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HomeMy WebLinkAbout16 - Traffic Impact Study - Black Olive Apartments c r TRAFFIC IMPACT STUDY W � for BLACK OLIVE APARTMENTS � r Bozeman, Montana Y _A �. Prepared for r « r HomeBase Montana t I r Prepared by MARVIN & ASSOCIATES 1300 North Transtech Way Billings, MT 59102 November 7, 2o16 TRAFFIC IMPACT STUDY for BLACK OLIVE APARTMENTS Bozeman, Montana Prepared for HomeBase Montana Prepared by .=F: � MARVIN & ASSOCIATES 1300 North Transtech Way IA oTq �11 Billings, MT 59102 ��.,.•••••••.,.,q ROBERT R. y ; MARVIN oo: 3697E W o 2 S ° _. : •' O • •• C9 S�ONAL. Ea November 7, zo16 TABLE OF CONTENTS PAGE INTRODUCTION 1 SITE L OCA TION&DESCRIPTION 1 EXISTING CONDITIONS 3 Streets&Intersections 3 Traffic Volumes 5 Capacity 8 TRIP GENERA TION 10 TRIP DISTRIBUTION 13 TRAFFIC ASSIGNMENT 14 IMPACTS 16 Existing Traffic Volumes 16 Capacity 19 Safety 19 Future Traffic Volumes 21 CONCLUSIONS AND RECOMMENDA TIONS 24 APPENDIXA - TRAFFIC VOLUMES APPENDIX B-CAPACITY CALCULATIONS LIST OF TABLES PAGE Table 1. Existing Peak Hour Capacity Analysis Summary 9 Table 2, Black Olive Apartments Development Trip Generation 10 Table 3. Existing Plus Peak Hour Site Traffic Capacity Analysts Summary 20 Table 4. Year 2037 Peak PM Hour Capacity Analysis Summary 23 LIST OF FIGURES PAGE Figure 1. Development Site Location in Downtown Bozeman 2 Figure 2. Noon Hour Traffic Counts September 2076 6 Figure 3. Peak PM Hour Traffic Counts September 2076 7 Figure 4. Site Generated Traffic Volume Assignment 15 Figure 5. Noon Hour Existing Plus Site Generated Traffic Volumes 17 Figure 6. Peak PM Hour Existing Plus Site Generated Traffic Volumes 18 Figure 7. Peak PM Hour Year 2031 Traffic Volume Projections 22 ii Marvin & Associates Black Olive Apartments Traffic Impact Study TRAFFIC IMPACT STUDY INTRODUCTION This report summarizes a traffic impact study (TIS) conducted for the proposed Black Olive Apartments development project in downtown Bozeman. Marvin & Associates was retained by Home Base Developers to provide the TIS as required by the Bozeman Municipal Code (BMC). The primary purpose of this study was to address specific impacts of the new subdivision development on the existing street system within a defined area of influence and at the proposed site access. The TIS also provides recommendations regarding the mitigation of any identified impacts. Having reviewed the proposed Black Olive Apartments site plan, Marvin & Associates completed an extensive analysis of existing conditions, addressed trip generation, trip distribution and traffic assignment, and evaluated resulting intersection capacity and safety impacts, prior to making recommendations regarding impact mitigation. Methodologies and analysis procedures within this study employ the latest technology and nationally accepted standards for site development and transportation impact assessment. Because of the unique nature of this development and the CBD area in which it would be located, a number of assumptions and qualifications were required in trip generation estimates and traffic assignment analysis. Extensive research into the current literature provided a basis for many of the assumptions utilized within this study. Recommendations made within this report are based on accepted standards and the professional judgment of the author, with consideration of the traveling public's interests as a primary objective. Sill E k_OCA-f 101N .& DFSC WTION The proposed site is located within downtown Bozeman in the southeast corner of the Black Avenue and Olive Street intersection. The site is currently occupied by a two story office building containing approximately 9,700 square feet floor area with 22 on-site parking spaces on the east and south sides of the building. Land uses surrounding the development site include residential buildings south and east of the development lot and an office building, housing City of Bozeman offices, in the southwest corner of the intersection. An apartment complex is located in the northeast corner of Olive and Black while a parking lot and drive-thru mail boxes for the Main Bozeman post office is located in the northwest corner. The site location with respect to the Downtown Bozeman street system is illustrated in Figure 1. Black Olive Apartments TIS Me l TRAFFIC "ASTUDY RI V- ,�1 , - I � L � •�� t i � � I�RRgr1 dhxlet. ld t �.�. M .i t. ' '1'1tt• sly ,rr � � • : }4•,+tt�hr I L r pow Alt Ott l ' AWKv;f ', RAVI VA � � � 4y�� � �'.d R .. ��!- nth �—.�• �`- 1c Lll 1 I� Black Olive Abditm en is TIS Ud4e 2 TRAFFIC " STUDY The Black Olive Apartments, as proposed, would be a five story building providing 56 living units on the top four stories with an enclosed 34 car parking garage on the ground level. A fitness center and 1,180 square foot coffee shop would also be located on the ground level. The fitness center would be used exclusively by the building residents, while the coffee shop would be open to the public. In addition to the 34 vehicle parking garage, three spaces on the west side of the building would be reserved for Car Sharing. Car Sharing would be an amenity provided only to the apartment residents. Vehicular access to the building's garage would be provided from Olive Street, near the east end of the proposed building, approximately mid-block between Black and Bozeman Avenues. Additional parking for the building would be accommodated by on-street parking along Olive Street adjacent to the development property. Additional information pertinent to the development's operation can be found within the Trip Generation section of this report. EXISTING CONDITIONS Streets & Intei sections Development of Black Olive Apartments could possibly impact several area intersections within the immediate area of the development. In addition, the BMC requires that all intersections between collector and arterial street within a one-half mile radius of the development be evaluated for impacts. and roadways. Therefore, the following intersections were evaluated within the scope of this TIS: 4.. Willson Avenue (minor arterial) & Main Street (arterial) 4. Willson Avenue & W Babcock Street (minor arterial) •4. Willson Avenue & Olive Street (local street) 4. Babcock Street& Black Avenue (local street) A. Olive Street& Black Avenue 4. Mendenhall Street (minor arterial) & Rouse Avenue (arterial) -4, Main Street& Rouse Avenue 4. Babcock Street& Rouse Avenue . Church Avenue (collector) & Main Street �p Black Olive Apa�tments TIS page 3 Local street intersections were included in the study because they are at locations that would have the highest potential for traffic impacts. Of the nine study intersections, only three are currently controlled by stop signs on the north-south minor streets, The remaining six intersections are all controlled by traffic signals. All of the traffic signals appear to operate with a background signal cycle of 120 seconds. All of the signals on Main Street operate in semi-actuated modes with side street detection while the two signals on Willson and the signal at Mendenhall appear to operate with fixed time intervals. Main Street is approximately 63' wide through the study area and carries four traffic lanes with parking on both sides. The intersection of Main Street and Rouse is the only intersection with more than two signal phases, which includes a southbound left-turn interval to accommodate the high left- turn traffic volumes. The street width on Babcock varies substantially throughout the study corridor and ranges from 39' to 62' from back of curb to back of curb. Babcock carries two eastbound traffic lanes with parking on both sides. Street and curb offsets at intersections, and parking conditions, create sight distance limitations at some stop controlled intersections. Mendenhall Street, which is approximately 41' wide at its intersection with Rouse, carries two westbound lanes of traffic with parking on both sides of the street. North-south streets within the study area range in width from 31' to 38'. Parking is limited to one side of the street, in most cases, due to the narrow street sections. Within the core study area, sidewalks are approximately 10' to 12' wide and abut building walls, as is typical of most downtown environments. The mixture of vehicles, pedestrians, bicycles, delivery truck loading and unloading operations, and high parking utilization uniquely identifies the area as the CBD. In this area, the balance between mobility and access is greatly skewed toward access and slower operating speeds are not only expected, but encouraged. �p Black Olive Apartments TIS pa4e 4 "TRAFFIC IMPACTSTUDY I r�lf is Volumes Existing traffic volumes were determined by performing manual intersection counts at study area intersections during the noon and peak PM hour periods. The noon hour peak was used instead of the am hour period because electronic counters on numerous streets within the CBD area indicated that there is no definitive am peak hour, but there is a substantial peak during the noon hour which is typical of most urban CBD areas. Mio-vision traffic recorder cameras were used for all of the intersections on Main Street and at the intersection of Rouse Avenue and Mendenhall Street. Manual Counts were taken at all of the other study intersections. Due to some variation in count starting and ending periods at some of the intersections, mathematical adjustments were made using electronic count data collected during the same time period, Figure 2 summarizes the existing noon peak hour turning volumes and Figure 3 summaries the peak pm hour turning movement counts. High pedestrian crossing numbers can be seen at most study intersections. In addition to the peak hour intersection turning movement counts, electronic traffic counters were set on Black Avenue, south of Babcock Street, and on Olive Street, east of Black Avenue. Hourly traffic volume summaries for these counters can be found in Appendix A of this report. It was found that the peak hour for traffic on the street system usually occurs between 4:30 and 5:30 with approximately 9.5% of the average weekday traffic (AWT). The noon hour is the beginning of the afternoon peak with approximately 8.4% of AWT. The noon hour also has the highest combined pedestrian and bicycle volumes at most intersections during the day. Appendix A also contains bicycle traffic volumes for the noon and peak pm hour periods at each of the intersections. It was found that the two intersections on Black Avenue had the greatest number of bicyclists. At the Black & Olive intersection, 45 entered in the noon hour and 39 in the peak pm hour. At the Black& Babcock intersection, 43 entered in the noon hour and 57 in the peak pm hour. p Black Olive Apartments TIS pa4e 5 TRAFFIC IMPACT STUDY RAW 13V11VA% 40 N E 4) us C 0 401 cw 3AV NWMr08 Art- C 0 0 RAW XWS mill z ci SAV A3M is L oil Is: RAV NOMA L-6- Black Olive Apartments TIS pd4e 6 �JRAFFIC IMPACTSTUDY 6 o 04 40 a. �y9 C Y �g li � N O a E ar anew C a � ,Q s � Q sir r�oadov a s H G iLAV NMI W 0 2 t cod © 1 es r� r/1r L9'rILL O SAr ►OITW 31� �. Black Olive Apartments TIS page 7 Capacity Capacity calculations were conducted for the peak noon and pm hours at all of the study intersections (see Appendix B). Table 1,on the following page, summarizes the results of the capacity calculations for both the noon and pm peak hour periods. 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 approach movements at these intersections, with exception of two street approaches, currently operate at or above an acceptable LOS"C"during both peak hour study periods. The westbound approach at the Intersection of Olive Street and Willson Avenue operates at LOS "D" with 44.1 seconds delay per vehicle in the peak pm hour. The northbound and southbound Rouse Avenue approaches to Babcock Street operate at LOS "D"with average delays slightly above 25 seconds per vehicle in the peak pm hour. The observed operations at all of the study intersections appear to support the theoretical levels of service and calculated vehicle queues shown in Table 1. Black Olive AVartment5 TIS Vale 8 TRAFFIC " STUDY Table 1. Existing Peak Hour Capacity Analysis Summary Intersection i MOE EH VM n Wrsedon Gknrwren!(s I Ell! LTR L TR LTR VERAtL Willson Avenue&Main Street Control Delay(sweh) 133 133 30.4 315 32.0 18 3 LOS B B C C C fj Noon Hour V/C Ratio 032 0.32 0,22 032 0.34 033 Oueue Length 95° 6 5 3 5 5 wKVneM IV LlR LTR L TR LTR OVERALL Control belay(s/veh) i 6 3 17.1 305 287 300 20.9 Wilson Avenue&Main Street COS B B C C C l; Peak PMHour V)C Ratio 036 041 0,38 0 35 0.42 0.42 ueueLen th 95% 7 7 6 6 6 AtnvWtthw LTR T R L T OVERALL Willson Avenue&Babcock Control Delay(s/veh) 241 17 5 166 16 4 17 6 202 LOS C B B B B l; Street Noon Hour V/C Ratio 0,32 023 0,15 012 0.23 0.27 Oueue Cen th t95YJ 6 6 2 5 6 hknvnxvBGruup LTR T R L T OVERALL Willson Avenue&Babcock Control Delay(s)veh) 23.8 19.0 17.1 17.5 19.i 20-1 LOS C B B B B G Street Peak PMHour V/C Ratio 0.30 0 34 0.19 0.19 0.27 0-32 Oueue Len th f95W 6 9 3 3 6 umvirog Grow LTR LTR LTR LTR OVERALL Willson Avenue&Olive Street Control Delay(slveh) 27.7 308 138 12.9 17.4 LOS C C B B is Noon Hour V/C Ratio 0.0B 029 0 34 0.26 0.32 Queue Len th t955Vd 1 4 6 5 MnttmmRCr LTR LTR LTR LTR OVERALL Willson Avenue&Olive Street Control Delay(slveh) 27.B 441 16 5 13.2 24 3 LOS C D B B G Peak PM Hour V/C Ratio 008 073 051 0,29 059 Queue Len th 1955W 2 10 11 5 Ak1#V wcirnt J One-Wa Flow tR LT Overa#LOS B Control Delay(sivehj i 7 2 19,3 Black Avenue&Babcock Street LOS NA C C l: No Hour V/C Ratio 0.19 031 Oueue Len th(95% 1 2 kbw wtlCruup _ _One-WayFow_ 7R LT Overa#LOS Black Avenue&Babcock Street Control Delay(s/veh) 1 7 22.0 LOS NA B C l: Peak PM Hour V/C Ratio 015 0 46 ueue Len-D1 95' 1 3 64;q,twkw(r LTR LTR LTR LTR OveraRIL03 Control Delay(s/veh) 78 7 4 12 4 11.9 Black Avenue&Olive Street I LOS A A B B is Noon Hou! V/C Ratio 0 02 0.01 0 OB 0.27 Oueue I ertqth .959 1 0 1 2 RWtrvnenlCrou LTR LTR LTR LTR OveraRLOS Black Avenue&Olive Street Control Delay(s/veh) 80 7 5 14.9 168 LOS A A B C b Peak PMHour V/c Ratio 0.02 0.02 014 0 46 Queue ten th f95V 1 1 1 3 Moveemon/ up LTR L TR L TR OVERALL Rouse Avenue&Mendenhall Control Delay(s/veh) 31.1 12A 13.3 116 14,2 17.4 LOS C B B B B 13 Street Noon Hour V/C Ratio 0A 1 0.18 0.29 0.12 036 0.38 Queue Length 959' 7 2 7 2 7 Akn�PtlerN LTR L TR L TR OVERALL Rouse Avenue&Mendenhall Control Delay(s/veh) 34 6 13 4 14 5 12.7 2 19 5 LOS B B B B B 13 Street Peak PM Hour V/C Ratio 0.60 024 039 020 043 0.49 Queue Len lh 95 9 3 8 4 9 Almerrx9Nlr J LRR LTR IrR L TR OVERALL Rouse Avenue&Main Street Control Delay(s/ven) 27.5 2T7 300 16 2 14.9 260 LOS C C C B B G Noon Hour V/C Ratio 0,44 0.47 OA3 0.28 0.12 0-48 Queue Len th 95% 6 8 7 3 4 M1htm7eMGr LTR LTR LTR L TR OVERALL Rouse Avenue&Main Street Control Delay(s/veh) 2B 4 293 33.1 175 15.6 27 4 COS C C C B B G Peak PMHour V/C Ratio 0 49 R55 0.59 0.39 0.19 061 e I enalb 195W 9 10 10 5 4 Nowhylt Grow One-Wa Flow TR LT OverallLOS Rouse Avenue&Babcock Control Delay(s/veh) 17.2 12,5 LOS NA C B fi Avenue Noon Hour V/C Ratio 009 0,20 Queue Len th 95e 1 1 Aftft"To(kow One-Wavflow _ RR LT Overa#LOS Rouse Avenue&Babcock Control Delay(s/veh) 260 29.7 LOS NA D D U Avenue Peak PMHour V/C Ratio 025 0.51 ueueLen th 5 1 3 L�ntmcnlCr LTR LTR LTR LTR OVERALL Church Avenue&Main Street Control Delay(s/veh) 129 135 307 27.5 15.5 LOS B B C C b Noon Hour V/C Ratio 029 0 34 028 007 032 Queue Len th t95%d 6 6 4 1 Movement Group TTR LLR LTR LTR OVERALL Church Avenue&Main Street Control Delay(slveh) 13,6 14,5 330 28 3 17.1 LOS B B C C B Peak PMHour V/C Ratio 0.35 0 42 0.40 013 0.41 Queue Length 195%J 1 6 1 8 1 5 1 2 �\ Black Olive Apartments TIS page 9 TRIP GENERATION Table 2 is a trip generation summary for the Black Olive Apartments development. Trip generation rates from ITE's Trip Generation Report, 9rh Edition were evaluated to determine the land use rates that would be most representative of the proposed development land uses. Within Table 2, trip generation rates and resulting trip projections for the average weekday and the am and pm peak hours for the development are noted, The proposed development, consisting of 56 apartment units and an 1,180 square foot coffee shop, would generate approximately 844 average weekday trips (AWT) with 93 in the am peak hour of the generator and 83 trips in the peak pm hour of adjacent street traffic. It should be noted that the ITE report does not provide a rate for the noon hour, but the peak am hour of the generator was used in the analysis of noon hour impacts. Thus, there is a possibility that noon hour impacts could be over-estimated within the study analysis. Table 2. Black Olive Apartments Development Trip Generation Ave.Weekday Peak AM Hour Peak PM Hour No.of Rate Total Total Total Units Units Rate Trips Rate Trips Enter Exit Rate Trips Enter Exit New Development Land Uses Code 220 Apartment 56 Apt. Unit 1 372 2 29 6 23 3 35 23 12 Code 936 Coffee/Donut Shop 1.18 1000 sf 4 472 5 64 33 31 6 48 24 24 Total Potential Trips= 844 93 39 54 83 47 36 Existing Land Use Trips Code 710 General Office Building 9.7 1000 sf 7 107 8 15 13 2 9 14 2 12 Potential Trip Increase= 737 78 26 52 69 45 24 Trip Mode &Class Adjustments Pedestrian&Bike Modes Apartments 86 7 1 6 6 4 2 Coffee Shop 109 15 8 7 8 4 4 Internal Capture Within Structure 37 3 1 2 4 3 1 Passerby Traffic-Coffee Shop 130 18 9 9 14 7 7 Total Trip Mode and Class Reductions= 1 362 1 43 19 24 1 32 18 14 Total Development Net Vehicular Trips= 375 35 7 28 37 27 10 1-T=6 65(X) 2-T=0,51(20%enter) 3-T=0.62(X)(65%enter) 4-T=400(4(Not Provided based on 10%PM) 5-T=54 21())(51%enter) 6-T=40.75(X)(50%enter) 7-T=11.03()0 6-T=1.56(4(88%enter) 9-T=1.49OQ(17%enter) ;! p Black Olive Apartments TIS b214e 10 TRAFFICP, STUDY Since the proposed development will be replacing an existing office building, ITE Trip Generation Report rates were used to estimate the number of trips that could be associated with the existing office building. In this case, the office building would generate approximately 107 AWT with 15 in the am hour and 14 in the peak pm hour. Subtracting existing office building trips from the potential development trips results in the net potential trips of 737 AWT, with 78 trips in the am hour and 69 trips in the pm hour as shown in Table 2. 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. The proposed development, being located within the CBD, which has numerous commercial, retail, entertainment, employment, and dining opportunities within a socially vibrant downtown area, would have enormous potential for alternate trip modes. That potential is magnified further by the relative proximity of[tie development to the CBD core. Estimates of alternate trip modes can be based on existing transportation modes in the immediate area and/or by examining trip distribution relative to pedestrian and bicycle attractions and mode travel times. For this study, mode split traffic data at two intersections adjacent to the site were collected and the relative proportions of trips by mode were calculated. It was determined that approximately 23% of AWT are pedestrians and bicycles with 30% in the am hour and 16% in the pm hour. This results in approximately 195 AWT (86 apartment trips and 109 coffee shop trips) with 22 in the am hour and 14 in the pm hour, as shown in Table 2. 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 for developments containing multiple land uses and/or complementary facilities to have trip origins and destinations within the development site boundaries. 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 on the traffic network external to the development. These types of trips are known as"Internal Capture Trips"(ICT). Because there would be a mix of residential developments and also employees at the coffee shop and the fitness center there is a definite possibility that ICT trips could occur within /Aqjp Black Olive Apartments TIS page l l the confines of the building. The ITE Trip Generation Report provides data and methods to estimate ICT that were used for this study. The ICT methodology resulted in approximately 10% of the residential trips being ICT trips or approximately 37 AWT trips with 3 in the am hour and 4 in the pm hour. Once the number of external vehicle trips is determined, they 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. For this development, passerby trips for vehicles could be applied to the coffee shop portion of the development. The ITE report does not have an extensive data base on coffee shops and passerby estimates are sketchy at best. Thus, an extensive literature search was conducted to quantify passerby estimates. From the number of studies accessed, it appeared that the range of passerby trips was between 40% and 89%. In an effort to be conservative, 40% of the external vehicular trips were considered to be passerby trips. This resulted in approximately 130 passerby AWT, with 18 in the am hour and 14 in the pm hour as shown in Table 2. Table 2 presents the final net number of vehicular trips that would be added to the street system within the CBD area of Bozeman. Subtracting the pedestrian and bicycle mode trips, the internal capture trips, and the passerby trips from the potential trip increase at this site results in 375 AWT, with 35 trips in the am (noon) hour and 37 in the pm hour. It should also be noted that because of parking conditions in the CBD area, the passerby trips would actually become pedestrian trips as persons accessing the coffee shop make their way from adjacent parking lots and on-street parking areas. This, would result in vehicle trips to the development site being less than shown in Table 1. Black Olive Apartments TIS paOe 12 TRAFFIC6M 6 G. One aspect of the site development that has not been quantified is the reduction in vehicular trips that could result from the Car Sharing feature being employed at this site. Three shared vehicles will be made available to the residents of the building. The shared vehicles have the potential to reduce vehicular trips even further. Car sharing is a relatively new phenomenon that has manifested itself by the emergence of a number of new on-line companies that have a vast number of subscribers in the United States, Canada, and Europe. A literature research revealed a number of non-technical studies touting the benefits of Car Sharing. One technical study for Car Sharing within major west coast cities, in particular Vancouver, BC indicated that the approximate reduction in vehicular trips associated with each shared car ranged from 3 to 11 trips. Since data for the development concept being proposed is not available, no reduction in vehicular trips could be applied, but the potential for far fewer vehicular trips than estimated in this study is a very real possibility. -f NP 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 TIS 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 the Black Olive Apartments development, a basic area of influence model was used. With potential for trip origins and destinations to be made throughout Bozeman and the entire regional area. Large polygon areas were plotted on aerial photos of the Bozeman urban area, The polygon boundaries were defined by direction of access on the entire street system. One of the polygons encompassed an area surrounding the development that represented prime trip attraction for bicycle and pedestrian travel modes. The boundaries of that polygon were based on a 1,400-foot radius, which is the maximum distance that pedestrians will walk, instead of using a motorized vehicle. ,"p Black Olive Apartments TI5 page 13 TRAFFIC1 Approximate population and commercial densities were estimated within each of the polygon areas. The percentage densities of each polygon was calculated based on the entire study area and applied to street links accessing the site. A Gravity Equation using the inverse square of the travel time to the center of each polygon was applied to the densities and the relative percentage attraction was calculated. It was determined that approximately 50% of the trips would be attracted to the pedestrian/bicycle polygon. When applied to trip generation attributed to the residential portion of the development, it resulted in approximately 30% of total development trips which was approximately the same as the trip generation assumptions for pedestrian and bicycle modes, Distribution vehicular trips were then calculated by using the remaining polygons using the gravity model. The following vehicular trip distribution percentages were calculated: o North via Rouse Avenue 21% o Southwest via Willson Avenue 25% o West via Olive Street& Babcock Street 4% o West via Main Street 35% o East via Main Street 15% TRAFFIC ASSIGNMENT The assignment of site traffic to the street system and site access points is dependent upon several factors. Two such factors are external directional distribution and localized operational site conditions such as one-way streets and intersection delays. Directional distribution proportions were determined in the trip distribution analysis to provide access traffic demand estimates. The distribution/assignment estimates represent traffic movements to and from the site that would occur depending on the directions of arrival or departure relative to the chosen access point. The combined calculation of demand and least time accessibility were used to estimate likely movement volumes at each individual intersection, Turning movements at each access point were then calculated through the application of trip distribution to development vehicular trip generation estimates. �p Black Olive Apartments TI5 pa4e 14 TRAFFIC IMPACTSTUDY -!r J, #AV BMWM cm N O 1 Q y .. co, � � N � = O$ O N - Z pfwvrjzm r ra ` RAY XYM • a3� ccAat © W6'� . RAW AYM 1 Wit 0, -- 0 _ � O d &AV NOMA j Qldcl<Olive Apxi menu TIS page 15 Figure 4 presents results of the vehicular and pedestrian traffic volume assignment analysis for average weekday traffic (AWT) and peak noon and pm hour subdivision development conditions. AWT volumes shown in Figure 4 indicate that Black Avenue north of Babcock Street would have the highest site generated traffic volumes at approximately 206 AWT. Site pedestrian traffic would be mostly concentrated at the intersections of Olive Street and Babcock Street with Black Avenue, while pedestrians would greatly disperse onto other streets at key intersections farther from the site. IMPACTS Existing Traffic Volumes Traffic volume impacts for site developments can often be quantified by determining the change in traffic volumes expected at various points within the surrounding network of roads and streets. Site traffic assignments give an indication of what volume of traffic could potentially be added to the street system during the average weekday (AWT). Yet in almost all cases, it is very difficult to determine AWT on any section of street to within 10% accuracy. Thus, impact analyses on streets with relative percentage increases less than 10% are not normally considered to be significant. In this case, the highest AWT impact on any street would be on Black Avenue north of Black Avenue where site generated traffic would be approximately 3% of existing traffic. While the percent change in AWT can be used to identify general locations where impacts could be significant, it is the volume changes during peak traffic flow periods that provide specific information on the type and location of impacts that could potentially occur. Figures 5 and 6 present the calculated existing plus site traffic volumes that would be associated with development of Black Olive Apartments. The intersection volumes shown in Figures 5 and 6 are used in capacity calculations to determine whether the additional traffic would have noticeable impacts on each intersection's efficiency. Black Olive Apartments TIS pa4e 16 TRAFFIC IMPACT STUDY my HAND 474, r mw mnow z fa CL c m" xmni 0 0 z Lo am A2M W6 ru, - lip kw 10 ZAV N0rTW IR rRmokv * I r Ilk -'W Black Olive Apartments TIS Pa(je 17 TRAFFIC •ASTUDY Sky- u,r unnm A ,A Q V O3►r MOM k Y a c - �► Z _ Q rA inr r VIS CL tI a r� - W 40 V bA low3AV A3M Ono .:► Ott,. p Bhck Olive Apartments TS tid4e 18 TRAFFIC IMPACT Capacity Table 3 presents capacity analysis results for potentially impacted intersections using existing plus development generated peak noon and pm hour traffic volumes. All of the potentially impacted intersections would remain at or above an acceptable LOS "C" except for the two intersection that have movements that operate at LOS"D". In comparing Table 3 to Table 1, it can be seen that only minor changes in delay and v/c ratios would occur. Some of the vehicle queues would change with single vehicles increases in some lanes and single vehicle decreases in others. None of the intersections would have an overall intersection LOS less than "C". Table 3 also presents the capacity results for the developments garage access midblock on Olive Street. The LOS for the garage access would be"B"with no more than a one vehicle queue on any approach. Safety In terms of accident potential at the study accesses and intersections, any increase in traffic would result in a commensurate increase in exposure, which has the potential to result in a higher number of total accidents at area intersections. However, it is unlikely that accident and/or severity rates would increase as a result of the additional demand created by site-generated traffic. Black Olive Apartments TIS pa4e 19 L TRAFFIC IMPACT STUDY Table 3. Existing Plus Peak Hour Site Traffic Capacity Analysis Summary Intersection I MOE EB WB NB SB Intersection Alnwmkp(i! LTR OVERALL Willson Avenue&Main Street Control Delay(sNeh) 16 s 134 304 31.5 320 18 3 LOS B B C C C B Noon Hour V/C Ratio 0 32 033 022 0,32 0.34 0,33 queue Len th 95 6 5 3 5 4 Movement frou IrR LTR L TR LTR OVERALL Willson Avenue&Main Street control Delay(siveh) 164 17 2 30.5 28 7 300 210 LOS B B C C C C PeakPMHour VIC Ratio 037 042 0.38 0.35 042 0,42 Queue 1.en th 95 5 5 6 6 Movement ,0, T R L T uvTrALL Willson Avenue&Babcock control Delay(siveh) 2a t i i 5 16 6 16.4 17 20 2 LOS C B B B B C Street Noon Hour VIC Ratio 0.32 0.23 0.15 012 0.23 027 Queue Length 95 6 6 2 5 6 Movement Lkou t TR L T OVERALL Willson Avenue&Babcock control Delay(s veh) 238 190 17 7-1 1 .5 1 1 201 LOS C B B B B C Street Peak PMHour VIC Ratio 0.30 0 34 0.19 019 0 27 0 32 Queue Length 1955VJ 6 9 3 3 6 Movement Cr LTR LTR LTR LTR OVERALL Control Delay(siveh) 27.7 31.1 13-8 129 17 7 Willson Avenue&Olive Street I LOS C C B B B Noc HOD! VIC Ratio 0.08 0.31 0 34 0,26 0.33 Queue Length 95% 1 5 6 5 MovementGoup IfR LTR LTR LTR OVERALL Willson Avenue&Olive Street Control Delay(siveh) 278 44.6 167 132 24 6 LOS C D B B C Peak PMHour VIC Ratio 009 0.74 052 0.29 0,60 reue Len th tqs*l 2 10 10 5 *we-'((wow TR LT Ovwaltos Control Delay(s/veh) 17 9 19.9 Black Avenue&Babcock Street LOS NA C C C Noon Hour VIC Ratio 025 0.33 QumroLRn lA 1 2 Afownrem Gr One-Way How TR L 1 otefarlos Black Avenue&Babcock Street Control Delay(sNeh) 152 24'3 LOS NA C C C Peak PMHour VIC Ratio 017 051 ueue Len th[959fd 1 3 Afowxlx94v(8rxr LTR LTR LTR ITR Overa4LOS Black Avenue&Olive Street controf Delay/sNeh) 79 7 5 13 4 12 7 Los A A B B B Noon Hour VIC Ratio 0.02 0.01 0-09 029 quour Length 5 1 0 1 2 UmemeM t lR LTR tTR LTR Owvartos Black Avenue&Olive Street Control Delay(siveh) B 7 16.2 18 6 LOS A A C C tS Peak PMHour VIC Ratio 002 0.02 014 0 46 ueue Len th 95 1 1 1 3 Gf Movement t LTR L TR L TR OVERALL Conrrot Delay(sNeh} 311 12 4 13 3 11,6 14.2 17.4 Rouse Avenue&Mendenhall LOS C B B B B B Street Noon Hour VIC Ratio OA 1 0.18 0.30 0-12 0.36 038 Oueuelen!h 95 7 2 6 1 7 AfoKw"Nfr LtR L TR L /R VENAL( Rouse Avenue&Mendenhall B control Delay(siveh) "34 6 13 5 14.6 128 1 95 LOS C B B B B B Street Peak PMHour VIC Ratio 060 0.25 0,40 0.20 0.44 050 ueue Len[h 95 9 3 8 3 9 Afotsmenr[+rar� LIR LTR LTR L TR OWRAIr Rouse Avenue&Main Street Control Delay(siveh) 27.5 27 7 3'u 1 162 149 261 LOS C C C B B C Noon Hour VIC Ratio 0-44 0 47 0 44 0 2B 012 0 49 Queue Length 195V 6 9 7 3 4 mawnxw atow LTR LTR ITR L TR OVERALL Rouse Avenue&Main Street Control Delay(s/veh) Z8.4 29-3 33.2 17.6 15.7 27 4 LOS C C C B B C Peak PMHour VIC Ratio 049 055 0.60 0.39 0,20 0.61 Queue Len th 95 10 10 9 4 4 A4bwomfoo Cr Otte-Wa f0w TR LT OverallLO5 Rouse Avenue&Babcock Control belay(siveh) 175 13.0 LOS NA C B B Avenue Noon Hour VIC Ratio 0.09 021 Queue Len th 95 1 1 AfowffwwN 0ow one-Wa rbw TR L I OverallLOS Control Delay(siveh) 20.5 32.7 Rouse Avenue&Babcock LOS NA 0 D C: Avenue Peak PM Hour VIC Ratio 0 25 055 eve Length 195V 1 4 Movement (rR LTR L 7R LTR OVERALL Church Avenue&Main Street control Delay(s/veh) tzs 185 's07 275 LOS B B C C B B Noon Hour VIC Ratio 0.29 0 34 028 007 032 Oueue Length 95% 6 7 4 1 Movement C✓ 1.TR LTR LTR L 7 R ALL Church Avenue&Main Street Control Delay(siveh) 13.6 14 7 33 0 2833 17.1 LOS B B C C B Peak PMHour VIC Ratio 0 35 0.43 040 0.13 0.42 Queue L en th 195V 6 7 5 2 hlevrox/(rout L Lk ot"JitLos Control Delay(s/veh) 1 5 10.5 Apartment Garage Access on LOS A B B Olive Street Noon VIC Ratio 015 003 Olreue Length 95 0 1 Moveoxn! (1 L LR owralC05 Apartment Garage Access on Control Los(srvah) 1A6 iB9 B Olive Street Noon VIC Ratio 0-24 0.02 Queue Length 93w 1 D 1 1 �� Black Olive Abartment5 TIS Pa(le 20 'low TRAFFIC "IMPACT STUDY Future Traffic Volumes Because the development site is located near the center of the CBD which has fully occupied for many decades, the only significant changes in traffic would occur due to redevelopment of existing properties, increased densities, and land use changes. In 2003 and 2014, Marvin & Associates prepared a TIS for the Arts at City Center project in Downtown Bozeman. That study included extensive traffic counts at almost all downtown intersections as well and electronic counts on key streets. Fight of the nine intersections counts taken in 2016 were compared to year 2013 counts at the same intersections and it was determined that the net traffic growth over the past 13 years was approximately 1%, which is incredible considering all of the changes that have occurred in the CBD in the past 13 years. It appears that some of the growth has been absorbed by increases in pedestrian and bicycle traffic. Given these facts, it appears that future traffic projections based on historic records would be minimal. An assumption was made that an increase of 5% over the next 15-year period would not be unreasonable considering the past trends. Therefore, a 5% increase was applied to the peak pm hour traffic conditions for analysis of future (year 20131) conditions. Figure 7 presents the peak pm hour year 2031 traffic projections at the nine study intersections and at the development's garage access on Olive Street. Future projections for the year 2031 peak noon hour were not completed since the peak pm hour existing plus site traffic conditions were the only conditions that resulted in any traffic movements operating at less than LOS "C". ,Mp Black Olive Apartments TIS page 21 TRAFFIC 'ASTUDY s uv 17mvM �yA Itl r'4' IYC 1�- to - t � W L �4 t CL r I ' � ]LAW mnow E iYi V G2G E 3AV fN"M3ZCY f� ri ct Y V IL G�! IC 16 Yi c► © ly k o 10 Yi O iJ 0 0 .Ar NOMM �, Black Olive Agdrtments TIS hd4e 22 TRAFFIC ` L FLAOI'e Table 4 presents a summary of capacity calculations for future (year 2301) conditions based on the traffic volumes shown in Figure 7. In comparing Table 4 results to Table 3, it can be seen that same intersection approaches at Olive & Willson and at Rouse and Babcock would still be at a LOS less than "C", except that the southbound approach to Babcock would be at LOS "E". In addition, the southbound approach on Black Avenue at Babcock Street would operate at LOS "D" with 31.1 seconds of delay per vehicle. With respect to overall intersection LOS, none of the intersections would have a LOS less than "C". The development garage access would still operate at LOS B" in the year 2031. Table 4. Year 2031 Peak PM Hour Capacity Analysis Summary Intersection MOE EB WB NB SB Intersection 64acemeot Gr(q) LTR LTR L TR LTR OVERALL Control Delay(s/veh) 169 17 9 323 294 31 2 21 8 Willson Avenue&Main Street LOS B B C C C C Peak PM Hour V/C Ratio 040 047 0.44 039 0.47 047 Queue Length(95%) 8 6 7 Movement Group LTR T R L T OVERALL Control Delay(s/veh) 24 3 195 17 3 18A 1 B 4 206 Willson Avenue&Babcock Los C B B B B C Street Peak PMHour V/C Ratio 0.33 0 37 021 0 23 030 035 Queue Length(95%) 6 11 3 3 6 Movement Group LTR LTR LTR LTR OVERALL Control Delay(s/veh) 27,9 488 17 5 13 5 26 2 Willson A venue&Olive Street Los C D B B C Peak PM Hour V/C Ratio 0.10 080 a 56 0 31 065 Queue Len lh(95%) 2 11 11 5 Movement Group One-Way Flow TR L7 Overall LOS Control Delay(s/veh) 164 311 Black Avenue&Babcock Street Los NA r. D C Peak PMHour v/C Ratio 020 061 Queue Length(95%) 1 4 Movement Group LTR LTR LTR LTR Overa7/LDS Control Delay(s/veh) 82 7 6 17 5 23 1 Black Avenue&Olive Street LOS A A C C B Peak PMHour I V/C Ratio 0.02 002 019 060 Queue Len th(95%) 1 1 1 4 rkMWf GOW LTR L TR L TR OVERALL Control Delay(s/veh) 33 8 14 3 16 3 14 4 155 20 4 Rouse Avenue&Mendenhall LOS C B B B B B Street Peak PMHour V/C Ratio 062 025 0 44 0 25 038 051 Dome Length(95%) 11 3 9 5 7 6lmemewoaW LTR LTR LTR L TR OVERALL Control Delay(s/veh) 298 302 34 7 180 158 28 4 Rouse Avenue&Main Street LOS C C C B B C Peak PM Hour V/C Ratio 0.55 o 59 065 0.43 021 066 Queue Length(95V 8 10 10 5 5 Movement Group One-Way Flow TR LT OverallLOS Control Delay(s/veh) 29.8 41.7 Rouse A venue&Babcock LOS NA D E C Avenue Peak PMHour V/C Ratio 0-30 0,64 Queue Length(95%1 2 4 4'o,rintvrt(youp LTR LTR LTR LTR OVERALL Control Delay(s/veh) 14 0 15 4 336 285 17 6 Church Avenue&Main Street LDS B B C C B Peak PM Hour V/C Ratio 038 048 042 014 0.46 Queue Length(95%) 7 9 6 2 Movement Group L LR OverallLOS Control Delay(s/veh) 7 6 12 4 Apartment Garage Access on Los A B B Olive Street Noon V/C Ratio a 27 002 Queue Length(95%) 0 1 ,IJJRJJE�� Black Olive Apartments TI5 pa4e 23 TRAFFIC IMPACT STUDY CONCLUSIONS AND RECOMMENDATIONS Analysis of trip generation estimates, traffic assignments, and capacity calculations show that the development of Black Olive Apartments would not have any appreciable impacts on traffic operations on the surrounding street system. Analysis of downtown intersections for year 2031 conditions indicate that none of the intersections would operate at less than an overall LOS "C". From our analysis it appears that the development will provide an environment for traffic reduction commensurate with the current trends in the downtown area. The commercial facilities with the residential building and the Car Sharing concept would provide the atmosphere which would reduce motorized vehicular impacts appreciably. It is recommended that garage access be designed to allow sufficient sight distance on Olive Street similar to requirements for mid-block alley approaches. , p Black Olive Apartments TIS pd4e 24 APPENDIX A Traffic count Volumes T cn o f� p � G &CL) 00 O) 10 �. CD 00 07 N N N c0 V O Q7 r 00 O � r lf] V D CD o y O O O O O O O N Ln Ln o co 1- oo r r m O r V co N N .— O N T � O N M CDCZ) c0 O Cl) V _pJ ct') O N L I m O Z LO CDcD M (•-) r M O f) r Lo cD N N M _ a0C FI = 0 > G.1 N M N Q) N N N N N N M N O V M O Q .2 C LLI O d {Q co m 0 T > r cp D co ~ O N O c.0 r M O N M O V C0 co 0) O m r L u1 O N C N M M M N p OJ r r 0 u7 r cD cD 00 CD D N p p M m cn N N N N N N Cl) N M O Cl) O 7 0 o e e e o 0 N V cD M O 00 w V N O N ` CD CD O O O O O O O CD CD O O CD u') 00 M N 7 0 Nco 0 O W ; O N N N Cl) N 00 co M n O) lmy Z W Q V A \ N Q p o 0 0 0 0 0 0 0 0 o O 0 0 0 0 0 0 0 0 0 0 - O N J C Y co O cc .— O C, OR 0) 00 M V r L.f) O O. M.,� 0) m Cl) r M O N m y O O O O O O Nj- V LO cD r M r M N M c0 M N N O N U- 1 :9 O 0 m 6D n N W �Ccv ` CO 6) co O 00 r r cn O cD _ O h 7 0) d N M N N cD � � O O N D7 O M 22 p r c.0 M L C O ui W Z > a) N N N N r0 C 20 V) Go W N >, > w co r J p H O) .— c.0 O N cn N V O N co L. co In O N = O N M N N N M O O Q7 O N N r M O r r M LCJ rn r N O v T T. cn N O cD fC o000 00 00 00 0 � � O) M r cD p � � 00000000000 6) m N v v r rn CTaDhfO�OVMN�O � L H imv% T o o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o O M G r co O O f O M N O M 0 ccf� co. N O u') 6) 0 f cV CDcV y CD O O O O O O O M r co r 00 r 1-: o) r M N N O N bV D Cc y T !D O)D ct') O .— .— r O co M Y O) N W cD R V 0 > cD L(') O O cD N cD �!) V V co co c0 co O) �l'J M N 00 y C m_ O Z a ?j O N = C 00 W Q Co 00 w 0 0 cn 0 r 0 c.0 �n r i17 7 M u') r 0 O V 0 = C O cCJ O O cD N c0 cf) V � co CO r co r r co M N N c O to cu T 'u N a O to T p '0 CD T o 0 0 0 0 0 0 C = ` cn co cD N p cn M R O O O O O O O pp O 00 f0 N O �I T ` 3E ~ 1md% � C 3 •� O r N M IA �D P= 00 Of O r N M 14 LO (D 1P 00 0) O NM w y r r r r N N N N m ON N N N ' i s j . ' . � ' � _ d W N j 0 0W V M (A A W N � p O O V O) to A W N � O gyp. C — 7 � %AVVT 3 i � 'o d � O N A T 00 0 0 0 0 0 0 0 O O O N J Oo Cn 0 0 0 0 o e e CD V'i co co CL < CT O N O N � A CDO N W � G CO C W Ci7 OJ Cn Cn � � CA = = J CD C.0 mLn cn OW � O A O m OJ cc m = �.. = W J W J Cn CD O l/1 v CT O O OD < C O ; 2 w O M C z N J Q Cn J W Q O N O CiJ co Q) Cn W W J mCD CD 0 'N W O c.0 Cn N -1 Cn A O Cn J c.0 Cn N A a y C1 CD C O� N I _ N O CCD D O C c0 A A CO O N O O c0 Cn W O W J �O W N N U) W J 0 0 0 0 0 o O CC 0 0 0 0 CC 0 0 0 0 0 0 0 0 0 0 o d 0— %AM O�NWACJ�0IVCA000 cm W W m N O N V7 N OOOOOOOOOCO O O. O 0000000003'0 °' rn O N CD O W W T OC A co CL r N N N Cn J mm mJ Cn m mA A N = O D v OJ N W W co Q mC) w N O w W Cn J mCn N N N CD T\ rn 3 00 w `O 3 00 m Z C 00 N W Cn J Cn O mJ Cn mQ) J� A N Z CD CD N C y OD C) W Ui W N IV C:) O N C:) co W Cn J m Cn N N N Q C ., p W T V + ao O O O CD N A Cn 00 J J J Co J Co co Cn Cn W — CD 0 0 CD 0 CD co 0 W O J Cn co CO Cn cD J Cn CO O A cm) N N C) 'w -Co Cn Z. W W W CD CD -I 0 0 0 0 0 0 0 0 0 0 00 00 , 0 0 0 0 0 0 0 0 W� ' �C 0 O n X V) %AWT 3 --I N N W 00 W W N N J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y N m O�NWACT tnVCA C00 C11 J cD CO d O IT OOOOOCOOOOC tiG Cn 000o3°ooa'o`eo� C O N CD CD A -C Q) Cn N N W J Cn J J J O J Cn N Occ �o W N Cn CO W CD N O W = W cc cc Co m CD A CDJ co NCL O_ W w Cr = v Oo m O N _ CD C N N O rV O CD O J J OO J Cn N O Co N Cn CO OJ Z CDW N Cn mCD -P.- CD J m G d N r mNm. j' C pp O O N W T Cn C.0 d0 O Co J m J J Cn a W CD CD C) 0 0 0 CD y C W Cn O N O Cn N J W O J W J O J " Cn W Q N N Q Q lII CD o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o CL IQ I I CV W _ �G a O O CC O O W m Q 2 E-- C, U O N U o m o '+T v 0 0 0 � I o �0 0 0 0 0 0 0 0 0 0 0 0 o c o o a o 0 o N W m > at! r m Q c E o 1 0 0 0 0 ca o o w N w w 0 �° 0 N O o � o: 0 0 0 0 o o 0 0cc � N � c-1 ca Yj N N w �Il � N VI O ) W o >a .-I O Inca O �O lD N N Y Y f+ U Y � 5 co O m O w m W W O: N V p ti T J W J W 2 LA W N W Z cc W V1 0 Q N C W Y ~/ Z O > m J O m N O w w m 0 0 0 0 o v 0 2 Y Z o 0 c o 0 0 o u o o w O a o w > O m O Z Z o o °ti o 0 0 0 o o N c w 1O O o c o 0 Z o 0 3 0 0 0 0 3 0 o N o 3 o w 3 H X O y O O N O O o V N L N r-I C o o N w N �O W W O O N F+ C1 N C In O F O O N O � O N N O F O In G 0 E--, Z O d ~ a 3 =O O F� 7jjF�� C N A O O O O O O W m 0 o f1 0 w w D o Z r m 3 f1 m m m Z m � m m m d � A N N Ala T Oi OJ lA W < d O N m F+ N O O O O F� 00 V W W O O N f+ eEpe W F+ C F+ W O O A O O O O E O O O 1� C m � Q° m 3 T O1 � F+ 01 E N IN O N O O ry O O < A R m o W F+ W N O O O N O O O O F+ F+ O O O O O W W O O V N VI O N O P1 F+ O f1 O N = S C � a 3 < d m o n o N lli V APPENDIX B-1 Existing Capacity Calculations HCM Analysis Summary Existing Main Street/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Willson Main Noon Exist Lanes Geomclry:Movements Serviced by Lane and Lane Widths (feet) Approach 1 Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR_ 12.0 W13 2 ? 1 LT 12.0 - TR 12.0 NB 1 2 1 L 12.0 _ TR 12.0 1 SB 1 1 LTR 12.0 East West North �- South Data L , T R L T R L T ! R { L T R Movement Volume(vph) 27 442 79 $ 38 474 21 72 125 42 21 119 29 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 %Heavy Vehicles 0 f 1 0 0 _1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR _ LTR Arrival Type 3 3 3 3 I 3 RTOR Vol h 20 5 5 5 Peds/Hour 73 71 110 186 %Grade 0 0 0 0 Buses/Hour 0 0 _ 0 0 Parkers/Hour(LeftlRight) --- 5 - i 5 - I --- I 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time e Per Cycle:10.0 Sec Phase: I 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP - - - - - - - - - NB LTP SB LTP Green 70.0 40.0 0 Yellow All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay GroupApp (XRW &tan RatioI _(avxliehl_-- -L EB LTR 1720 0.185 0.583 LTR 0.317 13.3 B 13.3 B * LTR 1699 0.187 0.583 LTR 0.320 13.3 B 13.3 B NB L 331 0.075 0.333 L 1 0.224 30.4 I C 31.1 C TR 522 0.107 0.333 TR f 0.320 31.5 C i SB [ 1- 1 - - - - - - * LTR 498 0.114 0.333 LTR 0.341 32.0 C 1 32.0 C Intersection:Delay= 18.3 sec/veh Int.LOS=B X-0.33 *Critical Lane Group >(v/s)Crit-0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Main Street/Willson Ave R Marvin 09/22/2016 Noon Case: Willson Main Noon Exist Queues Spillback in Per Lane Average Worst Lane 119 Lane Avg/Max Speed (% of Peak 29 21 App Group (veh) (mph) Period) EB LTR 51 6 1 1_4.3 0.0 -- 21 474 ��► 38 All 14.3 0.0 - WB LTR 4/ 5 15.8 0.0 - - - - - - - . 27 .� 442 All 1 15.8 0.0 79 NB L 2 / 3 2.7 0.0 TR 3 / 5 11.6 0.0 1 72 42 125 All 9.1 0.0 I i 2 - SB LTR 4/ 5 9.2 0.0 • `!� ' 69 4 2 39 4 2 All 9.2 0.0 Intersect. 12.7 ` SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Main Street/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Willson Main PM Exist Lanes Geometry:Movements Serviced by Lane and Lane Widths (li•rt) -Approach Outbowid Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 2 2 LT ! 12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data --L T 1 R L T 1 R L T 1_R L T R I Movement Volume(vplt� 20 457 100 49 534 22 130 166 40 26 187 23 PHF 0.95 0.95 0.95 1 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups _ LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol(vph) 20 5 5 5 Peds/Hour 60 25 86 109 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRight) --- -- 5 I --- 5 --- i 5 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle: 10.0 See Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 65.0 45.0 0 Yellow All Red 3.5 1.5 3.5 1.5 - Capacity A_nalysls Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay _ _Group ' EB LTR 1613 0.197 0.542 LTR 0.363 16.3 B 16.3 B WB * LTR 1529 0.224 0.542 LTR 0.413 17.1 B 17.1 I B NB L _ 357 0.144 0.375 L 0.384 30.5 C 29.4 C TR 599 0.133 0.375 TR 1 0.354 28.7 I C f SB - -- - * LTR 579 0.157 0.375 LTR 0.420 30.0 C 30.0 C Intersection:Delay=20.9 sec/veh Int.LOS=C Xc-0.42 *Critical Lane Group >�(v/s)Crit=0.38 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Main Street/Willson Ave R Marvin 09/22/2016 Peak PM Case: Willson Main PM Exist Queues Spillback in Per Lane Average Worst Lane 187 Lane Avg/Max Speed (% of Peak 23 26 App Group (veh) I (mph) Period) �J �► I EB LTR 51 7 14.0 0.0 22 534 � ► — 49 All 14.0 0.0 WB LTR i 5 / 7 13.0 0.0 1------------ ------- --- ---- --- ------- --- - -- 20 a1 457 All 13.0 0.0 100 r NB L 4 / 6 2.8 0.0 TR 3 / 6 14.6 0.0 1 130140 166 All 9.8 0.0 1 2 SB LTR 51 6 9.5 64 4 2 44 4 2 I All 9.5 0.0 Intersect. 12.0 SIG/Cinema v3.08 Page 2 Marvin&Associates HCCM Analysis Summary Existing Babcock St/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Willson Babcock Noon Existing Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3i Lane 4 Lane 5 _ Lane 6 EB 2 2 LT 12.0 TR 12.0 W13 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 1 T 12.0 East West North South Data L T R_ I LFT R L T R L T RMovement Volume(vph) 23 380 54 00 0 0 208 189 C 65 _ 210 0 PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.90 %Heavy Vehicles l I 1 _ 2-t_ 2 2 il 1 0 0 1 2 Lane Groups I LTR- I T R L T Arrival Type 3_ 1 - 3 3 3 3 _ RTOR Vol(vph) 10 0 75 0 Peds/Hour 6 33 30 5 %Grade 0 0 0 0 _ Buses/Hour 0 0 0 0 Parkers/Hour(LeRjRight) Signal Settings: Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB NB TP SB LT Green 50.0 60.0 0 Yellow All Red 3.5 1.5 3.5 1.5 �A - Capaci_lAnalysis Results Approach: Lane Ca v/s g/C Lane v/c Delay Delay Epp Gaup. Cvp ). i2x�tto lLa io Gtup ]3ati4 (tee%xe]>J LOB fsec/veh) B - -- - - * LTR 1456 0.133 0.417 LTR 0.320 24.1 C 24.1 C ---T 941 0.115 0.500 _.I T 01231 1- 17.5 B 17.2- B R 783 _0.076 0.500 R 0.1 2 1 i SB - L 553 0.062- Q-00 L 0.121 16.4 i B I * T_ 941 0.116 0.500 T 0.233 1 17.6 B � � I I Intersection:Delay=20.2 sec/veh Int.LOS=C Xc-0.27 *Critical Lane Group z(v/s)Crit=0.25 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Babcock St/Willson Ave R Marvin 09/22/2016 Noon Case: Willson Babcock Noon Existing Queues Spillback in Per Lane Average Worst Lane 210 Lane Avg/Max Speed (% of Peak 65 App Group (veil) (mph) Period) 4 EB LTR 6 / 6 11.2 0.0 All 11.2 0.0 23 380 1 All 15.0 0.0 54 1 NB T J 4/ 6 14.9 0.0 R 1 / 2 15.5 0.0 I 1189 208 All 11.1 0.0 i SB L 1 / 5 4.5 1 0.0 I 2 T 4 / 6 12.5 0.0 i � 49 4 2 59 �' 4 2 Intersect. 12.3 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Babcock St/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 rains. Peak PM Case: Willson Babcock PM Existing Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 1 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WF3 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 ` East West North South Data L I T R L T T T R L T I R L R Movement Volume(V 32 345 51 0 0 0 0 299 217 . 85 242 0 PHF 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.90 %Head Vehicles I 1 - 1 2 2 2 2 _ 1 0 n 1 2 Lane Groups LTR I T R I. 1' Arrival'r ype 3 3 3 3 RTOR Vol( h} 20 0 75 0 Peds/Hour 8 24 32 _ 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRight) -- -- -- --- I --- -- Signal Settings:Pret_imed Operational Analysis Cycle Length: 120.0 Sec host Time Per Cycle:10.0 Sec Phase: I 2 3 4 5 6 7 8 Ped Only EB LTP - WI3 - NB TP - SB LT Green 50.0 60.0 0 Yellow, All Red', 3.5 1.5 3.5 1.5 Capacity Anal+psis Results - _ Approach: Lane Ca v/s g/C Lane v/c Delay Delay PPGroup typh) Ratio patio Group 'o O (scc/yell) EB * LTR 1459 0.123 0.417 ! LTR 0.295 23.8 C 23.8 C NB * T 941 0.167 0,500 1 0.335__I 19.0 B 18.4 1 B 782 0.095 0.50 Q j R 0,191 17.1 B i SB - - --_ - 466 0.096 0.500 - L 0.19 t 17.5 B 17.9 13 _ T 941 0,136 0,500 T _ 0.271 18.1 B - I i I Intersection:Delay=20.1 sec/veh Int.LOS=C Xc- 0.32 *Critical Lane Group 5_(v/s)Crit- 0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Babcock St/Willson Ave R Marvin 09/22/2016 Peak PM Case: Willson Babcock PM Existing Queues Spillback in Per Lane Average Worst Lane 242 Lane Avg/Max Speed (% of Peak 85 App Group (veh) (mph) Period) EB LTR 51 6 11.5 0.0 All 11.5 0.0 ; - - ------- -- - - - 32 345 I� All 13.6 0.0 51 NB T 6/ 9 13.4 0.0 217 R 2 / 3 15.2 0.0 — — I 299 All 12.5 0.0 i SB L 1 / 3 5.2 0.0 1 2 T 4/ 6 14.0 0.0 �I 49 4 2 59 1' 4 2 I� Intersect. 12.5 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Olive Street/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 ruins. Noon Case: WIllson Olive Noon Existing 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' I I LTR 12.0 WB 1 1 LTR 12.0 NB 1 1 LTR 12.0 SB 1 1 LTR 12.0 East West -� North South Data L T R f L 1 T RL T_ {T R L t T R Movement Volume(vph) 7 32 6 52 I 63 47 19 I 297 1 11 10 I 230 16 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 0 0 0 0 0 0 0 _ _1 0 0 1 0 Lane Groups - LTR LTR _ LTR LTR Arrival Type 3 3 3 3 RTOR Vol( ) 0 20 0 0 Peds/Hour 3 6 _ 3_ 7 %Grade 0 0 V 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRighl) - - - I I - I --- -- L- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle: 10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP - - - NB LTP SB LTP Green 40.0 70.0 0 Yellow All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Capp v/s g/C Lane v/c [delay Delay map �utR Nnh) Ratio Ratio sec/veh EB LTR 596 0.028 0.333 LTR 0.084 27.7 C 27.7 C * LTR 541 0.095 0.333 LTR 0.285 30.8 C 30.8 C NB _ * LTR 1063 0.195 0.583 LTR 0.335 I 13.8 _ B 13.8 B SB LTR 1070 0.152 0.583 LTR 0.260 12.9 B 12.9 B Intersection:Delay= 17.4sec/veh Int.LOS=B X -0.32 *Critical Lane Group >(v/s)Crit=0.29 SIG/Cinema v3.08 c Marvin&Associates Page 1 NETSIM Summary Results Existing Olive Street/Willson Ave R Marvin 09/22/2016 Noon Case: WIllson Olive Noon Existing Queues Spillback in Per Lane Average Worst Lane 230 Lane Avg/Max Speed (% of Peak 16 10 App Group (veh) (mph) Period)_____, ,J EB I LTR 1 / 1 9.9 0.0 L 47 All 9.9 _ _ 0.0 63,r— 52 WB LTR 4/ 4 11.2 0.0 7 1 32 U 6 z All 11.2 0.0 NB LTR 51 6 13.6 0.0 19 11 297 All 13.6 0.0 1 2 SB , LTR 4 / 5 14.4 0.0 -" + 39 v 4 2 69 4 2_ All l 14.4 0.0 Intersect. 13.0 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Olive Street/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: WIllson Olive PM Existing 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 I I LTR 12.0 WB 1 1 LTR 12.0 NB 1 1 LTR 12.0 !f rSB 1 1 LTR East West North South Data L_ T R L_ T R L T R L T R Movement Volume , 5 l 33 I 10 156 143 69 31 1 437 1 17 T 5 1 265 14 PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 %Heavy Vehicles 0 0 0 0 0 0 0 1 0 0 1 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol v{ ph) 0 25 0 0 Peds/Hour 2 6 18 6 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftIRighl) --- ---- - I. ---J- --- I -- --- -J_---- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellow All Red 3.5 1.5 1 3.5 1.5 - - - - Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay I)elaRatio EB LTR 594 0.029 0.333 LTR 0.088 27.8 C 1 27.8 C_ * LTR 515 0.244 0.333 LTR 0.730 44.1 D 44.1 D NB * LTR 1051 0.296 i 0.583 LTR 0.507 16.5 B 16.5 B� i -SB I LTR 1083 0.168 0.583 LTR 0.287 _L 13.2 B 13.2 B - Intersection:Delay=24.3 sec/veh Int.LOS-C Xc-0.59 *Critical Lane Group (v/s)Crit=0.54 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results 1 Existing Olive Street/Willson Ave R Marvin 09/22/2016 Peak PM Case: Wlllson Olive PM Existing Queues Spillback in Per Lane Average Worst Lane 265 Lane Avg/Max Speed (% of Peak 14 � 5 App Group (veh) (mph) Period) I I EB LTR 1 / 2 10.9 0.0 69 II — 143 All 10.9 0.0 ,. 156 i WB LTR 9 / 10 8.3 0.0 5 T I4- �. 33 -� 10 —z All 8.3 0.0 1 NB I LTR 9/ 11 11.5 0.0 ~ 31 17 437 All 11.5 0.0 1 2 - SB LTR 4/ 5 15.4 0.0 •- 39 4 2 69 4 2 All 15.4 0.0 Intersect. 10.8 SIG/Cinema v3.08 Page 2 Marvin&Associates HCS 2010jeo-Way Stop Control Surnmaryop ort General Information Site Information Analyst R Marvin Intersection Black&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed Noon Existing Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes L A_ � G 7I +yt tr Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U I=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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 59 500 57 49 15 16 88 Percent Heavy Vehicles 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 340 70 115 Capacity 365 366 v/c Ratio 0.19 0.31 95%Queue Length 0.7 1.3 Control Delay(s/veh) 17.2 19.3 Level of Service(LOS) C C Approach Delay(s/veh) 17.2 Approach LOS C Copyright©2016 University of Florida.All Rights Reserved. HCS 20101"TWSC Version 6.80 Generated:9/22/2016 2:53:27 PM Black Babcock Noon Exist.xtw Two—WayHCS4&,0 • • ControlReport General Information Site Information Analyst R Marvin Intersection Black&Babcock Y/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed PM Existing Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes -fir �- -1 c � -r +Yt t- r Vehicle Volumes and Adjustments ach 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 46 548 55 21 38 43 1 116 Percent Heavy Vehicles 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 356 65 177 Capacity 438 385 v/c Ratio 0.15 0.46 95%Queue Length 0.5 2.3 Control Delay(s/veh) 14.7 22.0 Level of Service(LOS) B C 3ach Delay(s/veh) 14.7 Approach LOS B Copyright©2016 University of Florida.All Rights Reserved. HCS 2010'"TWSC Version 6.80 Generated:9/26/2016 12:54:34 PM Black Babcock PM Exist.xtw HCS 2010&o-Way Stop Control Surnma ryloport General Information Site Information Analyst R Marvin Intersection Black Ave&Olive St Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Olive Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed Noon Existing Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes J4 i !.� l� l L -10 J- -4 r � c II +Yt tr Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L I T R U L T R U L T R U L T R Priority 1U 1 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(veh/h) 25 57 3 10 158 25 11 20 10 6 32 136 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length, and Level of Service Flow Rate(veh/h) 27 11 45 191 Capacity 1334 J 1507 531 715 v/c Ratio 0.02 0.01 0.08 0.27 95%Queue Length 0.1 0.0 0.3 1.1 Control Delay(s/veh) 7.8 7.4 12.4 11.9 Level of Service(LOS) A A B B Approach Delay(s/veh) 2.4 0.4 12.4 11.9 Approach LOS B B Copyright©2016 University of Florida.All Rights Reserved. HCS 20101"TWSC Version 6.80 Generated:9/22/2016 2:48:41 PM Black Olive Noon Exist.xtw MEMELHCS #0 Two-Way Stop Control Report General Information Site Information Analyst R Marvin Intersection Black Ave&Olive St To. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Olive Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed PM Existing Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes J4 lA+ l- l. -4 f— + 1i +yT Yf VINO e[. _tee. 1119. Vehicle Volumes and Adjustments ach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L T R U L I 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(veh/h) 20 96 3 23 236 33 6 38 9 19 63 138 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length, and Level of Service Flow Rate(veh/h) 23 26 61 253 Capacity 1212 1463 424 555 v/c Ratio 0.02 0.02 0.14 0.46 95%Queue Length 0.1 0.1 0.5 2.4 Control Delay(s/veh) 8.0 7.5 14.9 16.8 Level of Service(LOS) A A B C oath Delay(s/veh) 1.5 0.7 14.9 16.8 Approach LOS B C Copyright©2016 University of Florida.All Rights Reserved. HCS 201011 TWSC Version 6.80 Generated:9/26/2016 12:44:11 PM Black Olive PM Exist.xtw HCM Analysis Summary Existing Mendenhall St/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Mendenhall Rouse Noon Existing 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 0 I - - - - - - - WB 1 2 LTR 12.0 NB 2 1 L 12.0 _TR 12.0 SB 2 1 L 12.0 TR 12.0� East _ West North I South Data L_ T T R L T _ R L + T R y L T R Movement Volume vtYp ) 0 _r 0 -� 194 J 63 I 91 299 1 10 64 263 1 135 PHF 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96_ %Heavy Vehicles 2 2 2 _ -1 1 1 1 ) 1 1 1 1 Lane Groups I LTR L TR L TR Arrival T 1 3 3 3 3 3 RTOR Vol wph) 0 20 0 35 Peds/Hour 11 8 10 6 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRight) --- Signal Settings:Pretimed Operational Analysis Cycle 1 ength: 120.0 See Lost Time Per Cycle:10.0 See Phase: 1 2 3 4 5 6 7 8 Ped Only EB ~ WB LTP NB LTP SB LTP Green 40.0 70.0 0 Yellow All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results _ Approach: Lane Cap v/s g/C Lane v/c Delay Delay ipp Group (vu) Ratio Ratio Grow Ratio— -. (scc/Vch) '__LQS__ .(S=LWW Q,a— W$ LTR .6.08 0.138 0.333 LTR - 0.414 31.1 C �.�. L __519 0,107 — L ^Q.1.8.3. B TR 1091 0.172 U83___ f TR _ 0.294._I. 13.a B __. SB I_ 566 0.069 _._�.58. L 0.118 11.6 � � 13,8_ B * TR 1048 0.210 0.583 TR ;_ 0361 14.7. R _ l Intersection:Delay= 17.4sec/veh Int.LOS=B Xc-0.38 *Critical Lane Group S(v/s)Crit= 0.35 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Mendenhall St/Rouse Ave R Marvin 09/22/2016 Noon Case: Mendenhall Rouse Noon Existing Queues Spillback in Per Lane Average Worst Lane 263 Lane Avg/Max Speed (% of Peak 135 64 App Group (veh) (mph) Period) 63 ­ 194 All 10.2 0.0 5 WB LTR 6 / 7 10.2 0.0 All 14.3 0.0 NB L 1 / 2 4.1 0.0 TR 4/ 7 16.4 0.0 1 91 10 299 All 14.9 0.0 SB L 1 / 2 8.2 0.0 1 2 TR 51 7 1 15.6 0.0 39 4 2 69 4 2 Intersect. 13.2 ` SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Mendenhall St/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Mendenhall Rouse PM Existing 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 0 1 WB 1 2 LTR 12.0 NB 2 1 L 12.0 TR 12.0 SB_ 2 1 L 12.0 .I TR 12.0 - East West North South Data L T t R_ L T R L T R L t T R Movement Volume(vph)_ 0 I 0 0 12 210_ 126 98 365 I 14 85 I 330 I 122 PHF 0.90 0.90 0.90 0.89 0.89 0.89 1 0.89 0.89 0.89 0.89 0.89 0.89 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 I 1 Lane Groups _ LTR L TR L TR Arrival Type 3 3 3 3 3 RTOR Vol(vph) 0 30 0 45 Peds/Hour 22 17 5 _ 19 %Grade (1 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRight) - --- --- - --- I --- Signal Settings:P_retimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 -Ped Only EB - - -- - - WB LTP - - - - -- - - R LTP SB LTP Green 40.0 70.0 0 Yellow All Red 3.5 1.5 3.5 1.5 1 -_- Capacity Analysis Results _Approach: Lane C1,91 a v/s g/C Lane v/c Delay Delay 1-°np Group ( Group-- Ratio - (ser/veh) SrC(_vc}>)l-LOS `13- * LTR 591 0.201_ 4_333 LTR 0.004- 34.6 _ 1 34.6 C NB 451 0,142I 13.4 TR 1090 0.228 0,5-83 TR _�_ .0.39.1- 14.5 l _ L 478 ( 17 0.583 L -0.201 12.7 1 _ C4.9 _ * TR 1062 0,252 0.583 TR 0.431 15.2 R Intersection:Delay= 19.5 sec/veh Int.LOS-B Xc-0.49 *Critical Lane Group >�(v/s)Crit-- 0.45 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results 1 Existing Mendenhall St/Rouse Ave R Marvin 09/22/2016 Peak PM Case: Mendenhall Rouse PM Existing Queues Spillback in Per Lane Average Worst Lane 330 Lane Avg/Max Speed (% of Peak 122 185 App Group (veh) (mph) Period) + ` i 126 210 All 9.0 0.0 — 12 WB LTR 8 / 9 9.0 0.0 i All 15.1 0.0 NB L j 1 / 3 6.3 0.0 TR 6/ 8 16.3 0.0 1 98 14 365 All I 13.7 0.0 SB L 2 / 4 4.7 0.0-- —i I 2 TR 7 / 9 15.6 0.0 � 39 4 2 69 4 2 i Intersect. 12.5 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Main Street/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Rouse Main Noon Existing Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lan_e 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 l L 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) 66 326 28 10� 445 l53 39 179 i 28 150 53 57 PHF 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 1 1 0 0 1 _ I 0 1 1 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol(v ph) 5 40 5 15 Peds/Hour 80 35 155 X %Grade 0 0 0 Buses/Hour 0 0 0 Parkers/Hour(LeftIRight) -- -- I --- --- --- --- --- Signal Settings:Pretime.d Operational Analysis Cyrlr I engilr 1200 Sec. Lost Time Per Cycle: 14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB - LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellow All Red 3.5 1.5 1 4.0 0.0 3.5 1.5 Capacity Analysis Results �Ap roach: Lane Capp v/s g/C Lane v/c Delay Delay pp Group (vnhl Ratio _ Ratio QlQup Ratio (st;c/xch)--, LOS_.-.(sec/vell) EB - - LTR 1012 0.174 0.400 LTR 0.436 27.5 C 27.5 C WB - - -- - - * LTR 1298 0.186 0.400 LTR 0.465 27.7 C 27.7 C NB * LTR 598 0.149 0.350 LTR 0.426 30.0 C 30.0 C SB L r 334 0.000 0.392 15.7 B * Lpro 238 0.090 0.133 L 0.280 16.2 B TR 881 0.059 0.517 TR 0.115 14.9 B Intersection:Delay=26.0 sec/veh Int.LOS=C Xc-0.48 *Critical Lane Group >:(v/s)Crit=0.42 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Main Street/Rouse Ave R Marvin 09/22/2016 Noon Case: Rouse Main Noon Existing i Queues Spillback in Per Lane Average Worst Lane 53 Lane Avg/Max Speed (% of Peak 57 150 App Group (veh) (mph) I Period) l EB LTR 6 / 6 8.7 0.0 153 t 445 4 ► 10 All 8.7 0.0 •" WB LTR 1 7 / 8 9.6 0.0 - ----- - ------ - 66 All 9.6 0.0 32628 Z NB LTR 6/ 7 8.4 0.0 1 39 28 179 All 8.4 0.0 SB L 2/ 3 7.1 0.0 j 2 3 TR 2/ 4 18.0 0.0 47 4 2 16 4 041 11. 4 2 All 14.5 0.0 Intersect. 9.6 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Main Street/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Rouse Main PM Existing _ 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 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 i TR 12.0 - - NB I I LTR 12.0 SB 2 1 L 12.0 ! TR 12.0 East ' West 4 North South ter- t t Data L T R L T R L T R L T R I- Movement Volume(vph) 49 371 ' 27 8 486 I 169 37 , 256 f 27 171 f 031 65 PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 1 0.87 0.87 %Heavy Vehicles I 1 0 0 1 1 0 1 1 _ 1 0 1 Lane Groups LTR LTR LTR L TR Arrival TIM 3 3 3 3 3 _ RTOR Vol It) 5 40 5 15 Peds/Hour 75 19 100 _ 72 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(Lefl(ltight) --- --- - --- Signal Settings•Pretimed Operational Analysis Cycle Length: 120.0 See Lost Time Per Cycle_:14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellow All Red 3.5 1.5 4.0 11 0.0 11 3.5 1.5 1 ;j Capacity Analysis Results _ Approach: Lane Ca v/s g/C Lane v/c Delay Delay pp rou Gp (vnt Ratio Ra io Group- (stx/ S_ -_(seclve.4 EB - - - -- - 1- - - LTR 1046 0.194 0.400 LTR 0.485 28.4 C 28.4 C WB * LTR 1306 0.219 0.400 LTR 0.548 29.3 C 29.3 C NB * LTR 609 0.208 0.350 LTR 0.594 33.1 C 33.1 I C SB Lper 273 0.000 0.392 16.6 B * Lpro 238 0.110 0.133 L 0.386 17.5 B TR 918 0.099 0.517 TR 0.191 15.6 B Intersection:Delay=27.4 sec/veh Int.LOS=C Xc-0.61 *Critical Lane Group >�(v/s)Crit=0.54 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results 1 Existing Main Street/Rouse Ave R Marvin 09/22/2016 Peak PM Case: Rouse Main PM Existing Queues Spillback in 1 Per Lane Average Worst Lane 103 Lane Avg/Max Speed (% of Peak 65 171 App Group (veh) (mph) Period) y a i I EB LTR 6/ 9 8.9 0.0 169 T 486 -►1 - 8 All 8.9 0.0 WB LTR 9 / 10 9.2 0.0 -- -- --- - - - -- - -- -� - - 49 All 371 9.2 0.0 27 NB LTR 8 / 10 8.4 0.0 1 37 27 256 All 8.4 0.0 �SB L�I3 / 5 5.5 0.0 1 2 3 TR 2 / 4 19.0 0.0 47 4 2 16 4 041 4 2 �— All l 13.9 0.0 Intersect. 9.6 SIG/Cinema v3.08 Page 2 Marvin&Associates a General Information Site Information Analyst R Marvin Intersection Rouse&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Rouse Avenue Time Analyzed Noon Existing Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes � t 1. r -• r 1 '4 +Y1 fqf 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 lU 1 2 1 3 4U 4 5 1 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 211 282 17 20 4 55 49 Percent Heavy Vehicles 1 0 0 1 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 405 28 119 Capacity 323 598 v/c Ratio 0.09 0.20 95%Queue Length 0.3 0.7 Control Delay(s/veh) 17.2 12.5 Level of Service(LOS) C B Approach Delay(s/veh) 17.2 Approach LOS C Copyright©2016 University of Florida.All Rights Reserved. HCS 201011 TWSC Version 6.80 Generated:9/22/2016 2:41:02 PM Rouse Babcock Noon Exist.xtw 1 1 Agwa� General Information Site Information Analyst R Marvin Intersection Rouse&Babcock y/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Rouse Avenue Time Analyzed PM Existing Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes Jd ld-+ � �. 1 A -1 I +YT 1 f Vehicle Volumes and Adjustments ach 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 272 384 16 42 8 40 88 Percent Heavy Vehicles 1 0 0 1 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 534 57 147 Capacity 227 289 v/c Ratio 0.25 0.51 95%Queue Length 1.0 2.7 Control Delay(s/veh) 26.0 29.7 Level of Service(LOS) D D ?ach Delay(s/veh) 26.0 Approach LOS D Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/22/2016 2:44:21 PM Rouse Babcock PM Exist.xtw HCM Analysis Summary Existing Main Street/Church Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Church Main Noon Existing 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 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 l LTR 12.0 _ SB 1 _ 1_ - LTR 12.0 East 1 West North _ South Data L T R L T R L T R I L -1- T R Movement Volume(vph) 21 445 39 1 28 ( 540 29 48 55 38 • 6 I 12 17 PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93_ 0.93 0.93 0.93 %Heavy Vehicles 0 1 _ 0 0 1 0 0 0 0 0 l 0 0 Lane Groups - LTR LTR LTR I LTR Arrival T(p 3 3 3 3 RTOR Vol( h) 5 0 5 0 Peds/Hour 24 16 72 _59 Yo Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(Let►IRigltt) - --- - I --- --- --- --- I --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec T,ost Time Per Uvele• 10-0 Sec. Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP - - - NB LTP SB LTP Green 70.0 40.0 0 Yellow All Red 11 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g1C Lane v/c Delay Delay Agp Gxo�1>� _4K) vehl EB LTR 1874 0.167 0.583 LTR 0.287 12.9 1 13 1 12.9 B WB * LTR 1876 0.200 0.583 LTR 0.342 13.5 B 13.5 B NB * LTR 527 0.092 0.333 LTR 0.277 30.7 C 30.7 C SB LTR 552 0.022 0.333 LTR 0.067 27.5 C 27.5 C Intersection:Delay= 15.5 sec/veh Int.LOS=B X =0.32 *Critical Lane Group z(v/s)Crit=0.29 SIG/Cinema v3.08 c Marvin&Associates Page 1 NETSIM Summary Results r ) Existing Main Street/Church Ave R Marvin 09/22/2016 Noon Case: Church Main Noon Existing Queues Spillback in Per Lane Average Worst Lane 12 Lane Avg/Max Speed (% of Peak 17 � 6 App Group (veh) (mph) Period) EB LTR 4/ 6 15.3 0.0 29 —540 - ��a 28 All 15.3 0.0 • WB LTR 5 / 6 13.1 0.0 ------- --- ---- - ---- -�- ------- -- - ------------- - 21 �►' 445 All 13.1 0.0 39 NB LTR 3 / 4 12.8 0.0 48 138 ! 55 All 12.8 0.0 1 2 — - SB LTR 1 / 1 10.9 0.0 ` 69 4 2 39 �� 4 2 i All 10.9 0.0 Intersect. 13.8 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Existing Main Street/Church Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Church Main PM Existing Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 I Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 _ - WB 2 2 LT 12.0 TR 12.0 B N I I LTR 12.0 SB I I LTR 12.0 East West North_ South Data L T� R L + T R L T R 4 R s T R Movement Volume(vph) - 29 485 56 46 I 596 ( 34 67 75 55 18 f 28 15 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 0 1 0 0 1 _ 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type-- 3 3 3 I 3 _ RTOR Vol(vyh) 5 5 10 0 Peds/Hour 26 11 46 42 _ %Grade 0 0 0 _ 0- Buses/Hour 0 0 0 0 Parkers/Hour Lefl Ri ht --- - --- -- - 1 __ r --- Signal Settings:Pretimed _ Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: l 2 - 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 70.0 40.0 0 Yellow) All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Appmaeh: _ Lane v/s g/C Lane v/c Delay Delay Appp (Ca } Ratio Ratio C,rQui?-�___Ratio R_GsccLxeh) (scc%v�R1�Q; EB LTR 1811 0.202 0.583 LTR 0.347 13.6 B 13.6 B WB - - - -j - - - * LTR 1775 0.245 0.583 LTR 0.420 14.5 B 14.5 13 NB _ * LTR 520 0.133 0.333 LTR 0.398 33.0 + C 33.0 C i - SB LTR 538 0.042 0.333 LTR 1 0.126 28.3 C 28.3 C Intersection:Delay= 17.1 sec/veh Int.LOS=B Xc-0.41 *Critical Lane Group 5(v/s)Crit=0.38 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Main Street/Church Ave R Marvin 09/22/2016 Peak PM Case: Church Main PM Existing Queues Spillback in Per Lane Average Worst Lane 28 Lane Avg/Max Speed (% of Peak 15 � 18 App Group (veh) (mph) Period) I EB LTR 51 6 15.0 0.0 34 596 - - - 46 All 15.0 0.0 WB LTR 6 / 8 14.0 0.0 ► 485 II All 14.0 0.0 56 NB LTR 4/ 5 10.6 0.0 1 67 1155 75 All 10.6 0.0 2 SB LTR 2 / 2 8.9 0.0 69 Y 4 2 39 t 4 2 All 8.9 0.0 Intersect. 13.5 SIG/Cinema v3.08 Page 2 Marvin&Associates � APPENDIX B = 2 Existing Plus Site Capacity Calculations HCM Analysis Summary r 'existing Plus Site Traffic Main Street/Willson Ave' Area Type: Non CBD A Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Willson Main Noon Exist Plus Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 -Lame 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR I 12.0 t WB 2 2 LT 12.0 TR 12.0 _ NB 2 II 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R L T _R L T R L T R Movement Volume(vph) 27 444 79 38 484 21 72 125 42 21 119 29 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival Type 3 3 3 3 3 RTOR Vol(Vph) 20 _ 5 5 5 Peds/Hour 73 71 _ 110 186_ %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftjRight) _ --- 5 --- I 5 5 - 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle: 10.0 Sec Phase: 1 2 3 4 5 f 6 7 8 Ped Only LTP LTP NB LTP SB LTP Green 70.0 40.0 _ 0 Yellow All Red 3.5 1.5 i 3.5 1.5 Capacity Analysis Results A�coaCh: Lane Ga v/s g/C Lane v/c Delay Delay APP __G Ratio Ratio eclveh) SLOS EB _ I _ LTR 1719 0.186 0.583 LTR 0.318 13.3 B 13.3 B * LTR 1701 0.190 0.583 LTR 0.326 13.4 B 13.4 B NB L 331 0.075 0.333 L 0.224 30.4 C 31.1 C TR 522 0.107 0.333 TR 0.320 31.5 C SB_ - * LTR 498 1 0.114 0.333 _ LTR~ 0.341 32.0 C 32.0 C Intersection:Delay= 18.3 sec/veh Int.LOS=B Xc-0.33 *Critical Lane Group Z(v/s)Crit= 0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Traffic Main Street/Willson Ave R Marvin 09/22/2016 Noon Case: Willson Main Noon Exist Plus Queues Spillback in Per Lane Average Worst Lane 119 Lane Avg/Max Speed (% of Peak 29 21 App Group (veh) (mph) Period) EB LTR 51 6 15.4 0.0 21 —484 All 15.4 0.0 38 WB LTR 5 / 5 14.8 0.0 - -- - - - - - - --- --- 27 All 14.8 0.0 444 79 + I NB L 2 / 3 2.7 0.0 TR 3 / 5 11.4 0.0 72 42 125 All 90 0.0 1 2 SB LTR 4/ 4 9.3 0.0 69 4 2 39 , 4 2 All 9.3 0.0 Intersect. 12.8 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary r existing Plus Site Main Street/Willson Ave Area Type: Non CBD A Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Willson Main PM Exist Plus Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach'i Outboundi Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 I WB 2 2 LT 12.0 TR _ 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR 12.0 East West North South Data L T RL TR L T R L T RMovement Volume(yph) 20 466 100 49 F544 22 130 166 40 26 187 2 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 %Heavy Vehicles 0 1 0 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR L TR LTR Arrival T 3 3 3 3 3 RTOR Vol(vph) 20 5 $ 5 Peds/Hour 60 25 86 109 %Grade 0 0 0 0 Buses/Hour 0 0 0 Parkers/Hour(L.eft[Right),_ --- 5 -- � 5 5 "'" 5 Signal Settings:_Pretimed Operational Analysis _ Cycle Length: 120.0 See Lost Time Per Cycle:10.0 Sec Phase: I 2 3 4 5 6 7 8 Ped Only '1 LTP LTP NB LTP SB LTP _ Green 65.0 45.0 I I 0 Yellow', All Red 3.5 1.5 3.5 1.5 Capac Analysis Results _ Ap roach: Lane Cap v/s g/C Lane v/c Delay Delay App Ratio Ratio EB - �- LTR 1 1613 0.200 0.542 LTR 0.369 16.4 B 16.4 B WB * LTR 1529 0.228 0.542 LTR 0.421 17.2 B 17.2 B i NB - - 1 L 357 0.144 0.375 L 0.384 30.5 C 29.4 C TR 599 0.133 0.375 TR 0.354 28.7 C 1 I _ I SB * LTR 1 579 0.157 0.375 LTR LO.420 30.0 C 30.0 C Intersection:Delay=21.0 sec/veh Int.LOS=C Xc-0.42 *Critical Lane Group >:(v/s)Crit=0.39 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Main Street/Willson Ave R Marvin 09/22/2016 ` Peak PM Case: Willson Main PM Exist Plus Queues Spillback in Per Lane Average Worst Lane 187 Lane Avg/Max Speed (% of Peak 23 26 App Group (veh) (Mph) Period) EB LTR 51 5 15.1 0.0 I ( _ 22 544 - ��►j - - 49 All 15.1 0.0 ._ WB LTR 6/ 8 12.2 0.0 ---- - ---- -- -------- - - - - 2 0 466 All 12.2 0.0 100 NB L 4/ 5 2.9 0.0 TR '3 / 6 13.7 0.0 1 i 130140 166 All 9.5 0.0 1 2 SB LTR 51 6 9.7 0.0 - ''► 64 412 44 4 2 All 9.7 0.0 Intersect. 11.9 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Pxisting Plus Site Babcock St/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Willson Babcock Noon Existing Plus Lanes Geumetty:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T R L T R Movement Volume(ypV 23 380 54 0 0 0 0 208 189 65 210 0 PHF 0.96 0.96 0.96 0.90 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.90 %Heavy Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RTOR Vol(vpJ 10 0 75 0 Peds/Hour 6 33 30 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(Left�ltight) - --- _ --- - - --- -- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 See Phase: 1 2 3 4 5 6 7 8 Ped Only LTP NB TP SB LT Green 50.0 60.0 0 Yellow, All Red 3.5 !, 1.5 3.5 1.5 CApaCity Analysis Results A proaCh: Lane Cap v/s g/C Lane v/e Delay Delay Rat Ratio ip do EB * LTR 1456 0.133 0.417 LTR 0.320 24.1 C 24.1 C NB T 941 0,115 0.500 T -U.. 1.7-5 17. 783 0.076 0.50.0 - - 1_ } 553 0.062 0,500 L 1 .-.-15� 13 17.3B * T 941 0,11 G 0500. T _ -J Z TOM Intersection:Delay= 20.2 sec/veh Int.LOS=C Xc-0.27 *Critical Lane Group >:(v/s)CT 0.25 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Babcock St/Willson Ave R Marvin 09/22/2016 Noon Case: Willson Babcock Noon Existing Plus Queues Spillback in Per Lane Average Worst Lane 210 Lane Avg/Max Speed (% of Peak 65 App Group (veh) (mph) Period) I� EB LTR 6/ 6 11.2 0.0 All 11.2 0.0 23 380 All 15.0 0.0 S4 NB T 4/ 6 14.9 0.0 R 1 / 2 15.5 0.0 189 208 All 11.1 0.0 SB L 1 / 5 4.5 0.0 1 2 -- 1 T 4/ 6 12.5 0.0 49 4 59 , 4 2 Intersect. 12.3 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary existing Plus Site Babcock St/Willson Ave Area Type: Non CBD It Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Willson Babcock PM Existing Plus Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbom Lane 1 Lane 2 Lane 3 Lane 4 Lane-5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 0 0 NB 2 _ 1 T 12.0 R 12.0 _ SB 2 i 1 L 12.0 V T 1 12.0 East _ West North South Data L T R L T R L T R L T R Movement Volume(vph) 32 346 51 0 0 0 0 299 217 85 242 0 PHF 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.95 0.95 0.95 0.95 0.90 HCaW Vehicles 1 1 1 2 2 2 2 1 0 0 1 2 Lane Groups LTR T R L T Arrival Type 3 3 3 3 3 RT_OR Vol(v 20 0 75 0 Peds/Hour 8 24 32 5 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRi t) --- --- »- -- --- -- "- Sg�781 Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped 01)1 LTP )B NB TP SB LT Green i 50.0 60.0 0 Yellowy All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Lane Cap v/s g/C Lane v/c Delay Delay [ tapl?!1) Ratio. ygh EB * LTR 1459 0.123 0.417 LTR 0.295 23.8 C 23.8 C NTB j * T 941 1 0.167 0.500 0.335 19 0� 4 R 782 0.095 0,500 SB 1 1. 4fz�z- 0.,.09-6-- O 1. U.191_ 7 -13-9 R T 941 0..136--.O5U T 0.271 --1- I Intersection:Delay=20.1 sec/veh Int.LOS=C Xc- 0.32 *Critical Lane Group "(v/s)Crit=0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Babcock St/Willson Ave R Marvin 09/22/2016 Peak PM Case: Willson Babcock PM Existing Plus - I Queues Spillback in Per Lane Average Worst Lane 242 Lane Avg/Max Speed (% of Peak 85 App Group (veh) (mph) Period) EB LTR 51 6 11.4 0.0 I All 11.4 0.0 32 —� ►i 346 -► All 12.6 0.0 51 NB T 6/ 9 12.2 0.0 R 2 / 3 16.3 0.0 217 299 All 12.5 0.0 SB L 1 / 3 5.2 0.0 1 !2 - T 4/ 6 14.0 0.0 � 49 4 2 59 , 4 2 Intersect. 12.1 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary r ?xisting Plus Site Olive Street/Willson Ave Area Type: Non CBD rZ Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: WIllson Olive Noon Existing Plus Lanes Geometry:Movements Serviced b Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 1 1 LTR 12.0 _ WB 1 1 LTR 12.0 NB 1 1 LTR 12.0 r SB 1 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume h) 7 32 6 59 64 47 19 297 13 10 230 16 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 0 0 0 0 0 0 0 1 0 0 1 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3, RTOR Vol(vph) 0 20 0 _ 0' Peds/Hour 3 6 3 7 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(L.eftIRight) --- -- - �� --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per clr. 10.0 Sec Phase: 1 2 3 4 5 6 7 1 8 Ped On l� !3 LTP - LTP NB LTP I SB LTP I Green 40.0 70.0 0 Yellow All Red 3.5 1 1.5 3.5 1.5 Gaped Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay Rai Ratio Gx p "=LV-CbjL- EB LTR 595 0.028 0.333 LTR 0.084 27.7 C 27.7 C WB * LTR 535 0.102 0.333 LTR 0.305 31.1 C 31.1 C NB * LTR 1062 0.197 0.583 LTR 0.337 13.8 B 13.8 B SB LTR 1070 0.152 0.583 LTR 0.260 12.9 B 12.9 B t Intersection:Delay= 17.7 sec/veh Int.LOS=B Xc-0.33 *Critical Lane Group >�(v/s)Crit=0.30 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Olive Street/Willson Ave R Marvin 09/22/2016 Noon Case: WIllson Olive Noon Existing Plus Queues Spillback in Per Lane Average Worst Lane 230 Lane Avg/Max Speed (% of Peak 16 10 App Group (veh) (mph) Period) 1 EB LTR 1 / 1 9.9 0.0 47 II � -All 9.9 0.0 Fu�� _ 6459 WB LTR 4/ 5 8.8 0.0 7 a � , 32 6 � All 8.8 0.0 NB LTR 51 6 13.5 0.0 19 13 297 All 13.5 0.0 I 2 SB LTR 4/ 5 14.4 0.0 1 39 4 2 69 4 2 All 14.4 0.0 Intersect. 12.1 SIG/Cinema v3.08 Page 2 Marvin&Associates r HCM Analysis Summary existing Plus Site Olive Street/Willson Ave Area Type: Non CBD 2,Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: WIllson Olive PM Existing Plus Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) .Ap oach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 1 1 LTR 12.0 _ WB 1 1 LTR 12.0 _ NB 1 1 LTR 12.0 SB _ I 1 LTR 12.0 East West North South Data L T R L T R L T R L T R Movement Volume b' 5 33 10 159 143 69 31 437 24 J 5 265 14 PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 %Heavy Vehicles 0 0 0 0 0 0 0 1 0 0 1 0 Lane Groups LTR LTR LTR LTR Arrival T 3 3 3 3 RTOR Vol(vph) 0 25 0 0 Peds/Hour 2 6 18 6 %Grade 0 _ 0 0 0 Buses/Hour 0 0 _ 0 0 Parkers/Hour(LeBlRight) --- --- _-- I - W i- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 1 2 3 4 5 6 7 8 Ped()nl LTP . LTP NB LTP SB LTP Green 40.0 70.0 0 Yellow! All Red 3.5 1.5 3.5 1.5 -Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay LTR 594 0.029 0.333 LTR 0.088 27.8 C 27.8 C WB -� * LTR 514 0.247 0.333 LTR 0.739 44.6 D 44.6 D NB } * LTR 1049 0.300 0.583 LTR 0.515 16.7 B 16.7 B PB LTR 1082 0.168 0.583 LTR 0.287 13.2 B 13.2 B Intersection:Delay=24.6 sec/veh Int.LOS=C Xc- 0.60 *Critical Lane Group S_(v/s)Crit=0.55 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Olive Street/ 7illson Ave R Marvin 09/22/2016 Peak PM Case: Willson Olive PM Existing Plus Queues Spillback in Per Lane Average Worst Lane 265 Lane Avg/Max Speed (%of Peak 14 5 App Group (veh) (mph) Period) 1 EB LTR 1 / 2 10.9 0.0 69 t - 143 All 10.9 0.0 �++ _ 159 WB LTR 10/ 10 8.2 0.0 5 33 10 -� All 8.2 0.0 NB LTR 8 / 10 11.9 0.0 31 24 437 All 11.9 0.0 2 SB LTR 4/ 5 15.3 0.0 - - 39 4 2 69 4 2 All 15.3 0.0 Intersect. 10.9 SIG/Cinema v3.08 Page 2 Marvin&Associates HCS J&_0 Two-Way Stop Control Sumlory Report General Information Site Information Analyst R Marvin Intersection Black&Babcock f Y/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed Noon Existing Plus Site Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes Jd 1J.+ I. 1. 1 -i +Y t Y r -FIST A"I Vehicle Volumes and Adjustments ach 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 59 500 57 59 25 16 90 Percent Heavy Vehicles 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 340 92 117 Capacity 371 357 v/c Ratio 0.25 0.33 95%Queue Length 1.0 1.4 Control Delay(s/veh) 17.9 19.9 Level of Service(LOS) C C oach Delay(s/veh) 17.9 Approach LOS C Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/26/2016 12:25:43 PM Black Babcock Noon Exist Plus.xtw General Information Site Information Analyst R Marvin Intersection Black&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed PM Existing Plus Site Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes -► r 14 +Yt i- 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 1 2 3 41J 4 5 6 7 1 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 46 548 56 24 42 43 125 Percent Heavy Vehicles 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 356 74 187 Capacity 426 369 v/c Ratio 0.17 0.51 95%Queue Length 0.6 2.7 Control Delay(s/veh) 15.2 24.3 Level of Service(LOS) C C Approach Delay(s/veh) 15.2 Approach LOS C Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/26/201612:29:24 PM Black Babcock PM Exist Plus.xtw Two—Way • • Control Sum,jory Report General Information Site.Information Analyst R Marvin Intersection Black Ave&Olive St '/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Olive Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed Noon Existing Plus Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes .! d 1J.-t• � l. 4 }- r � t 7Ityt Yf wia�o �n er, _asi 'icesi Vehicle Volumes and Adjustments ach 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(veh/h) 25 59 3 10 166 45 11 20 10 8 32 136 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 27 11 45 193 Capacity 1282 1462 474 659 v/c Ratio 0.02 0.01 0.09 0.29 95%Queue Length 0.1 0.0 0.3 1.2 Control Delay(s/veh) 7.9 7.5 13.4 12.7 Level of Service(LOS) A A B B oath Delay(s/veh) 2.4 0.4 13.4 12.7 Approach LOS B B Copyright©2016 University of Florida.All Rights Reserved. HCS 20101"TWSC Version 6.80 Generated:9/26/2016 12:33:13 PM Black Olive Noon Exist Plus.xtw General Information Site Information Analyst R Marvin Intersection Black Ave&Olive St Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Olive Street Analysis Year 2016 North/South Street Black Avenue Time Analyzed PM Existing Plus Site Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes ) %I +Y1 1 r 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(veh/h) 20 103 3 23 239 40 6 38 9 20 63 138 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length,and Level of Service Flow Rate(veh/h) 23 26 61 254 Capacity 1183 1413 382 514 v/c Ratio 0.02 0.02 0.16 0.49 95%Queue Length 0.1 0.1 0.6 2.7 Control Delay(s/veh) 8.1 7.6 16.2 18.6 Level of Service(LOS) A A C C Approach Delay(s/veh) 1.4 0.7 16.2 18.6 Approach LOS C C Copyright©2016 University of Florida.All Rights Reserved. HCS 2010'"TWSC Version 6.80 Generated:9/26/2016 12:47:41 PM Black Olive PM Exist Plus.xtw HCM Analysis Summary •'existing Plus Site Mendenhall St/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Noon Case: Mendenhall Rouse Noon Existing Plus 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 0 1 WB 1 2 LTR 12.0 _ NB 2 1 L 12.0 TR E12.SB 2 1 L 12.0 TR East West North South Data L T R L T R L T R Lr265 R Movement Volume_(vph) 0 0 0 5 _ 194 63 91 305 10 64 135 PHF 0.90 0.90 0.90 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 %,Hea Vehicles 2 2 2 1 1 1 1 1 1Lane Grou s LTR L TR L Arrival Type 3 3 3 3 3 RTOR Vol(yph) 0 20 0 35 Peds/Hour 11 8 10 6 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(Lef1}Right) --- --- --- -^^ --- -- - Signs)Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 I 8 Ped Only B LTP NB LTP SB LTP Green 40.0 70.0 1 0 Yellow, All Red 3.5 1.5 3.5 i 1.5 Capacity Analysis Results - Approaehs Lane Ca v/s g/C Lane v/c Delay Delay Ann Groupt< Group Ratio WB 60& Q.13.8: 0.3-'3-. LTR . Q.414.- . 31.1 NB 7 0,583 L 0,184 12.4 TR 1091 0.175 0.583 TR 0.301 3.3 B _ SB-- - y 560 _ -0.070 0.5 11.6 _ B 13.8 B _ * _TR 1048 _ ,212 0.583 T ;363- 14.2 B Intersection:Delay= 17.4 sec/veh Int.LOS=B Xc-0.38 *Critical Lane Group >:(v/s)Crit=0.35 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Mendenhall St/Rouse Ave R Marvin 09/22/2016 Noon Case: Mendenhall Rouse Noon Existing Plus Queues Spillback in Per Lane Average Worst Lane 265 Lane Avg/Max Speed (% of Peak 135 64 App Group (veh) (mph) Period) r ! ' ll 63 194 All 10.2 0.0 _ 5 WB LTR 6/ 7 10.2 0.0 I Ali All 14.2 0.0 NB L 1 / 2 6.2 0.0 TR 51 6 15.2 0.0 t i 91 10 305 All 15.3 0.0 SB L 1 / 1 8.3 0.0 2 TR 5 / 7 16.0 0.0 39 4 2169 4 2 Intersect. 13.3 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary r j.xisting Plus Site Mendenhall St/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Mendenhall Rouse PM Existing Plus Lanes i Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outbound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 0 1 �. WB 1 2 LTR 12.0 NB 1 2 1 L 12.0 TR 12.0 SB 2 1 i L I 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 0 0 0 12 210 126 98 367 14 85 336 122 PHF 0.90 0.90 0.90 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 %Heavy Vehicles 2 2 2 1 1 1 1 1 1 1 1 1 Lane Groups LTR L TR L TR Arrival Type 3 3 3 3 3 RTOR Vol(vph) 0 30 0 45 Peds/Hour 22 17 _ 5 19 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(1&ftXght) --- --- _ _ -- --- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 S 6 I 7 8 Ped Only LTP NB LTP SB LTP Green i 40.0 70.0 I 0 Yellow) All Red 3.5 1.5 3.5 1.5 Capacity Anal Results Approach: Lane Ca v/s g/C Lane v/c Delay Delay An GEM Am Ratio S.e�/yell * LTR 591 -0201 _U-33 -LTR k4 34.6 C -34.6- _ C NB 44 .247 13.5 R TR 1090 0229 0.583 TR 0.391 14.6 SB 477 0.118 0.583 L- 0.2U112.813 14.9 B * TR 1062 0.25.5 Q.5&IT 438 15.3 I Intersection:Delay= 19.5 sec/veh Int.LOS=B xc 0.50 *Critical Lane Group (v/s)Crit=0.46 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Mendenhall St/Rouse Ave R Marvin 09/22/2016 Peak PM Case: Mendenhall Rouse PM Existing Plus Queues Spillback in Per Lane Average Worst Lane 336 Lane Avg/Max Speed (% of Peak 122 185 App Group (veh) (mhh) Period) � 126 - 210 All 9.0 0.0 12 WB LTR 8 / 9 9.0 0.0 Aa All 14.8 0.0 NB L 1 / 3 6.1 0.0 li TR 6/ 8 16.0 0.0 1 98 14 I 367 All 14.0 0.0 SB L — 1 / 3 5.7 0.0 1 2 TR 7/ 9 15.4 0.0 -- 39 4 2 69 • �� , 4 2 Intersect. 12.5 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary r xisting Plus Site Main Street/Rouse Ave Area Type: Non CBD , R Marvin 09/22/2016 Analysis Duration: 15 rains. Noon Case: Rouse Main Noon Existing Plus Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet)-- - �Appt`oaCh Outbound, Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 2 1 L 12.0 TR 12.0 _ East West North South Data L T i R L T R L T R L T R Movement Volume(vph) 66 326 28 10 445 153 39 185 28 150 55 57 PHF 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 1 1 0 0 1 1 0 1 1 1 0 1'. Lane Groups LTR LTR LTR L TR Arrival Type 3 _ 3 3 3 3 RTOR Vol(yph) 5 40 5 15 Peds/Hour 80 35 155 88 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(Leftl-Right) --- --- - I -- --- - Signal Settings:Pret_imed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle: 14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only -3 LTP LTP NB LTP SB LTP LTP Green 48.0 16.0 1 42.0 0 Yellow, All Red 3.5 1.5 1 4.0 0.0 3.5 1.5 Capacity Analysis Results Approach: Lane Cap v/s g/C Lane v/c Delay Delay App -Group- (vplt) EB LTR 1012 0.174 0.400 LTR 0.436 27.5 C 27.5 C WB * LTR 1298 0.186 0.400 LTR 0.465 27.7 C 27.7 C NB * LTR 600 0.153 0.350 LTR 0.437 30.1 C 30.1 C SB Lper ! 330 0.000 0.392 15.7 B * Lpro 238 0.090 0.133 L _0.282 16.2 B TR l 884 0.061 0.517 TR 0.118 14.9 B Intersection:Delay=26.1 sec/veh Int.LOS=C Xc-0.49 *Critical Lane Group (v/s)Crit= 0.43 SIG/Cinema v3.08 Marvin&Associates Page I NETSIM Summary Results Existing Plus Site Main Street/Rouse Ave R Marvin 09/22/2016 Noon Case: Rouse Main Noon Existing Plus Queues Spillback in Per Lane Average Worst Lane 55 Lane Avg/Max Speed (% of Peak 57 1150 App Group (veh) (mph) Period) I I EB LTR -6/-6 9.2 0.0 - 153 445 10 All 9.2 0.0 .*- - WB LTR 7 / 9 10.5 0.0 - - - - - - 66 All 10.5 0.0 326 �R NB LTR 6/ 7 9.6 0.0 i t 39 ' 28 - - — 185 All 9.6 0.0 SB L 2/ 3 7.9 0.0 1 2 3 TR 2/ 4 17.6 0.0 I� 47 4 2 16 4 0, 41 4 2 A11 14.9 0.0 Intersect. 10.4 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary 'j.xisting Plus Site Main Street/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Rouse Main PM Existing 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 2 LT 12.0 TR 12.0 WB 2 2 f LT 12.0 TR 12.0 _ NB 1 I LTR 12.0 SB 2 1 J L 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 49 371 27 8 486 169 37 258 27 171 109 65 PHF 0.87 0.87 0.87 0.87_ 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 %Heaver Vehicles 1 1 0 0 1 i_ 0 1 1 1 0 1 Lane Groups LTR I LTR LTR L TR Arrival Type 3 3 3 3 3 RTOR Vol, h 5 40 5 15 Peds/Hour 75 19 100 72 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeNRight) - -- --- --- --- "'" Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:14.0 Sec Phase: 1 2 3 4 15 6 7 8 Ped Only LTP LTP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellow All Red 3.5 1.5 4.0 0.0 3.5 1.5 Ca_pa�Anal sis Results Approach: Lane Ca v/s g/C�Lane v/c Delay Delay pp Group (Yph) do Rats ae�LYeJa) EB LTR 1046 0.194 0.400 LTR 0.485 28.4 C 28.4 C WB * LTR 1306 0.219 0.400 LTR 0.548 29.3 C 29.3 C NB * LTR 609 0.210 0.350 LTR 0.599 33.2 C 33.2 C i �SB .�..Lper 271 0.000 0.392 16.7 B * Lpro 238 0.110 0.133 L 0.387 17.6 B TR 920 0.102 0.517 TR 0.198 15.7 B Intersection:Delay=27.4 sec/veh Int.LOS=C Xc 0.61 *Critical Lane Group z(v/s)Crit=0.54 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Main Street/Rouse Ave R Marvin 09/22/2016 Peak PM Case: Rouse Main PM Existing Plus Queues Spillback in Per Lane Average Worst Lane 109 Lane Avg/Max Speed (% of Peak 65 171 App Group (veh) (mph) Period) EB LTR 6 / 10 8.6 0.0 _ l 169 I 486 All 8.6 0.0 LTR 910 9.1 0.0 - - - - - - - - - - - - - - -- - -�- _ _ 49 a► -All 9.1 0.0 3713 7 NB LTR 8 / 9 8.7 0.0 37 27 25S All 8.7 0.0 SB L 3 / 4 7.2 - 0.0 1 2 - 3 TR 3 / 4 17.3 0.0 47 4 2 16 4 041 ' 4 2l All 14.6 0.0 Intersect. 9.6 SIG/Cinema v3.08 Page 2 Marvin&Associates HCS 0 Two-Way Stop Control Sumi 0- ty Report General Information Site Information Analyst R Marvin Intersection Rouse&Babcock i 70. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Rouse Avenue Time Analyzed Noon Existing Plus Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes J d 1 1- 1,. or C; Vehicle Volumes and Adjustments ach 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 217 286 17 20 4 55 51 Percent Heavy Vehicles 1 0 0 1 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length, and Level of Service Flow Rate(veh/h) 414 28 122 Capacity 316 569 v/c Ratio 0.09 0.21 95%Queue Length 0.3 0.8 Control Delay(s/veh) 17.5 13.0 Level of Service(LOS) C B -)ach Delay(s/veh) 17.5 Approach LOS C Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/26/201612:50:13 PM Rouse Babcock Noon Exist Plus.xtw HCS 201OW-Way Stop Control Summary Wort General Information Site Information Analyst R Marvin Intersection Rouse&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2016 North/South Street Rouse Avenue Time Analyzed PM Existing Plus Peak Hour Factor 0.87 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes � t 4 -� + r � c Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L T R U L T R U L I T R U I L T R Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12 Number of Lanes 0 0 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 274 390 16 42 8 40 94 Percent Heavy Vehicles 1 0 0 I 1 0 Proportion Time Blocked I t F Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 539 57 154 Capacity 224 279 v/c Ratio 0.25 0.55 95%Queue Length 1.0 3.1 Control Delay(s/veh) 26.5 32.7 Level of Service(LOS) D D Approach Delay(s/veh) 26.5 Approach LOS D Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/26/2016 12:52:35 PM Rouse Babcock PM Exist Plus.xtw HCM Analysis Summary r '�xisting Plus Site Main Street/Church Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 ruins. Noon Case: Church Main Noon Existing Plus Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach!,0utbound, Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB 1 1 LTR 12.0 SB 1 1 LTR 12.0 East West North South Data L T R r29 T R L T R L T R Movement Volumc(ynh) 21 445 39 540 29 48 55 38 6 12 17 PHF 0.93 0.93 0.933 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 %Heavy Vehicles 0 1 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 _ RTOR Vol li) 5 0 5 0 Peds/Hour 24 16 72 59 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeRf IRU01) --- --- --- - i- L --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only LTP LTP NB LTP SB LTP Green 70.0 40.0 0 Yellow AllRedi 3.5 1.5 3.5 1.5 Ca acit Analysis Results Lane Ca v/s g/C Lane v/c Delay Delay Gmup_,(v _ Bat' s=LYe (sec/ve I EB LTR 1874 0.167 I 0.583 LTR 0.287 12.9 B 12.9 B WB * LTR 1872 0.200 0.583 LTR 0.343 13.5 B 13.5 _B NB * LTR 527 0.092 0.333 LTR 0.277 30.7 C 30.7 C F7� LTR 552 0.022 0.333 LTR 0.067 27.5 C 27.5 C Intersection:Delay= 15.5 sec/veh Int.LOS=B Xc 0.32 *Critical Lane Group 5_(v/s)Crit=0.29 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Main Street/Church Ave R Marvin 09/22/2016 Noon Case: Church Main Noon Existing Plus Queues Spillback in Per Lane Average Worst Lane 12 Lane Avg/Max Speed (% of Peak 17 6 App Group (veh) (mph) Period) EB LTR 4/ 6 15.9 0.0 29 q - 540 29 All 15.9 0.0 WB LTR 6 / 7 13.3 0.0 ____.-,_: - 21 ���► 445 All 13.3 0.0 4--, i NB LTR_ 3 / 4 12.2 0.0 48 38 55 All 12.2 , 0.0 1 2 SB LTR _ 1 / 1 10.8 0.0 -- 69 • 4 2 39 t; 4 2 All 10.8 0.0 Intersect. 14.0 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary existing Plus Site Main Street/Church Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Church Main PM Existing Plus _ _ Lanes. Geometry:Movements Serviced by Lane and Lane Widths (feet) Appmach Outbound, Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 2 2 LT 12.0 TR 12.0 1 NB 1 1 LTR 12.0 SB 1 1 LTR i 12.0 East West North South Data L T R L T R L T R L T R Movement Volume wph?_ 29 485 56 50 596 34 67 75 55 18 28 15 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 O/o Jieavy Vehicles 0 1 0 _ 0 1 0 0 0 0 0 0 0 Lane Groups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol(vTh) 5 5 10 0 Peds/Hour 26 11 46 42 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(LeftlRight) --- --- -- --- --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 See Phase: 1 2 3 4 5 6 7 8 1 Ped Only LTP LTP NB LTP SB LTP Green 70.0 40.0 I 0 Yellow', All Red 3.5 1.5 3.5 1.5 Capacity Ai*ysis Results _ApLsroaC V Lane Cap v/s g/C Lane v/c Delay Delay F scch EB LTR _ 1810 0.202 0.583 LTR 0.347 13.6 �B 13.6 B WB * LTR 1752 0.250 0.583 LTR 0.428 14.7 B 14.7 B NB * LTR 520 0.133 0.333 LTR 0.398 33.0 C 33.0 C SB LTR 538 0.042 0.333 LTR 0.126 28.3 C 28.3 C Intersection:Delay= 17.1 sec/veh Int.LOS=B Xc-0.42 *Critical Lane Group >�(v/s)Crit=0.38 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Existing Plus Site Main Street/Church Ave R Marvin 09/22/2016 Peak PM Case: Church Main PM Existing Plus Queues Spillback in Per Lane li Average Worst Lane 28 Lane Avg/Max Speed (% of Peak 15 App Group (veh) (mph) Period) 118 EB LTR 51 6 14.7 0.0 34 p 596 ►, 50 All 14.7 0.0 .t— WB LTR 6/ 7 13.5 0.0 - - - - - - - -�� - - - -- -- - - - - - - -- - - - - - - - 29 4�5 � q All 13.5 0.0 48 8 NB LTR 4/ 5 11.0 0.0 A 67 55 All 11.0 0.0 — 2 - SB LTR 2 / 2 9.0 0.0 " 69 4 2 39 4 2 All 1 9.0 0.0 Intersect. 13.3 SIG/Cinema v3.08 Page 2 Marvin&Associates Two—Way • • Control • ! General Information Site Information Analyst R Marvin Intersection Apartment Accees Olive E * //Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/26/2016 East/West Street Analysis Year 2016 North/South Street Aprtment Access Time Analyzed Noon Existing Plus Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Aprtments Lanes Jd 1J.-t- � 1. � L -r r 7 "tt y t I. r 'Aaio'Su eet e.s'West Vehicle Volumes and Adjustments ,ach 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 0 0 0 0 0 Configuration TR LT LR Volume(veh/h) 73 4 3 193 20 1 Percent Heavy Vehicles 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length, and Level of Service Flow Rate(veh/h) 215 23 Capacity 1472 672 v/c Ratio 0.15 0.03 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7.5 10.5 Level of Service(LOS) A B oath Delay(s/veh) 0.1 10.5 Approach LOS B Copyright©2016 University of Florida.All Rights Reserved. HCS 201011 TWSC Version 6.80 Generated:9/26/2016 3:30:54 PM Apartment Access Olive Noon Exist Plus.xtw General Information Site Information Analyst R Marvin Intersection Apartment Accees Olive Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/26/2016 East/West Street Analysis Year 2016 North/South Street Aprtment Access Time Analyzed Peak PM Existing Plus Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Aprtments Lanes � t c '1ItY11" r 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 T R Priority lU 1 2 3 4U 4 5 I 6 7 8 9 10 11 12 Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 0 0 Configuration TR LT LR Volume(veh/h) 124 17 10 292 10 1 Percent Heavy Vehicles 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 332 12 Capacity 1387 532 v/c Ratio 0.24 0.02 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7.6 11.9 Level of Service(LOS) A B Approach Delay(s/veh) 0.3 11.9 Approach LOS B Copyright©2016 University of Florida.All Rights Reserved. HCS 2010'"TWSC Version 6.80 Generated:9/26/2016 3:32:54 PM Apartment Access Olive PM Exist Plus.xtw 1 APPENDIX B-3 Future Capacity Calculations HCM Analysis Summary Year 2031 Main Street/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Willson Main PM Future Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) -ApprOacll 0utbou! d_ Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 2 2 LT 12.0 TR 12.0 WB 2 2 _ LT _12.0 TR 12.0 NB 2 1 L 12.0 TR 12.0 SB 1 1 LTR ____12.0 - f East West I North I 1 South �Y - FM- . Data L T R L T R L T R L T R Movement Volume(vph) 22 512 HO 1 54 J 598 24 143 182 j 44 29 205 26 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Heavy Vehicles 0 1 0 0 _ 1 0 0 _ 0 0 0 0 0 Lane Groups � LTR LTR+ L TR i LTR Arrival Type 3 i 3 r 3 3 3 RTOR Vol(vph) 30 5 5 5 Peds/Hour _r 66 28 94 119 %Grade 0 0 0 _ 0 Buses/Hour 0 0 0 0 Parkers/Hour(LcffiRight) 5 5 1 --- 5 - 5 Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle:10.0 See Phase: _ 1 2 3 4 5 6 7 8 Ped Only EB LTP WB LTP NB LTP SB LTP Green 65.0 45.0 0 Yellow All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: Lane Ca v/s g/c. Lane v/c Delay Delay pp.-Group Ratio Ratio { (sccLvel>). US. ( ch EB LTR 1606 0.218 0.542 LTR 0.402 16.9 B 16.9 B WB * LTR 1506 0.254 0.542 LTR 0.469 17.9 B 17.9 B NB -T _ L 340 0.166 0.375 L 0.444 _ 32.3 C 30.5 C TR 598 0.146 0.375 TR 0.390 29.4 C SB - - - - * LTR 574 0.176 0.375 LTR 0.469 31.2 C 31.2 C Intersection:Delay=21.8 sec/veh Int.LOS=C Xc 0.47 *Critical Lane Group >:(v/s)Crit=0.43 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Year 2031 Main Street/Willson Ave R Marvin 09/22/2016 Peak PM Case: Willson Main PM Future Queues Spillback in Per Lane Average Worst Lane 205 Lane Avg/Max Speed (% of Peak 26 29 App Group (veh) (mph) Period) EB LTR 6/ 7 12.3 0.0 -- - 24 598 . ► r54 All 12.3 0.0 ----- - - - -------- - - -- WB LTR 7 / 8 11.6 0.0 . 22 •� All 11.6 0.0 512 110 NB L 3 / 6 3.6 0.0 TR 51 7 12.4 0.0 1 143 44 182 All 9.6 0.0 1 2 - SB LTR 51 7 9.0 0.0 64 4 2 44 4 2 All 9.0 0.0 Intersect. 11.0 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Year 2031 Babcock St/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Willson Babcock 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 2 LT 12.0 TR 12.0 WB 0 0 NB 2 1 T 12.0 R 12.0 � SB 2 1 L 12.0 T 12.0 East West North South Data L T R L T R L T f R f L _T R l Movement Volume(vphl 35 390 56 0 0 0 0 329 238 94 264 0 PHF 0.95 0.95 0.95 0.90 0.90 0.90 0.90 0.95 1 0.95 0.95 0.95 0.90 %Heavy Vehicles l 1 1 2 2 2 2 1 1 0 0 1 Lane Groups LTR T �_ R L T Arrival Type 3 - 3 l- 3 3 3 f RTOR Vol(vph) 25 0 85 0 Peds/Hour 8 26 35 5 %Grade 0 0 0 i Buses/Hour 0 0 0 0 Parkers/Hour(LelllRight) --- Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle: 10,0 Sec _ Phase: 1 2 3 4 5 6 7 8 Ped Only _ EB LTP WB - - - - - - NB TP SB LT Green 50.0 60.0 0 Yellow All Red 3.5 1.5 3.5 1.5 _ Capacity Analysis Results Approach: Lane Lap v/s g/C Lane v/c Delay Delay Ann Group L l Ratio Ratio -. Trou * LTR 1461 0.137 0.417 LTR 0.329 24.3 C _ 24.3 C_ � NIA * T 941 0.184 0.500 T _ 0-368 19.5 _ B_. 18.8 R ? I R SB L 4.�9 0,1.13 T 0.500 L Q-2 .6 18.1 U I I8.3 T 941 0.148 0.500 T i 0.795 18.4 B _ Intersection:Delay=20.6 sec/veh Int.LOS-C Xc-0.35 *Critical Lane Group 7(v/s)Crit=0.32 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Year 2031 Babcock St/Willson Ave R Marvin 09/22/2016 Peak PM Case: Willson Babcock PM Future Queues Spillback in Per Lane Average Worst Lane 264 Lane Avg/Max Speed (% of Peak 1194 App Group (veh) - (mph) Period) EB LTR 51 6 11.6 0.0 — All 11.6 0.0 ; -------------------- 35 ; � All 13.5 0.0 390 56 NB T 7 / 11 13.4 0.0 R 2 / 3 14.2 0.0 12311 329 All 12.4 0.0 SB L 2/ 3 3.9 0.0 1 2 — T 51 6 14.7 0.0 =. 49 4 2 59 4 Intersect. 12.5 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Year 2031 Olive Street/Willson Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: WIllson Olive PM Future Lanes Geometry:Movements Serviced by Lane and Lane Widths (feet) Approach Outhound Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 EB 1 1 LTR 12.0 T WB 1 I LTR 12.0 NB 1 I LTR 12.0 I_ SB 1 1 LTR 12.0 East i West North I South Data L T R L T R }} L T R L T R_ Movement Volume(v h)� 6 36 _ 11 175 157 76 I 34 480 26 I 6 291 15� 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 0 0 0 0 0 -0 0 1 0 0 1 - 0 Lane Groups__ _ - I LTR LTR LTR LTR _Arrival Type 1 3 3 3 3 RTOR Vol 0 30 5 0 Peds/Hour 2 6 20 6 %Grade 0 0 _ 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(1.eftjRigh1)_ --- --- --- --- _ I --- ___ signal Settings:Pretimed Operational Analysis Cycle.Length: 120.0 See Lost Time e Per Cycle; 10.0 Sec Phase: 1 2 i 3 4 5 6 7 8 Ped Only EB LTP WB _ LTP - - NB I LTP SB LTP Green 40.0 70.0 0 Yellow All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results - Approach: Lane Ca v/s g/C Lane v/c Delay Delay Ann Group (wL Ratio Ra . oup - Rat i.o EB - - - - •, � it LTR 585 0.033 0.333 LTR i 0.099 ! 27.9 C 27.9 C I -1 WB * LTR 513 0.267 0.333 LTR 0.801 48.8 D 48.8 D _ 1 NB * LTR 1047 0.324 0.583 LTR 0.556 17.5 B 17.5 B SB LTR 1078 0.183 0.583 I LTR 0.314 13 .5 Q 13.5 B Intersection:Delay=26.2 sec/veh Int.LOS=C XC 0.65 *Critical Lane Group >�(v/s)Crit=0.59 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results r -1 Year 2031 Olive Street/Willson Ave R Marvin 09/22/2016 Peak PM Case: Willson Olive PM Future Queues Spillback in Per Lane Average Worst Lane 291 Lane Avg/Max Speed (% of Peak 15 � 6 App Group (veh) (mpli) Period) J L EB LTR 2 / 2 8.3 ` 0.0 Z_ 76 — 157 All 8.3 0.0 ��� _ 175 WB LTR 10 / 11 8.3 0.0 6 �► 36 All 8.3 0.0 NB LTR 9/ 11 12.2 0.0 34 26 480 All 12.2 0.0 SB LTR 51 5 15.0 0.0 - 39 4 2 69 4 2 All 15.0 0.0 Intersect. 10.9 SIG/Cinema v3.08 Page 2 Marvin&Associates him- HCS 20101*o-Way Stop Control Surnmary9port General Information Site Information Analyst R Marvin Intersection Black&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2031 North/South Street Black Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes � t 4 14 +Y1 1 f 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 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 50 602 61 26 46 47 137 Percent Heavy Vehicles 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 386 80 203 Capacity 396 334 v/c Ratio 0.20 0.61 95%Queue Length 0.7 3.8 Control Delay(s/veh) 16.4 31.1 Level of Service(LOS) C D Approach Delay(s/veh) 16.4 Approach LOS C Copyright©2016 University of Florida.All Rights Reserved. HCS 201011 TWSC Version 6.80 Generated:9/26/2016 3:48:46 PM Black Babcock PM Future.xtw HCS 00 Two-Way Stop Control Surn*y Report General Information Site Information Analyst R Marvin Intersection Black Ave&Olive St R Y/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Olive Street Analysis Year 2031 North/South Street Black Avenue Time Analyzed Peak PM Future Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes � t A- -( - + II +Yt Yf !i�11 C Sil l'P: <i TIP�i Vehicle Volumes and Adjustments I ach Eastbound Westbound Northbound Southbound Movement U L T R U L I 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(veh/h) 22 113 3 25 262 44 7 42 10 32 69 161 Percent Heavy Vehicles 1 1 1 1 1 1 1 1 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 24 28 66 292 Capacity 1161 1400 354 485 v/c Ratio 0.02 0.02 0.19 0.60 95%Queue Length 0.1 0.1 0.7 1.9 Control Delay(s/veh) 8.2 7.6 17.5 23.1 Level of Service(LOS) A A C C oach Delay(s/veh) 1.4 0.8 17.5 23.1 Approach LOS I C C Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/26/2016 3:52:54 PM Black Olive PM Future.xtw HCM Analysis Summary Year 2031 Mendenhall St/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Mendenhall Rouse 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 0 1 I WB 1 _ 2 LTR 12. � NB 2 1 L 12.0 TR 12.0 SB 2 1 L 12.0 TR _12.0 East West I North I South -'r f i - -t Data L T R L T R { L T R L_ T R _Movement Volume(vph) 0 I 0 t 13 231 138 I 108 403 15 I 92 269 134 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 1 1 1 1 1 1 1 1 1 Lane Groups, LTR L TR L TR Amval Type -I 3 3 I 3 3 3 RTOR Vol(vph) 0 35 0 50 Peds/Hour 24 19 5 21 %Grade 0 0 _ 0 _ 0 Buses/Hour 0 0 0 (1 Parkers/Hour(LeftlRight) -- --- --- --- __ __ __ Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec _ Lost Time Per c ,,Ir, 10.0 See Phase: 1 2 3 4 5 6 T 7 8 Ped Only EB WB LTP - NB LTP SB LTP Green 42.0 68.0 0 Yellow. All Red 3.5 1.5 3.5 1.5 Capacity Analysis Results Approach: _ Lane CayDlll v/s g/C Lane v/c Delay Delay 1!p_ ��JiQltp( �. T�91jo R&io__ (=L9W Cmcty� _ B * LTR 621 0.217 - 0.350-- LTR 33.8 C 33.8 C NB - - - - - 0-5,67 L 0,24815.9 * TR _ 1.0.59- 0.249 0.567 TR 0.42 16.3 _ B I` SB 0.136 0.567 L _1.44. 1 15,E-# B. TR 1022 - 27 0.567 'TR_ - I I 1 Intersection:Delay=20.4 sec/veh Int.LOS-C Xc-0.51 *Critical Lane Group >:(v/s)Crit=0.47 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results r Year 2031 Mendenhall St/Rouse Ave L R Marvin 09/22/2016 Peak PM Case: Mendenhall Rouse PM Future Queues Spillback in Per Lane Average Worst Lane 269 Lane Avg/Max I Speed (% of Peak 134 92 App Group (veh) (mph) Period) y 1 - 138 231 All 9.0 0.0 l 13 WB LTR 10/ 11 9.0 0.0 • All 12.5 0.0 NB L 1 / 3 6.8 0.0 _ TR 8 / 9 13.0 0.0 1 108 1 15 403 All 13.5 0.0 -SB L 2/ 5 3.6 0.0 _ 1 2 TR 51 7 16.6 0.0 , ' , 41 4 2 67 4 2 _ Intersect. 11.6 SIG/Cinema v3.08 Page 2 Marvin&Associates HCM Analysis Summary Year 2031 Main Street/Rouse Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Rouse Main 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 2 LT 12.0 _TR 12.0 WB 2 2 LT 12.0 TR 12.0 NB _ I 1 LTR 12.0 _ SB2 1 L 12.0 TR 12.0 ' East 4 West North South Data L T R L T R L T _R L T R Movement Volume(vph) 54 t 404 30 9 534 186 41 t 283 30 188 120 72 PHF 0.89 0.89 0.89 0.89 0.89 0L89 0.89 0.89 0.89 0.89 0.89 0.89 %Heavy Vehicles 1 1 0 0 1 1 0 I l I 1 0 1 Lane Groups LTR LTR LTR L TR Arrival Type 3 3 _ 1 3 3 3 RTOR Vol(vph)- - 5 _45 5 20 Peds(Hour 83 _ _ 21 110 79 %Grade 0 0 0 _ 0 Buses/Hour 0 0 0 n Parkers/Hour(LeftlRight) Signal Settings:Pretimed Operational Analysis Cycle Length: 120.0 See Lost Time Per Cycle,14.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only EB LTP WB T.TP NB LTP SB LTP LTP Green 48.0 16.0 42.0 0 Yellow All Red 3.5 1.5 4.0 0.0 3.5 1.5 Capacity Analysis Results - - Approach: Lane Cap v/s g/C Lane v/c Delay Delay A� GP0UP �xpiU ►adQ FaW ur_vuu _(sesLyshI -Lo s/y.xli)_ EB - - - - - - - - - LTR 995 0.218 0.400 LTR 0.546_ 29.8 C 29.8 C I WB * LTR 1303 0.236 0.400 LTR 0.589 30.2 C 30.2 C NB I * LTR 606 0.226 0.350 T TR 0.647 34.7 C 34.7 C SB _Lper 257 0.000 0.392 _ 16.9_ B * Lpro 238 0.118 0.133 L 0.426 18.0 B TR 921 0.108 0.517 TR 0.210 15.8 B Intersection:Delay=28.4sec/veh Int.LOS=C Xc-0.66 *Critical Lane Group >(v/s)Crit= 0.58 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Year 2031 Main Street/Rouse Ave R Marvin 09/22/2016 Peak PM Case: Rouse Main PM Future Queues Spillback in Per Lane Average Worst Lane 120 Lane Avg/Max Speed (% of Peak 72 1 188 App Group (veh) (mph) Period) EB LTR 7 / 8 8.7 0.0 t-- 186 —5 34 9 All 8.7 0.0 - - - - - -- - -- - WB LTR 9 / 10 9.3 0.0 --------- - - - - -- - ----- --- i 54 404 All 9.3 0.0 30 NB LTR 8 / 10 8.9 0.0 1 41 1 30 - 283 All 8.9 0.0 SB L 3 / 5 5.9 0.0 I 2 3 TR 3 / 5 18.9 0.0 47 4 2 16 4 0 41 4 2 All 14.5 0.0 Intersect. 9.7 SIG/Cinema v3.08 Page 2 Marvin&Associates General Information Site Information Analyst R Marvin Intersection Rouse&Babcock Agency/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/22/2016 East/West Street Babcock Street Analysis Year 2031 North/South Street Rouse Avenue Time Analyzed PM Future Peak Hour Factor 0.90 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Apartments Lanes � L -ti F V 1I +Y1 Yr Vehicle Volumes and Adjustments Approach Eastbound Westbound Northbound Southbound Movement U L I T R U L T _ R U L T R U L !A R Priority 1U 1 2 3 4U 4 5 6 7 8 9 f 10 11 12 Number of Lanes 0 0 2 0 0 0 0 0 0 1 0 0 1 0 Configuration LT TR TR LT Volume(veh/h) 301 428 18 46 9 44 103 Percent Heavy Vehicles 1 0 0 1 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay, Queue Length, and Level of Service Flow Rate(veh/h) 572 61 163 Capacity 205 253 v/c Ratio 0.30 0.64 95%Queue Length 1.2 4.0 Control Delay(s/veh) 29.8 41.7 Level of Service(LOS) D E Approach Delay(s/veh) 29.8 Approach LOS D Copyright©2016 University of Florida.All Rights Reserved. HCS 20101"TWSC Version 6.80 Generated:9/26/2016 3:56:17 PM Rouse Babcock PM Future.xtw HCM Analysis Summary 'rear 2031 Main Street/Church Ave Area Type: Non CBD R Marvin 09/22/2016 Analysis Duration: 15 mins. Peak PM Case: Church Main PM Future Lanes Geometry_:Movements Serviced b Lane and Lane Widths (feet) F ,A22roachlOutboundl Lane 1 Lane 2 Lane 3 Lane 4 Lane 5 Lane 6 E B 2 2 j LT i 12.0 TR 12.0 WB 2 2LT 12.0 TR 12.0 NB 1 1 LTR L 12.0 SB 1 1 LTR i 12.0 East West North South Data L T R L T R L T R L T R Movement Volume(vph 32 533 47 55 655 37 74 83 60 20 31 17 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 0 1 0 0 1 0 0 0 0 0 0 0 Lane Gtoups LTR LTR LTR LTR Arrival Type 3 3 3 3 RTOR Vol(vph) 5 5 20 0 Peds/Hour 29 12 50 46 %Grade 0 0 0 0 Buses/Hour 0 0 0 0 Parkers/Hour(L.eft ht) --- --- --- -- -' Si nal Settings:Pretimed Operational Analysis Cycle Length: 120.0 Sec Lost Time Per Cycle: 10.0 Sec Phase: 1 2 3 4 5 6 7 8 Ped Only LTP LTP NB LTP SB LTP Green 70.0 40.0 i 0 Yellow All Red 3.5 1.5 3.5 . 1.5 Capacity Analysis Results A roach: Lane Ca v/s g/C Lane v/c Delay Delay Pp G�p�n (.y Ratio -Rat' EB r LTR 1784 0.221 0.583 LTR 0.378 14.0 B 14.0 B WB * LTR 1729 0.278 0.583 LTR 0.477 15.4 B 15.4 B NB * LTR 515 ', 0.141 0.333 LTR 0.423 33.6 C 33.6 C SB LTR 533 0.047 0.333 LTR 0.141 28.5 C 28.5 C Intersection:Delay= 17.6 sec/veh Int.LOS-B Xc-0.46 *Critical Lane Group >�(v/s)Crit=0.42 SIG/Cinema v3.08 Marvin&Associates Page 1 NETSIM Summary Results Year 2031 Main Street/Church Ave R Marvin 09/22/2016 Peak PM Case: Church Main PM Future Queues Spillback in Per Lane Average Worst Lane 31 Lane Avg/Max Speed (% of Peak 17 120 App Group (veh) (mph) Period) + I EB LTR 6/ 7 12.9 0.0 --- 37 III 655 yj 55 All 12.9 0.0 .+ WB LTR 7 / 9 12.1 0.0 32 533 All 12.1 0.0 A 7 t NB LTR 51 6 9.3 0.0 A 74 ' 60 83 All 9.3 0.0 1 2 SB LTR 2 / 2 9.3 0.0 • 69 4 21 39 1 4 2 1 All 9.3 0.0 Intersect. 11.8 SIG/Cinema v3.08 Page 2 Marvin&Associates Two—Way • ! Control Surrillpy Report General Information Site Information Analyst R Marvin Intersection Apartment Accees Olive f y/Co. Marvin&Associates Jurisdiction City of Bozeman Date Performed 9/26/2016 East/West Street Analysis Year 2031 North/South Street Aprtment Access Time Analyzed Peak PM Future Peak Hour Factor 0.91 Intersection Orientation East-West Analysis Time Period(hrs) 0.25 Project Description Black Olive Aprtments Lanes 1i M 1�1 Y or "r t � I +Yt 11r Vehicle Volumes and Adjustments ach 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 0 0 0 0 0 Configuration TR LT LR Volume(veh/h) 136 17 10 321 10 1 Percent Heavy Vehicles 0 0 0 Proportion Time Blocked Right Turn Channelized No No No No Median Type Undivided Median Storage Delay,Queue Length, and Level of Service Flow Rate(veh/h) 364 12 Capacity 1372 502 v/c Ratio 0.27 0.02 95%Queue Length 0.0 0.1 Control Delay(s/veh) 7.6 12.4 Level of Service(LOS) A B ?ach Delay(s/veh) 0.3 12.4 Approach LOS B Copyright©2016 University of Florida.All Rights Reserved. HCS 2010"TWSC Version 6.80 Generated:9/26/2016 3:36:14 PM Apartment Access Olive PM Year 2031.xtw J � •.