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HomeMy WebLinkAbout11 - Traffic Impact Study - Town Pump (Main_Broadway) TRAFFIC IMPACT STUDY FOR TowN PUMP BOZEMAN, MONTANA October 2011 Prepared For: Town Pump,Inc. 600 South Main Street Butte, MT 59701-2534 —,AN ,- MORRISON 00`2�9 MERLE, INC. An Employee-Owned Company Prepared By: Morrison-Maierle, Inc. 2880 Technology Boulevard West Bozeman,MT 59718 Phone: (406) 587-0721 Fax: (406) 922-6702 MMI Project No. 2947.011.010.000314 MORRISON LETTER OF MAIERLE, INC. TRANSMITTAL 3011 Palmer Street Date: October 24, 2011 LiI- _! . Missoula, MT 59808 ^ 25 2011 Job No.: 2947.011 Cd I ` Phone: (406) 542-8880 _ .-. ' r li) FAX: (406) 542-4801 Attention: Brian Heaston T ,uU RE: Bozeman #1 East Main Town Pump TO: Brian Heaston, Project Engineer City of Bozeman 20 East Olive P.O.Box 1230 Bozeman, MT 59771 We are sending you the following items: ® Attached ❑ Under separate cover via ❑ Shop Drawings ❑ Prints ❑ Plans ❑ Specifications ❑ Change Order ❑ Copy of Letter ❑ Contract Documents ❑ Pay Request ❑ Addendum ® Other: TIS Copies Date No. Description 1 10/24/11 Bozeman#1 East Main Town Pump Traffic Impact Study THESE ARE TRANSMITTED as checked below: ❑ For approval ❑ No exceptions taken ❑ Submit specified item ❑ For your use ❑ Make corrections noted ❑ Prints returned after loan to us ❑ As requested ❑ Revise and resubmit ® For your files ® For review and comments ❑ Rejected ❑ REMARKS: Copy to: File Signed: If enclosures are not as noted, please advise. I i r -- �- � rZ�•C�G�w a r�aC4 e aye. 14 m! - to 42, �t G.la M-►�r �F'G'�'f r/;ql��?.= -�i'�w,.d `�/i/-33o►—•�``tL� � '7 � � �' uyz �...�Lc,fi(! �..,✓ ��5.,,` veG,f�!R-J ,� de%[�` TOWN PUMP— BOZEMAN, MONTANA J Traffic Impact Study October 2011 MMI Project#2947.011.010.000314 INTRODUCTION........................................................3 APPENDIX A Level of Service Concepts,Analysis PROPOSED DEVELOPMENT.....................................3 Methodologies,&Standards of Development Description............................................................3 Significance DevelopmentHorizon.................................................................4 StudyArea....................................................................................6 APPENDIX B Traffic Count Data SiteAccess...................................................................................6 Development Trip Generation.....................................................7 APPENDIX C Development Trip Distribution...................................................7 Trip Generation Analyses TripAssignment..........................................................................8 APPENDIX D METHODOLOGIES................................................. 10 Capacity and Level of Service Analyses StudyScenarios...........................................................................10 D-1: Existing Conditions Analysis Methodologies..............................................................10 D-2: Estimated 2012 Total Traffic Intersection Capacity Analysis............................................................10 with Full Access to Si gna#.Zed Intersections 11 East Main Street Tivo-Way Stop-Controlled(FWSC)Intersections 11 D-3: Estimated 2012 Total Traffic City of Bozeman Level of Service Standards...............................11 with Right-In,Right-Out Access to East Main Street EXISTING AREA CONDITIONS............................... 12 Study Area Land Use APPENDIX E Traffic Signal Warrant Analyses RoadwayNetwork......................................................................13 TrafficVolumes..........................................................................14 APPENDIX F Crash Experience........................................................................14 Mitigation Measures TrafficOperations.......................................................................16 F-1: Existing Conditions CUMULATIVE CONDITIONS................................... 16 F-2: Estimated 2012 Total Traffic with Full Access to IMPROVEMENT ANALYSIS .................................... 20 East Main Street Improvements to Accommodate Existing Traffic.....................20 F-3: Estimated 2012 Total Traffic Traffic Signal%Varrant Evaluation.....................................................21 with Right-In,Right-Out Traffic Operations................................................................................21 Access to East Main Street Improvements to Accommodate Estimated 2012 Total Traffic.22 FINDINGS............................................................. 23 TrafficOperations......................................................................23 Existing Conditions..............................................................................23 Estimated 2012 Total Traffic wtih Full Access to East Main Street...............................................................................24 Estimated 2012 Total Traffic with Right-In,Right-Out Access to East Main Street..................................................................24 CONCLUSIONS&RECOMMENDATIONS................ 25 REFERENCES....................................................... 27 i TOWN PUMP— BOZEMAN, MONTANA Traffic Io-ft mpact Study October 2011 MMI Project#2947.011.010.000314 LIST OF FIGURES LIST OF TABLES Figure 1: Site Location.......................................4 Table 1:Estimated Site Traffic Generation.......7 Figure 2:Site Layout..........................................5 Table 2: Existing IntersectionOperations Summary 16 Figure 3:Directional Distribution of Primary Table 3:Estimated 2012 Total Traffic with Purpose Site Traffic...........................................8 Full Access to East Main Street Figure 4: Estimated Site Traffic.........................9 Intersection Operations Summary...................17 Figure 5: Current Daily Traffic........................15 Table 4: Estimated 2012 Total Traffic with Figure 6:Estimated 2012 Total Traffic with Right-In,Right-Out Access to East Main Full Access to East Main Street.......................18 Street Intersection Operations Summary.........20 Figure 7: Estimated 2012 Total Traffic with Table 5: Mitigated Intersection Levels Right-In,Right-Out Access to of Service for Existing Conditions...................21 East Main Street...............................................19 Table 6: Estimated Intersection Operations for 2012 Total Traffic with Full Access to East Main Street with Existing Conditions Mitigation Measures.....................22 Table 7:Estimated Intersection Operations for 2012 Total Traffic with Right-In, Right-Out Access to East Main Street with Existing Conditions Mitigation Measures.......22 i TRAFFIC IMPACT STUDY FOR TOWN PUMP - BOZEMAN, MONTANA EAST MAIN STREET & NORTH BROADWAY AVENUE MORRISON MAERLE, INC. An Employee-Owned Company TOWN PUMP— BOZEMAN, MONTANA � A Traffic Impact Study NTRODUCTION This traffic impact study summarizes the potential impacts from the proposed Town Pump in Bozeman, Montana. The information presented in this report is intended to evaluate the safety and operational aspects of the transportation system in the area of the proposed development under existing conditions as well as with estimated impacts. Study recommendations and conclusions are intended to provide guidance with respect to the function of the proposed site accesses and the area transportation system. PROPOSED DEVELOPMENT Development Description The proposed development is located in Bozeman,Montana at 803 East Main Street on a portion of Lots 2, 3, and 13 and all of Lots 4-12 of Block 30 of the Northern Pacific Addition to the City of Bozeman in the southwest quarter of the northeast quarter of Section 7,Township 2 South,Range 6 East, Principal Meridian of Montana. Generally, the property is bordered by North Broadway Avenue to the west, East Main Street to the south, open space to the north (part of the Village Downtown Subdivision) as well as Village Downtown Boulevard, and vacant land to the east. The site location is shown in Figure 1 on the following page. The proposed site includes a 9,837 square foot (ft-) convenience store and five fuel pumps having 10 total vehicle fueling positions. The site area consists of approximately 1.21 acres (52,601 ft�. The proposed site, shown in Figure 2 on page 5 is a redevelopment of an existing Town Pump store.The existing Town Pump store includes an approximately 1,178 ft' convenience store and four fuel pumps having eight total vehicle fueling positions. The proposed new Town Pump store is estimated to generate a total of 2,258 average weekday, 172 AM peak hour, and 192 PM peak hour trips,including both pass-by and net new trips. 3 w OAK sT - � �►.- � .,,��,.r �'./� .! , _ �-� . Z v X �vtErtStAiL :� i�: E TAMARACK AVE l^,/ l w ` V O •\- 117 ALIJ w PEACH ST > � •a M� • w MAIN sT SITE ��� E MAIN ST LU uj ' a ' 4'; r + r m s I Z Q _ 7- ygGa - V�1 jin C� <� TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study nu.Ace NN:rro�n�smsvw f a j: Ll Tl- 1 - y ` 7 4 14 . I MAIN&TIM Figure 2: Site Layout 5 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study Study Area The transportation impacts from a development are largely dependent on its location and size as well as the characteristics of the surrounding transportation system. In terms of the estimated volume of vehicular traffic from the proposed Town Pump, it is generally considered a small development. Therefore, the significant impacts to the adjacent transportation system will generally be limited to an area within close proximity to the site. The study area for the proposed development includes the intersection of East Main Street and North Broadway Avenue as well as the proposed site accesses to those roadways. Site Access The existing Town Pump site has one full access to East Main Street that is approximately 38 feet wide, which is approximately 50 feet east of the intersection of East Main Street and North Broadway Avenue. On North Broadway Avenue, the existing site has uncontrolled access for its full frontage along that roadway segment. The redevelopment site proposes to replace the existing accesses to the site with one full access approach to East Main Street and two full access approaches to North Broadway Avenue. The proposed access configuration shown in Figure 2 on page 5 is intended to provide for the adequate circulation of fuel and merchandise delivery trucks on the site. In relation to the arterial-collector intersection of East Main Street and North Broadway Avenue, the accesses are located the following distances away from the intersection: • Proposed Full Access Approach to East Main Street: ±108 feet • Proposed Southerly Full Access Approach to North Broadway Avenue: ±73 feet • Proposed Northerly Full Access Approach to North Broadway Avenue: ±171 feet For developments approved after July 10, 2002, access to an arterial (East Main Street) must be a minimum of 315 feet for partial (right-in, right-out) access and 660 feet for full access from the nearest intersection or other public and/or private accesses. These accesses must also have a minimum separation of 315 feet. Access to a collector (North Broadway Avenue) must be a minimum of 150 feet for partial and 330 feet for full access from the nearest intersection or other public and/or private accesses. None of the proposed accesses meet the current standards. 6 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study Development Trip Generation Trip generation is a measure or forecast of the number of trips that begin or end at the development site. The traffic generated is a function of the extent and type of development proposed for the site. There are a number of options available for estimating trip generation. This study utilized a combination of data collected from an existing Town Pump site in Four Corners, Montana and trip generation rates found in Trip Generation, 76 Edition published by the Institute of Transportation Engineers (ITE). The estimated total trip generation for the proposed development is provided in Table 1 below.Analyses are summarized in Appendix C. Table 1: Estimated Site Traffic Generation Average Weekday AM Peak Hour PM Peak Hour Land Use Units Enter I Exit I Total Enter Exit I Total I Enter Exit Total Estimated Total Site Generated Trips (Units= Vebicle Fue§ng Positions) Convenience Store with 10 1,129 1,129 2,258 86 86 172 96 96 192 Gasoline Pumps Estimated Non-Primary Purpose Trips Pass-By Trips 576 576 1,152 57 50 107 54 54 108 Estimated Net New Trips 553 I 553 11,106 29 I 36 65 42 42 84 (Primary Purpose) The site traffic generation shown in Table 1 is comprised of two types of trips: primary purpose and pass-by. Primary purpose trips are those where the site is the primary origin or destination, which result in new trips on the roadway system. Pass-by trips are those that result from traffic passing on an adjacent roadway that enters the site and then exits,resuming travel in the same direction. The roadway segments and intersections included in this study are located within close proximity to the proposed development. Therefore, estimated total trips generated by the site were used in the analyses. However, because of the high level of pass-by trips, the added trips to the area transportation system outside of the immediate vicinity of the proposed development would be less than those in close proximity to the site. Development Trip Distribution Trip distribution and assignment is the process of identifying the probable destinations, directions, and traffic routes that development related traffic will likely affect. The estimated traffic generated by the development must be distributed and assigned in order to analyze the impacts on the roadway 7 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study system and intersections within the study area. Various methods are available for estimating trip distribution, including the analogy, trip distribution model, area of influence, origin-destination (O-D), and surrogate data methods. For a commercial development, the proximity of residential areas, accessibility, and market area for the site are all key factors in determining the distribution of site generated trips. This study utilizes a combination of the analogy method, which bases the trip distribution on existing travel patterns in the area, and the area of influence method that assumes trips will originate or terminate within a given area (market area in this case). The trip distribution for the proposed Town Pump development is shown in Figure 3 below. N 46% LEGEND DISTRIBUTION XX% DISTRIBUTION PERCENTAGE V PROPOSED SITE 23% 191 LAU, 31 fo Figure 3:Directional Distribution of Primary Purpose Site Traffic Trip Assignment The assignment of development related traffic provides the information necessary to determine the level of site related impacts to the area roadway system and intersections. It involves determining the volume of traffic and its movements along the roadway system and at area intersections. At a minimum, trip assignment must also consider route choice, how the existing transportation system functions, and travel times to and from the site. The resulting Town Pump site traffic assignment is presented in Figure 4 on the following page. 8 TOWN PUMP -- BOZEMAN, MONTANA _Traffic-Impact Study- NEGA77VE NUMBERS SHOWN IN FIGURE ARE REFLECTIVE OF PASS-BY TRIPS OCCURRING FROM `e 3 10 .0 11 (12) THE ADJACENT ROADWAY TRAFFIC (7) (12) ° y 11 (12) ' 4 11 0 LL- (12) (0) 5 9 Z 11 (12) • (7) (12) r 12 (13) • • (o) (i� PROPOSED 4 _ SITE t YI F. if (13) (7) -4- -10 (-6) t r ` 17 (17) ? — _Itt 5 -10 (-7) a. 16 2(19) (2 t 26 (28) z ' +; 4 -17 05) 2 15 (17) f LEGEND .21 (-17) WEEKDAY XX Ab,PEAK HOUR ( WEEKDAY PM PEAK HOUR TURNING `1 MOVEMENTS Figure 4: Estimated Site Traffic 9 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study :METHODOLOGIES This section documents the methodologies and assumptions used to conduct the traffic impact analyses for the proposed development. Study methodology and analyses are based on ITE's recommended practices for Transportation Impact Analyses for Site Development. These analyses are used to determine the project's conformance with City of Bozeman and Montana Department of Transportation (MDT) policies and evaluate whether the proposed development's impacts are perceptible to the average driver. This section contains the following background information: • Study Scenarios • Analysis Methodologies Study Scenarios This study presents analyses of the following scenarios: • Existing Conditions • Estimated 2012 Total Traffic with Full Access to East Main Street • Estimated 2012 Total Traffic with Right-In,Right-Out Access to East Main Street Analysis Methodologies Transportation system operating conditions are typically described in terms of "level of service". Level of service (LOS) is the performance measure used to evaluate the cumulative effects of such things as travel speed, traffic volumes, roadway and intersection capacity, travel delay, and traffic interruptions. Operating conditions are designated as LOS A through LOS F, which represents the most favorable to the least favorable operating conditions. Intersection Capacity Analysis Level of service for intersections is determined by control delay. Control delay is defined as the total elapsed time from when a vehicle stops at the end of a queue to the time the vehicle departs from the stop line. The total elapsed time includes the time required for the vehicle to travel from the last- in-queue position to the first-in-queue position,including deceleration of vehicles from the free flow speed to the speed of vehicles in the queue. Appendix A lists the delay/LOS criteria listed in the Highway Capacity Manual 2000 (HCM) published by the Transportation Research Board for both signalized and unsignalized intersections. 10 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study Signalized Intersections Signalized intersection capacity and level of service analyses were performed using Signal2000/TF.APAC, Version 2.81 —27MAY08 Build 11 (Signal2000) developed and maintained by Strong Concepts. These analyses are based on Chapter 15 of the HCM. The HCM analysis methodology for evaluating signalized intersections is based on the"operational analysis" procedure. This technique utilizes 1,900 passenger cars per hour of green per lane (pcphgpl) as the maximum saturation flow of a single lane at an intersection. This saturation flow rate is adjusted to account for lane width, on-street parking, conflicting pedestrian flow, traffic composition, (e.g. the percentage of vehicles that are trucks) and shared lane movements (e.g. through and right-turn movements from the same lane). Average control delay is calculated by taking a volume-weighted average of all the delays for all vehicles entering the intersection. Two-Way Stop-Controlled (TWSC) Intersections Two-way stop-controlled (TWSC) intersection capacity and level of service analyses were performed using Highway Capacity Software Plus, Version 5.3 (HCS+) developed and maintained by the McTrans Center at the University of Florida. Unsignalized intersection analyses are based on Chapter 17 of the HCM. The HCM analysis methodology for evaluating TWSC intersections is based on gap acceptance and conflicting traffic for vehicles stopped on the minor street approaches. The critical gap (or minimum gap that would be acceptable) is defined as the minimum time interval in the major street traffic stream that allows intersection entry for one minor street vehicle. Average control delay and LOS for the "worst approach" are reported. Level of service is not defined for the intersection as a whole. City of Bozeman Level of Service Standards The City of Bozeman has adopted level of service standards for streets and intersections within the city limits as identified in the Botieman Unified Development Ordinance (City of Bozeman,August 2011). The purpose of the level of service standards is to establish the design and operational objectives for streets and intersections within the city. Where there are deficiencies, a development may be required to provide mitigation measures as a condition of approval. As provided in the Botieman Unified Development Ordinance (BUDO), "The design year for any necessary improvements shall be a minimum of fifteen years following the development application review or construction of said mitigation measures." For streets and intersections,LOS C shall be the design objective. 11 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study Level of service standards for intersections within the City of Bozeman are limited arterial or collector streets and intersections with arterial and collector streets. Intersections shall have a minimum acceptable LOS of"C" for the intersection as a whole with the following exceptions: 1. If an intersection within the area required to be studied by BUDO Section 18.78.060.L does not meet LOS "C" and the intersection has been fully constructed to its maximum lane and turning movement capacity; then an LOS of less than "C" is acceptable. 2. The Director of Public Service or their designee may accept an LOS of less than"C" at a specific intersection if: a. A variance to allow a lesser LOS was approved not more than 2 years prior to the date an application for development being reviewed is determined to be adequate for review; b. The request was made in writing with the application;and c. The circumstances are in the professional judgment of the Director of Public Service or their designee substantially the same as when the variance was granted. 'ExISTING AREA CONDITIONS Study Area Land Use The proposed Town Pump redevelopment site is currently zoned B-2 (Community Business District), lies within a Class 2 Entryway Corridor, and is adjacent to the eastern edge of the central business district. The B-2 zoning district is intended "to provide for a broad range of mutually supportive retail and service functions located in clustered areas bordered on one or more sides by limited access arterial streets" as noted in BUDO Section 18.18.010.B. Entryway corridors are intended to "enhance the impression and enjoyment of the community by providing a lasting impression of the character of Bozeman". (Across North Broadway Avenue to the west of the proposed Town Pump redevelopment site is Sky Federal Credit Union (a not-for-profit financial cooperative). To the south, across East Main Street, is a vacant commercial building that was previously occupied by a vacuum cleaner sales and service business.As stated previously, the land to the east of the site is currently vacant. North of the site is existing open space that is part of the Village Downtown Subdivision. The existing area development can be seen in Figure 1 on page 4 and in Figure 4 on page 9. 12 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study Roadway Network Within the project study area, it is proposed that the site would access both East Main Street and North Broadway Avenue. East Main Street is a principal arterial roadway under the City of Bozeman's functional classification system as provided in the Greater Bo.Zeman Area Transportation Plan (2007 Update) (Robert Peccia & Associates, December 2008) This roadway is a primary highway (P-50) under the Montana Department of Transportation (MDT) classification system and is also United States Highway 191 (US 191). Adjacent to the proposed redevelopment site, it has a present traveled width (PTV of approximately 50 feet and posted speed limit of 25 miles per hour (mph). East Main Street is an undivided highway (opposing travel directions separated by a painted, double- yellow centerline) including two travel lanes in both the eastbound and westbound directions. Additionally, the proposed redevelopment would access North Broadway Avenue within the project study area. This roadway is a collector under the City of Bozeman's functional classification system. Adjacent to the proposed site, North Broadway Avenue has a paved surface width of approximately 38 feet. No pavement markings are currently provided on the roadway. Limited parking is available on both sides of the roadway in the vicinity of the site. Currently, North Broadway Avenue has a posted speed limit of 25 mph. Because the development on the south side of the intersection is currently vacant, the existing access to that site has been blocked off with a steel cable strung across the approach. Therefore, the intersection of East Main Street and North Broadway Avenue presently functions as a T- intersection. On the eastbound approach there are currently two travel lanes — one through and one shared through-left turn lane. The westbound approach also includes two travel lanes—one through and one shared through-right turn lane. The North Broadway Avenue approach includes a single lane to accommodate both right- and left-turn movements. Field observations did identify a sight distance issue for vehicles on the North Broadway Avenue approach. Vehicles parked on the north side of East Main Street limit the visibility of vehicles approaching the intersection from the west. The limited sight distance primarily affects left turning vehicles on the approach; however, the limited sight distance can increase the average delay experienced by vehicles on that approach due to the uncertainty of vehicles approaching from the west. This may make drivers more cautious before entering East Main Street when making a left turn,which can in-turn inhibit the movement of any additional queued vehicles on that approach. 13 TOWN PUMP— BOZEMAN, MONTANA t Traffic Impact Study Traffic Volumes Road tube automatic traffic count data was collected on both North Broadway Avenue and East Main Street from September 19-21, 2011. On North Broadway Avenue, an average daily traffic volume (ADT) of approximately 3,580 vehicles was determined from the road tube data. Counts on East Main Street found ADT volumes of 14,000 (west of North Broadway Avenue) and approximately 7,300 (westbound direction only just west of proposed site) vehicles. Intersection turning movement counts were conducted during the weekday AM and PM peak periods on September 15, 2011 at the intersection of East Main Street and North Broadway Avenue. Counts for the existing traffic entering and exiting the Town Pump site were conducted concurrently with the intersection counts, but did not include traffic from the site across North Broadway Avenue to the west. No seasonal or daily adjustments were made to either the automatic road tube traffic count data or the intersection turning movement counts. Current daily traffic volumes are summarized in Figure 5 on the following page and are provided in Appendix B. During the AM and PM peak period turning movement counts at the intersection of East Main Street and North Broadway Avenue, U-turn movements were observed for drivers desiring to park on the north side of East Main Street west of the intersection. This movement appears to occur fairly infrequently (2 observations during the AM and 1 during the PM peak periods); however, it is a source of crashes occurring in the vicinity of the intersection as described in the next section. Additionally,a queue was observed to extend from the existing Town Pump site access and through the intersection of East Main Street and North Broadway Avenue, ultimately being six vehicles long, resulting from a vehicle desiring to enter the site just north of the existing building. This vehicle was waiting for another vehicle wanting to make a left turn from the site that was delayed due to through vehicles on North Broadway Avenue. The queue of vehicles resulted from eastbound left turning vehicles on East Main Street at the intersection. Crash Experience Reported crash data for East Main Street from North Broadway Avenue to South Buttonwood Avenue for the period from July 1, 2006 to December 31, 2010 was obtained from MDT. Additionally, reported crash data for North Broadway Avenue from East Main Street to East Mendenhall Street were also obtained for the same time period. During the analysis period, there 14 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study were 3 reported crashes in the East Main Street roadway segment. Of those, 2 were found to be U- turn related, which represents approximately 67% of the reported crashes within the East Main Street segment for the period being analyzed. The other remaining crash occurred at the intersection of East Main Street and South Buttonwood Avenue. LLx 52 V ` (74) ( , EXISTING SITE 33 47 87 (111) -- (45) (56) 4; 4 f 449(635) 66 (88) _ 522(643)--► �- s r 2 2 ,C 4 (8) _ (6) (4) v^ ! 40 SM(740) 2 1 2 (4) LEGEND �" , 587(695) WEEKDAY XX AM PEAK HOUR - - WEEKDAY Q09 PM PEAK HOUR TURNING F Figure 5: Current Daily Traffic 15 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study t Within the North Broadway Avenue corridor from East Main Street to East Mendenhall Street, there was one reported crash during the analysis period at the intersection of North Broadway Avenue and East Mendenhall Street. No reported crashes were identified either at the intersection of East Main Street and North Broadway Avenue or adjacent to the site along North Broadway Avenue from the data that was provided by MDT. Traffic Operations Capacity and level of service analyses were performed for the intersection of East Main Street and North Broadway Avenue for existing conditions. Analyses were not performed for the existine, site accesses to North Broadway Avenue or East Main Street as the traffic presently utilizing those accesses would be replaced by traffic from the proposed Town Pump redevelopment site. The analyses are summarized in Table 2 below and are provided in Appendix D-1. Table 2: Existing Intersection Operations Summary Weekdav,AM Peak Hour Weekdav,PM Peak Hour Volume to Volume to Approach/ Delay Capacity Delay Capacity Intersection Movement LOS s/veh Ratio,v/c LOS s/veh) I Ratio,v/c EB LT A 9.0 0.08 B 10.3 ! 0.13 East Main Street& !� North Broadway Avenue WB'1'R A - - A SB LR C 23.1 0.31 E 47.5 0.59 EB =Eastbound;WB =Westbound;and SB =Southbound LT=Left-Through; TR=Through-Right;and LR=Left-Right CONDITIONS Site-generated traffic was combined with existing traffic, subtracting out the existing Town Pump site traffic, to establish the total traffic volumes that were used in the impact analyses upon full build-out and occupancy of the Town Pump site. It is not anticipated that there will be any significant traffic growth between the time of this study and completion of the proposed Town Pump site. As stated previously, two analysis scenarios are being presented as a part of this study — (1) estimated 2012 total traffic with full access to East Main Street and (2) estimated 2012 total traffic with right-in, right-out access to East Main Street. Estimated 2012 total traffic under the full access scenario is shown in Figure 6 on the following page. Estimated 2012 total traffic under the right-in,right-out access scenario is shown in Figure 7 on page 19. 16 'rrc _ TOWN PUMP•- BOZEMAN, MONTANA �I Traffic Impact Study Capacity and level of service analyses were performed for estimated 2012 total traffic volumes for each analysis scenario. The results of the capacity and level-of-service analyses for the full access scenario are provided in Table 3 below and are provided in Appendix D-2. Table 3: Estimated 2012 Total Traffic with Full Access to East Main Street Intersection Operations Summary I I Weekday,AM Peak Hour Weekdav,PM Peak Hour 4 Volume to Volume to Approach/ Delay Capacity Delay Capacity Intersection Movement LOS s/veh Ratio,v/c LOS s/veh Ratio,v/c EB LT A 9.0 0.08 B 10.3 0.13 East Main Street& WB TR A - A - - North Broadway Avenue SB LR C 21.7 0.30 F 57.2 0.68 EB LT A 8.9 0.02 A 9.8 0.02 East Main Street& WB TR A - - A - - Town Pump Site Access SB LR C 17.4 0.14 D 26.5 0.24 North Broadway Avenue NB TR A - - A - - &South Town Pump SB LT A 7.6 0.01 A 7.7 0.01 Site Access WB LR A 9.7 0.03 B 10.3 0.04 North Broadway Avenue NB TR A - - A - &North Town Pump SB LT A 7.6 0.01 A 7.7 0.01 Site Access WB LR A 9.7 0.03 B I 10.3 0.04 EB =Eastbound;WB =Westbound;NB = Northbound;SB =Southbound LT=Left-Through;TR=Through-Right;LR=Left-Right The results of the capacity and level-of-service analyses for the right-in, right-out access scenario are provided in Table 4 below and are provided in Appendix D-3. A sensitivity analysis was performed for the intersections of North Broadway Avenue and the proposed site accesses to determine the impact of including traffic from the existing approaches on the west side of North Broadway Avenue. These analyses revealed that due to the traffic volumes on North Broadway Avenue, traffic contributions from the west side of the street would have little impact on traffic operations at the proposed Town Pump site accesses and North Broadway Avenue provided they are on a scale comparable to estimated Town Pump site traffic. 17 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study 67 10 At 11 (12) ' (102) cy 135 0 / � (165) (o)69 9 t 11 (12) k (102) (12) 12 (13) . • • 124 26 ;- - • (173) (27) �,+- PROPOSED 4 SITE 3 cam) cam) t 60 (107) - _ . 191 1 2 y .- aa6 (s3s) [1e 170 (93) ? 1 M1 _�• 520(641)-0- 16 25 (19) (26) 26 (26) _ 4 7 f 512(723) 2 15 (17) LEGEND 546 (667) WEEKDAY - XX AM PEAK HOUR - 009 WEEKDAY PM PEAK HOUR `l0 TURNINGiA lMOVE IN I'S IU Figure 6: Estimated 2012 Total Traffic with Full Access to East Main Street 18 TOWN PUMP— BOZEMAN, MONTANA h Traffic Impact Study a t 67 10 .� 11 (12) (102) (12) r 24 (26) 136 0 1T�t (185) (0) 7 r 24 (27) - • 3 � � • 124 41 (173) (44) PROPOSED ,q SITE 3 - 38 66 80 (107) . 191 t 2 (52) (91) 4 448 (635) rid 4V 85 (110) 505(624)-om- (19) 'C 26 (28) ti f 512(723) 2 LEGEND ' 573(715)-11- WEEKDAY = y xx AM PEAK HOUR - -� ( ) WEEKDAY F M PEAK HOUR _ UOVENIENTS .. i t ♦ J4 '� . 1 � Figure 7: Estimated 2012 Total Traffic with Right-In, Right-Out Access to East Main Street 19 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study '99 , + Table 4: Estimated 2012 Total Traffic with Right-In, Right-Out Access to East Main Street Intersection Operations Summary Wee kday,AM Peak•�Iour Weekday, PM Peak Hour Volume to Volume to Approach/ Delay Capacity Delay Capacity Intersection htovemgnt LOS s/veh) Ratio,v/c LOS (s/veh Ratio,v/c EB LT A 9.1 0.10 B 10.5 0.16 East Main Street& WB TR A - - � _ North Broadway Avenue L SB LR D I 30.5 0.47 F 129.4 1.01 EBT A - - A - East Main Street& WB TR � - - ATown Pump Site Access - SB R B 10.2 0.03 B 11.2 0.03 North Broadway Avenue NB TR A - - A _ &Soudi Town Pump SB LT A 7.6 0.01 A 7.8 0.01 Site Access %VB LR B 10.1 0.05 B 10.9 0.07 North Broadway Avenue NB TR A - - A - _ &North Town Pump SB LT A 7.6 0.01 A 7.7 0.01 Site Access WB LR A 10.0 0.05 B 10.7 0.06 EB =Eastbound;WB =Westbound;NB=Northbound;SB =Southbound LT=Left-Through;TR=Through-Right;LR=Left-Right;T=Through;R=Right IMPROVEMENT Improvements to Accommodate Existing Traffic The existing intersection of East Main Street and North Broadway Avenue is currently operating at LOS E (47.5 seconds average vehicle delay) during the PM peak hour on the southbound approach. Initially, the intersection was evaluated with the addition of dedicated southbound left- and right- turn lanes as a means of mitigating the substandard level of service. Although this geometric modification improves operations for right turning vehicles to LOS B (11.4 seconds average vehicle delay) during the PM peak hour,left turns are estimated to operate at LOS F having an average delay of 60.8 seconds per vehicle. In order to improve traffic operations on the North Broadway Avenue approach, an alternative form of traffic control may be necessary. Therefore, the intersection was evaluated for meeting minimum traffic signal warrant criteria. 20 TOWN PUMP — BOZEMAN, MONTANA Traffic Impact Study R i Traffic Signal Warrant Evaluation A traffic signal warrant evaluation was performed for the intersection of East Main Street and North Broadway Avenue for existing traffic volumes. It is assumed that the existing businesses would desire that parking be maintained on North Broadway Avenue similar to other roadways in downtown Bozeman; therefore, only a single lane would be provided on the southbound approach. As such, both left and right turn movements were included in the signal warrant analysis. The analysis was performed in accordance with the criteria provided in the Manual on Uniform Trafc Control Devices, 2009 Edition, dated December 2009 (MUTCD). Warrant 9 was not evaluated as it would not be appropriate based on the location of the intersection. The analysis, included in Appendix E, found that the intersection currently satisfies minimum signal warrant criteria for installation of a traffic signal at the intersection, meeting the minimum requirements for Warrant#1: Eight-Hour Vehicular Volume. Traffic Operations Because the intersection of East Main Street and North Broadway Avenue is estimated to satisfy minimum traffic signal warrant criteria based on traffic volumes,installation of a traffic signal at this location was evaluated as a form of mitigation for existing traffic operations. Intersection capacity and level of service analyses were performed for existing conditions utilizing signalized traffic control at the intersection of East Main Street and North Broadway Avenue. The signalized intersection analyses were performed assuming two-phase signal operation with a 70 second cycle length.The analyses are summarized in Table 5 below and are provided in Appendix F-1. Table 5:Mitigated Intersection Levels of Service for Existing Conditions Weekday,AM Peak Hour Weekdav,PM Peak Hour Volume to Volume to Approach/ Delay Capacity Delay Capacity Intersection Movement LOS (s/veh) Ratio,v/c LOS s/veh) Ratio,%,/c Intersection A 9.1 0.39 B 10.5 0.53 EB LT A 8.8 0.47 B 10.9 0.64 East Main Street& North Broadway Avenue NVB TR A 7.8 0.33 A 8.6 0.46 SB LR C 21.1 0.24 C 22.0 0.30 EB =Eastbound;WB =Westbound;and SB =Southbound LT=Left-Through; TR=Through-Right;and LR=Left-Right 21 TOWN PUMP-- BOZEMAN, MONTANA Traffic Impact Study AW. " Improvements to Accommodate Estimated 2012 Total Traffic Similarly to existing conditions, the southbound approach at the intersection of East Main Street and North Broadway Avenue is estimated to operate at LOS F during the PM peak hour for estimated 2012 total traffic conditions with full and right-in, right-out access for the site to East Main Street. However, installation of a traffic signal at the intersection of East Main Street and North Broadway Avenue to _mitigation existing traffic operations will also accommodate estimated 2012 total traffic volumes for both the full and right-in, right-out access scenarios. The results of those analyses for the intersection are presented in Tables 6 and 7 below. The analyses are;also provided iii Appendices F-2 and F-3 for full and right-in, right-nut access respectively. Table 6: Estimated Intersection Operations for 2012 Total Traffic with Full Access to East Main Street with Existing Conditions Mitigation Measures Weekday,AM Peak Hour Weekday,PM Peak Hour Volume to Volume to Approach/ Delay Capacity Delay Capacity Intersection Movement LOS (s/veh Ratio,v/c LOS (s/veh) Ratio,v/c Intersection A 9.2 0.39 B 10.8 0.54 East Main Street& EB LT A 8.8 0.48 B 11.3 066 North Broadway Avenue WW/B TR A 7.7 0.32 A 86 0.45 SB LR C 21.2 0.24 C 22.3 0.33 EB =Eastbound;WB=Westbound;and SB =Southbound LT=Left-Through; TR=Through-Right;and LR=Left-Right Table 7: Estimated Intersection Operations for 2012 Total Traffic with Right-In, Right-Out Access to East Main Street with Existing Conditions Mitigation Measures Weekdav,AM Peak Hour Weekdav,PM Peak Hour Volume to Volume to Approach/ Delay Capacity Delay Capacity Intersection Movement LOS (s/veh) Ratio,v/c LOS (s/veh) Ratio,v/c Intersection A 9.6 0.41 B 11.6 0.57 East Main Street& EB LT A 9.0 0.50 B 12.4 0.70 North Broadway Avenue WW/B TR A 7.7 0.32 t1 8.6 0.45 SB LR C 22.3 0.32 C 23.7 0.41 EB=Eastbound;WB =Westbound;and SB =Southbound LT=Left-Through; TR=Through-Right;and LR=Left-Right 22 —� TOWN PUMP— BOZEMAN, MONTANA �I Traffic Impact Study Traffic Operations Existing Conditions Capacity and level of service analyses for existing conditions identified that the southbound approach at the intersection of East Main Street and North Broadway Avenue is currently experiencing LOS E (47.5 seconds average delay per vehicle) during the PM peak hour requiring mitigation in accordance with City of Bozeman standards. No significant crash trends were identified that would require any safety improvements. A traffic signal warrant analysis of the intersection of East Main Street and North Broadway Avenue revealed that minimum criteria are currently satisfied for Warrant #1: Eight-Hour Vehicular Volume. However, if dedicated southbound left- and right-turn lanes were installed at the intersection minimum signal warrant criteria would not be satisfied as right turns would be excluded from the analyses. With the removal of right turns from the analyses, the volume of left turning vehicles does not meet the minimum criteria for any of the warrants found in the MUTCD. This is summarized in the signal warrant analyses provided in Appendix E. Assuming that parking would be maintained on North Broadway Avenue,a traffic signal would be a viable alternative for mitigation of traffic operations at this intersection. This would imply that minimum signal warrant criteria as found in the MUTCD would be satisfied and that a single lane would be available for left- and right-turn movements on the southbound approach at the intersection of East Main Street and North Broadway Avenue. Under signalized control, it is estimated that the intersection would operate at LOS A (9.1 seconds average vehicle delay) and LOS B (10.5 seconds average vehicle delay) during the AM and PM peak hours,respectively. The analysis summaries provided in Appendix F-1 also include estimated queue lengths on each of the approaches at the intersection of East Main Street and North Broadway Avenue. Queues during the PM peak hour were estimated at 89 feet on the southbound,228 feet on the westbound,and 279 feet on the eastbound approaches. Access to the site on East Main Street as well as portions of the site on North Broadway Avenue would be blocked by these queues. Access to the property on the west side of North Broadway Avenue would also be blocked during PM peak periods. None of these estimated queues based on existing traffic volumes would impact upstream intersections. 23 Jl TOWN PUMP— BOZEMAN, MONTANA ;lq Traffic Impact Study Im Estimated 2012 Total Traffic with Full Access to East Main Street The addition of site generated traffic from the proposed Town Pump redevelopment site is estimated to further degrade the level of service at the intersection of East Main Street and North Broadway Avenue on the southbound approach without mitigation. With the necessary measures in- place to mitigate existing traffic operations, it is estimated that this intersection would continue to function acceptably with the proposed redevelopment of the Town Pump site. The analysis summaries in Appendix F-2 for estimated 2012 traffic operations at the intersection of East Main Street and North Broadway Avenue with full access to East Main Street for the proposed Town Pump site include estimated queue lengths as well. During the PM peak hour, queues of 99 feet on the southbound approach, 229 feet on the westbound approach, and 290 feet on the eastbound approach are estimated. These queue lengths would block the proposed East Main Street full access (±108 feet from the intersection) and southerly North Broadway Avenue full access (±73 feet from the intersection) approaches at times during the PM peak hour. This would affect operations of not only the proposed Town Pump site accesses, but also the existing site accesses to the property on the west side of North Broadway Avenue. Again, none of these estimated queue lengths would be anticipated to impact upstream intersections. Estimated 2012 Total Traffic with Right-In, Right-Out Access to East Main Street Having only right-in, right-out access to East Main Street it is estimated that there would be increased demand for the eastbound and southbound left turn movements driven by traffic contributions from the proposed Town Pump redevelopment. As shown through the two-way stop controlled intersection analyses, restricting the Town Pump site access to East Main Street to right- in, right-out only movements is estimated to more than double the average vehicle delay on the southbound approach at the intersection of East Main Street and North Broadway Avenue. Under signalized control, the intersection of East Main Street and North Broadway Avenue would function acceptably; however, there would be increased delays estimated over those found with the Town Pump site having full access to East Main Street. The analysis summaries in Appendix F-3 for estimated 2012 traffic operations at the intersection of East Main Street and North Broadway Avenue with right-in, right-out access to East Main Street for the proposed Town Pump site also included estimated queue lengths. During the PM peak hour, queues of 127 feet on the southbound approach, 229 feet on the westbound approach, and 306 feet 24 TOWN PUMP — BOZEMAN, MONTANA Traffic Impact Study on the eastbound approach are estimated. Similarly to the full access scenario, these queue lengths would block the proposed East Main Street access (±108 feet from the intersection) and southerly North Broadway Avenue full access (±73 feet from the intersection) approaches at times during the PM peak hour. Again, this would affect operations of not only the proposed Town Pump site accesses, but also the existing site accesses to the property on the west side of North Broadway Avenue. Also, none of the upstream intersections would be impacted. CONCLUSIONS & RECOMMENDATIONS Analysis of trip generation estimates, site circulation, and traffic operations reveal that the proposed Town Pump redevelopment will have minimal impact on the area transportation system. Based on the analyses included herein, the following are recommended: • Existing Traffic Operations Mitigation o Recommendations for mitigation of existing traffic operations are not contingent on the development of the proposed Town Pump site and are not based on any impacts resulting from the site. They are based on daily traffic volumes observed at the time of this study and existing roadway and intersection geometrics as well as traffic controls. o Traffic operations for southbound right turns at the intersection of East Main Street and North Broadway Avenue could be improved with the installation of dedicated right and shared through-left turn lanes on the approach. ■ This would require removal of on-street parking on North Broadway Avenue. Due to existing access locations and the railroad crossing near East Mendenhall Street, parking removal would be necessary from East Main Street to East Mendenhall Street on the west side of North Broadway Avenue. ■ The shared through-left turn lane would be necessary to accommodate the business on the south side of the intersection if it became occupied and its access to East Main Street opened. The shared through-left turn lane would still experience poor levels of service during peak traffic periods (LOS F during the PM peak hour with approximately 60.8 seconds average vehicle delay); however, minimum criteria would not be satisfied for installation of a traffic signal in accordance with the MUTCD.A variance may be required for the deficient LOS. o If parking is maintained on North Broadway Avenue, it is recommended that a traffic signal be installed at the intersection of East Main Street and North Broadway Avenue to mitigate existing traffic conditions. The signal should include two-phase operation and be coordinated with the existing signals along the Main Street corridor. 25 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study • Town Pump Site Accesses o Site accesses should be designed to accommodate the appropriate vehicle that will be utilizing the access. For fuel deliveries, an AASHTO WB-67D would be the recommended minimum design vehicle for access design. o Minimum queue storage of 25 to 50 feet should be provided at the site accesses to North Broadway Avenue to accommodate queued vehicles at the fuel pumps. o East Main Street Access ■ Evaluation of traffic operations for both full and right-in, right-out access at this intersection identified that site generated traffic would not have a significant impact on traffic operations to the area transportation system. Right-in, right-out access was shown to have an adverse affect on traffic operations at the intersection of East Main Street and North Broadway Avenue under two-way stop control; however, under signalized control the intersection would function acceptably. ■ If a traffic signal is installed at the intersection of East Main Street and North Broadway Avenue, it is recommended that site access to East Main Street be limited to right-in, right-out access only. However, if a signal is not installed frill access to East Main Street should be provided. o North Broadway Avenue Accesses ■ Utilizing the existing fuel storage tanks on site, it is necessary to maintain the southerly access to North Broadway Avenue in its proposed location to accommodate fuel delivery truck turning movements. ■ As provided in the analyses, left turn movements from the southerly access to North Broadway Avenue may be blocked during the PM peak periods due to queues on the southbound approach at the intersection of East Main Street and North Broadway Avenue. • Agency Permitting Requirements o A "Modification of Property Access Standards Request" shall be submitted for the proposed access locations to be reviewed and approved by the City Engineer. o A complete driveway approach permit application shall be submitted to MDT for review and approval prior to construction of the proposed access to East Main Street. If the above improvements are implemented as recommended, any impacts resulting from the proposed development should operate safely and efficiently.All traffic control improvements should be installed in accordance with MDT, City of Bozeman, and the Manual on Uniform Traffic Control Devices standards. 26 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study REFERENCES 1. City of Bozeman. (August 10,2011). Bozeman Unified Development Ordinance. Bozeman,MT: Author 2. Institute of Transportation Engineers. (2005).Transportation Impact Analyses for Site Development:An ITE Proposed Recommended Practice.Washington,DC:Author. 3. Institute of Transportation Engineers. (2003).Trip Generation,7`h Edition.Washington,DC: Author. 4. Institute of Transportation Engineers. Qune 2004).Trip Generation Handbook:An ITE Recommended Practice.Washington,DC:Author. 5. Morrison-Maierle, Inc. (June 2010).Traffic Accessibility Study for Town Pump—Four Corners, Montana. Bozeman,MT:Author. 6. Robert Peccia &Associates. (December 2008). Greater Bozeman Area Transportation Plan (2007 Updatel. Bozeman,MT: City of Bozeman. 7. Transportation Research Board. (2000). Highway Capacity Manual 2000.Washington,DC: Author. 8. United States Department of Transportation—Federal Highway Administration. (December 2009). Manual on Uniform Traffic Control Devices for Streets and Highways,2009 Edition. Washington DC:Author. 27 APPENDix A LEVEL OF SERVICE CONCEPTS, ANALYSIS METHODOLOGIES, & STANDARDS OF SIGNIFICANCE MORRISON MERLE,INC. An Employee-Owned Company �C'_•i TOWN PUMP— BOZEMAN, MONTANA y A Traffic Impact Study INTERSECTIONOF Minor Street Stop Controlled Intersections The HCM2000 analysis method for evaluating unsignalized, minor street stop controlled intersections is based on the average total delay for each impeded movement. As used here, total delay is defined as the total elapsed time from when a vehicle stops at the end of a queue until the vehicle departs from the stop line. This time includes the time required for the vehicle to travel from the last-in-queue to the first-in-queue position. The average total delay for any particular minor movement is a function of the service rate or capacity of the approach and the degree of saturation. The resulting delay is used to determine the level of service as shown in Table A-1. Table A-1: Level of Service Criteria for Two-Way Stop-Controlled Intersections Average Control Delay Level of Service LOS Characteristics <10 seconds LOS A—Little or no delay 10.1-15.0 seconds LOS B—Short traffic delay 15.1—25.0 seconds LOS C—:Average traffic delay 25.1—35.0 seconds LOS D—Long traffic delays 35.1—50.0 seconds LOS E—Very long traffic delays >50.1 seconds LOS F—When the demand exceeds the capacity of the lane,extreme delays will be encountered and queuing may cause severe congestion to the intersection. Source& Highway Capacity Manual 2000(Cransportation Rcscarch Board,2000) 50 & a '40 x k 1r >,30 d c 20 a c� 10 0 200 400 600 800 1000 1200 1400 1600 Movement Flow Rate (vehlh) Sourcep L•:xhibit 17-20.Highway Capacity Manual 2000,Pg.17-24 ffranspormion 1(cscarch Board,2000) Figure A-1: Control Delay and Flow Rate Appendix A A - 1 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study INTERSECTIONSIGNALIZED OF The operational analysis method for evaluation of signalized intersections presented in the HCM2000 defines level of service in terms of delay, or more specifically, control stopped delay per vehicle. Delay is a measure of driver and/or passenger discomfort, frustration, fuel consumption, and lost travel time. Table A-2: Level of Service Criteria for Signalized Intersections Control Stopped Delay Per Vehicle Level of Service LOS Characteristics LOS A—Operations with very low delay.This occurs when progression is extremely 10 seconds favorable,and most vehicles do not stop at all.Short cycle lengths may also contribute to low delay. 10.1—20.0 seconds LOS B—Operations with generally good progression and/or short cycle lengths.More vehicles stop than for LOS A,causing her levels of average delay. LOS C—Operations with higher delays,which may result from fair progression and/or 20.1—35.0 seconds longer cycle lengths.Individual cycle failures may begin to appear at this level.The number of vehicles stopping is significant at this level,although many still pass through the intersection without stopping. LOS D—Operations with high delay,resulting from some combination of unfavorable 35.1—55.0 seconds progression,long cycle lengths,or high volumes.The influence of congestion becomes more noticeable,and individual cycle failures are noticeable. 55.1—80.0 seconds LOS E—Considered being the limit of acceptable delay.Individual cycle failures are frequent occurrences. LOS F—A condition of excessively high delay,considered unacceptable to most drivers.This >80.1 seconds condition often occurs when arrival flow rates exceed the capacity of the intersection.Poor progression and long cycle lengths may also be tna or contributing causes to such delay. Source: 1-hghway Capacity Manual 2000(Transportation Research Board,2000) IICITY OF • OF The City of Bozeman has adopted level of service standards for streets and intersections within the city limits as identified in the Boeman Unified Development Ordinance (City of Bozeman, August 2011). The purpose of the level of service standards is to establish the design and operational objectives for streets and intersections within the city. Where there are deficiencies, a development may be required to provide mitigation measures as a condition of approval. As provided in the Botieman Unified Development Ordinance (BUDO), "The design year for any necessary improvements shall be a minimum of fifteen years following the development application review or construction of said mitigation treasures." All arterial and collector streets and intersections with arterial and collector streets shall operate at a minimum level of service "C" unless specifically exempted by BUDO Section 18.44.060.D. Appendix A A-2 TOWN PUMP— BOZEMAN, MONTANA Traffic Impact Study Level of Service (LOS) values shall be determined by using the methods defined by the most recent edition of the Highway Capacity Manual. Intersections shall have a minimum acceptable LOS of"C" for the intersection as a whole with the following exceptions: 1. Exception: If an intersection within the area required to be studied by BUDO Section 18.78.060.1, does not meet LOS "C" and the intersection has been fully constructed to its maximum lane and turning movement capacity; then an LOS of less than"C"is acceptable. 2. Exception: The Director of Public Service or their designee may accept an LOS of less than"C" at a specific intersection if: a. A variance to allow a lesser LOS was approved not more than 2 years prior to the date an application for development being reviewed is determined to be adequate for review; b. The request was made in writing with the application;and c. The circumstances are in the professional judgment of the Director of Public Service or their designee substantially the same as when the variance was granted. Appendix A A - 3 APPENDIX B TRAFFIC COUNT DATA I MORRISON A�' MAIERLE INC. An Employee-Owned Company Am�E w- Page 1/1 TRAFFIC VOLUME COUNT SUMMARY Roadway: East Main Street Count Location: +/-25 feet West of North Broadway Avenue Dates Performed: 9/19/2011 to 9/21/2011 Road Classification: Urban Principal Arterial Seasonal Factor: 1.000 9/19/2011 9/20/2011 9/21/2011 9/22/2011 9/23/2011 9/24/2011 9/25/2011 Weekday Weekend Hour Monday Tuesday Wednesday Thursdav Fridav Saturda% Sundae Average Aver Lc %of Begin EB NY'B E.B W13 EB WB EB WB EB WB EB WB EB WB EB WB EB WB TOTAL Total 0:00 47 26 33 34 40 30 70 0.50% 1:00 21 22 28 24 1 1 25 23 48 0.34% 2:00 17 16 14 11 1 16 14 1 29 0.21% 3:00 13 11 22 17 18 14 32 0.22% 4:00 12 17 1 14 1 16 13 17 30 021% 5:00 46 37 1 44 40 45 39 84 0.60% 6:00 155 131 123 119 139 125 264 1.88% 7:00 315 299 337 270 326 285 611 4.36% 8:00 499 460 481 389 490 425 1 915 6.53% 9:00 424 446 435 464 430 455 885 6.31% 10:00 1 451 466 451 458 451 462 913 6.52% 11:00 459 506 475 517 455 550 463 524 987 7.05% 12:00 519 546 530 550 525 538 525 545 1,069 7.63% 13:00 553 437 602 425 620 476 592 446 1,038 7.41% 14:00 558 434 515 469 556 500 543 468 1,011 7.21% 15:00 573 529 499 514 1 536 522 1.058 7.55% 16:00 592 1 534 596 525 1 594 1 530 1,124 8.02% 17:00 607 530 633 535 620 533 L153 8.22% 18:00 490 397 519 407 505 402 907 6.47% 19:00 317 257 429 295 373 276 649 4.63% 20:00 268 179 329 236 299 208 506 3.61% 21:00 174 129 197 128 1 1 1 186 129 1 A 314 2.24% 22:00 100 72 152 95 1 126 1 84 210 1.50% 23:00 1 48 50 63 63 1 56 57 1 112 0.80% TOTAL 1 5,258 1 4,600 7,539 6.690 4.138 1 3,906 0 0 1 0 0 1 0 0 0 0 1 7,406 6,607 1 0 1 0 1 14,013 100.00% 9,858 14,229 8,044 0 0 0 0 14,013 0 14,013 Percentage of Daily Traffic Volume Per Hour 9.0% -- 8.0% — w 5.0% - - — — a� 4.0% - -- -- -- y � 2.0% - -- — y> • - - �- 1.0% —— — — — — 0.0 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Time of Day N:A2947\011—Bozeman41\TrafficData\TrafficCountData\E-Main-St_W_N-Broadway-Ave-110919_to_110921.xisx Printed On:9/22/2011 1 0MON Page 1/1 TRAFFIC VOLUME COUNT SUMMARY Roadwav: East Main Street-Westbound Count Location: +/-150 feet East of South Buttonwood Avenue Dates Performed: 9/19/2011 to 9/21/2011 Road Classification: Urban Principal Arterial Seasonal Factor: 1.000 9/19/2011 9/20/2011 9/21/2011 9/22/2011 9/23/2011 9/24/2011 9/25/2011 Weekday Weekend Hour Monday Tuesdav Wednesday Thursday Fridav Saturday Sundav Averse Average %of Begin l B WB EB WB EB WB EB W13 EB V'B EB WB EB WB EB WB EB WB TOTAL Total 0:00 38 51 45 45 0.61% 1:00 21 1 22 1 " 22 0 29°% 2:00 13 12 13 13 1 0.17% 3:00 15 13 14 14 0.19% 4:00 16 15 16 16 0 21% 5:00 20 1 25 23 23 0.31% 6:00 85 79 82 82 1.12% 7:00 232 208 220 220 3.01% 8:00 492 430 461 461 6.30% 9:00 520 468 494 494 6.75% 10:00 499 495 497 497 6.79% 11:00 454 541 545 513 513 7.02% 12:00 597 658 622 626 1 626 855% 13:00 543 522 583 1 549 549 7.51% 14:00 505 526 516 516 516 7.05% 15:00 538 568 553 553 756% 16:00 646 667 65- 657 8"97% 17:00 651 687 669 669 9.14% 18:00 524 528 526 1 526 7.19% 19:00 292 353 323 323 4.41% 20:00 181 266 224 224 3.05% 1:00 139 143 141 141 l.93% 22:00 76 87 82 82 1.11% 23:00 50 60 55 55 0.75% TOTAL 0 5,196 0 1 7,557 1 0 1 4,084 1 0 0 0 0 1 0 1 0 1 0 0 1 0 7.317 0 0 1 7,317 100.00% 5,196 7,557 4,084 0 0 0 0 7,317 0 7,317 Percentage of Daily Traffic Volume Per Hour 10.0°i° — - -- - — 9.0°i° - - --- -------- - — ---� 7.0°i° - -- - --- ------ 1 c6.0°i° - - --- —� 5.0% - -- - ---------- - -- � 4.0% - — — - — y 3.0% 2.0% -- - - -- - 0.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Time of Day N:\2947\011-Bozeman#1\Traffic Data\Traffic Count Data\E-Main-St_WB_E_S-Btittonwood-Avc-110919_to_110921.x1sx Printed On:9/22/2011 .A MORNSON A Page 1/1 ..ild .'v1 ;:RL�.:v TRAFFIC VOLUME COUNT SUMMARY Roadway: North Broadway Avenue Count Location: /-100 feet South of Fast Mendenhall Street Dates Performed: 9/19/2011 to 9/21/2011 Road Classification: Urban Collector Street Seasonal Factor: 0.980 9/19/2011 9/20/2011 9/21/2011 9/22/2011 9/23/2011 9/24/2011 9/25/2011 Weekday Weekend Hour Mondav Tucsdav Wednesdav Thursdav Fridav Saturday Sundav Average Ave rage %of Begin NB SB till SB NB tits NB SB NB SB NB SB NB SB NB SB NB SB TOTAL Total 0:00 6 4 7 7 7 5 12 0.34% 1:00 4 2 2 5 1 1 1 3 4 1 0,191/° 2:00 0 2 2 2 1 2 4 0.10% 3:00 4 1 1 2 2 '_ 1 4 0.12% 4:00 1 4 1 21 0 3 1 4 0.10% 5:00 9 2 9 2 9 2 11 0.31°/o 6:00 52 37 39 33 46 35 80 2.25% 7:00 79 55 86 55 83 55 138 3.85% 8:00 162 91 129 86 146 89 234 6.560//o 9:00 133 82 121 76 127 -9 205 5.74% 10:00 130 1 62 143 85 162 69 1 1 145 72 1 217 6.07% 11:00 156 100 229 90 141 96 175 95 271 7.570/c 12:00 205 100 203 86 196 99 201 95 296 8.29% 13:00 175 82 169 84 190 100 178 89 267 7.46% 14:00 196 80 195 93 166 94 1 186 89 274 7.68% 15:00 212 93 220 82 216 8- 303 8.48% 16:00 1 244 84 224 95 1 1 234 1 90 323 9.04% 17:00 234 88 236 97 235 93 328 9.16% 18:00 124 82 182 84 153 83 236 6.59% 19:00 76 61 117 56 1 96 58 155 433% 20:00 55 39 73 44 1 1 64 41 105 2.95% 21:00 33 22 37 27 35 24 59 1651j, 22:00 7 15 19 11 13 13 26 0.73% 23:00 7 1 1 15 9 11 5 16 0.44°/o TOTAL 1,854 1 908 1 2,514 1,221 1,255 727 0 0 0 0 0 0 0 0 2,369 1.208 0 1 0 1 3,576 100.00% 2,762 3,735 1,982 0 0 0 0 3,576 0 3,576 Percentage of Daily Traffic Volume Per Hour 9.0% AVIV — 8.0% - — 5.0% - — y 3.0% — - - -- 2.0% - - -4 1.00/10 I --- -- -- — -- — 0.0 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Time of Day N:A2947\011—Bozeman#1\Traffic Data\Traffic Count Data\N-BroadN%,ap-Ave_S_D-Nlcndelilia6Sr 11091) tc-110921.x1sx Printed On:9/22/2011 A ..A g A MO MSON Page 1/1 AAA NWERLE.w. INTERSECTION TURNING MOVEMENT COUNT SUMMARY F tion: East Main Street S 191 &North Broadwa Avenue : Bozeman,Montana unt Performed: 9/15/2011 ime Period: AM Peak Period 'Seasonal Adjustment Factor: 1.00 Street/ Start Time Approach Total Peak Hour '% Buses "/0 Heavy Read Movement ,.' 7:00 7:15 7:30 7:45 "8:OQ � 8: F. $• 0 8:45 Total % `%% Volume PHF Trnck� & RV's Vehicles L 4 5 10 9 15 13 11 67 54.03% 3.48% 47 0.78 10.45% 0.00% 10.45% a 0 oz R 4 4 10 7 10 6 11 52 41.94% 2.70% 33 0.83 3.85% 0.00% 3.85% z w Ped 0 0 1 0 0 2 2 5 4.03% 0.26% 3 0.38 a � o �'+ w Ped 0 0 0 0 0 1 2 3 100.00% 0.16% 1 0.25 1 '04 OFA Awor., v `n W T 73 104 119 122 96 1 12 118 744 85.13% 38.61% 449 0.92 2.28% 1.21% 3.49% C R 5 15 15 >1 24 14 15 122 13.96% 6.33% w 0.70 1.64% 0.00% 1.64% o W Ped 3 $ 0.92% 0.42% 3 0.38 :l v L 5 6 25 I I( 1 16 93 10.04% 4.83% 00 0.66 1.08% 0.00% 1.08% a� T )6 119 15 ; ! 1:' 11'? 1'�2 1 828 89.42% 42.97% 0.83 3.14% 0.48% 3.62% U-Turn 0 (i +i (i 2 1 i 2 0.22% 0.10% 2 0.25 0.00% 0.00% 0.00% o c� W w Ped 0 1 (i 0 ? 3 0.32% 0.16% 11 0.00 Intersection Totals 190 254 343 296 274 � + 7 100.00°/u L13 0.88 2.85% 0.67"/° 3.53'% Hourly Volume 787 1083 1167 1213 1140 N:\2947\011-Bozeman#1\Traffic Data\Traffic Count Data\E-Main-St_N-Broadway Ave_AM_2011-09-15.xlsx Printed On: 9/16/2011 �J Iv1OMSON Page 1/1 AA MERLE.iv- INTERSECTION TURNING MOVEMENT COUNT SUMMARY Intersection: East Main Street S 191 &North Broadway Avenue Location: Bozeman,Montana Date Count Performed: 9/15/2011 Count Time Period: PM Peak Period Seasonal Adjustment Factor: 1.00 Street/ Start Time Approach Total Peak Hour % % Buses % Heavy Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % "/° Volume PHF Tnicks & RV's Vehicles M t L 10 16 15 17 14 10 10 13 105 52.50% 3.49% 56 0.82 0.00% 0.00% 0.00% ,b o o � z R 11 6 11 12 9 13 10 12 !84142.00% 2.79% 45 0.87 0.00% 0.00% 0.00% z04 w Ped 1 1 2 4 1 0 2 0 11 5.50% 0.37% 7 0.44 3 � v A v � U � w Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 OOFA W T 150 150 166 130 181 158 142 103 1180 86.01% 39.25% 635 0.88 0.51% 0.51% 1.02% R 15 26 30 20 32 29 23 16 191 13.92% 6.35% 111 0.87 1.05% 0.52% 1.57% � w W Ped 0 0 0 1 0 0 0 0 1 0.07% 0.03% 1 0.25 +, L 26 19 20 25 22 21 23 21 177 12.34% 5.89% 88 0.88 1.69% 0.00% 1.69% a� � v T 167 138 144 136 201 162 137 151 1236 86.19% 41.12% 643 0.80 0.97% 0.40% 1.38% .0 U-Turn 0 1 0 0 0 1 1 0 3 0.21% 0.10% 1 0.25 0.00% 0.00% 0.00% � w W Ped 2 2 1 6 3 1 0 3 18 1.26% 0.60% 11 0.46 Intersection Totals 382 359 389 351 463 395 348 319 3006 100.00°io 1598 0.86 0.77% 0.40% 1.16"/° Hourly Volume 1481 1562 1598 1557 1525 N:\2947\011-Bozeman#1\Traffic Data\Traffic Count Data\E-Main-St-N-Broadway-.eve-PM-2011-09-15.xlsx Printed On: 9/16/2011 00� �06� IF 'Intersection: East Main Street JJS 191) & Existing Town Pump Accesses Location: Bozeman,Montana Date Count Performed: 9/15/2011 Count Time Period: PM Peak Period % Heavy : Street/ M M % Buses 1 i Road & RV's Vehicles 0 W 0 OA wis FJA.pzzzm 19 N r4ZMA,04 &4/, vzzAd WZ5144,d W, /.ZMA VZU 04 ,AN 4Z MMMMMM�MMM=M , Not Counted r r 65 OV VIZEMAOd VJOROJIMOZEARIJ VJIZJIA' p"Mill r wj NO 04FIZI ZJ4A PZIN VZO W1 i 4A 4 WN03 VZAV, VZ,14 VZjA,VZ/,ArJ 0 Zj ,414A VZZM VZZZd I PZJO,d 0, PZA1ZM OWJIZJ1,14 4 F Z4O,4 0,/J/ZJOO 0 FZZZU 03 OZZIMIJ FA I MA 00,OWZj ,9/0 JO 4 NO I VZO IZAMA V5120 VZOO VZA OZZE Z VZZjJ-W/ r I r 0 WZAJ M WZj ,Old VJ010040' VOIZZAO,Od WJ 014J I JJ JIZAIV ViIjIfflO OJ VZA, I 104A WE M 10 014A 8000 1 W PJZ044 V JIIZ60AJ 'A 0 J-01-JON-JO-4 14 EGA a Not Counted rM M Not Counted Not Counted IN/94 0,Ow,ZO, rj//rA rJOA.M zdjd VIAR VZZ.A,p zrzfflaj wzz,/j 0 WMI,00.1 Not Counted Intersection Totals Hourly Volume Id AN MOMSON A IVMAIME � Page 1/1 INTERSECTION TURNING MOVEMENT COUNT SUMMARY F n: North Broadway Avenue&Existin Town Pum Site Access Bozeman,Montana Performed: 9/15/2011 e Period: AM Peak Period Seasonal Adjustment Factor: 1.00 Street/ Start 'Time Approach "Total Peak Hour % 'Yo Buses % Heavy Road Movement 7:00 7:15 7:30 7:45 8:00 8:15 8:30 8:45 Total % % Volume PHF Trucks & RV's Vehicles L 1 7 4 6 5 4 5 32 28.07% 7.88% 19 0.79 � o Z T 8 6 12 10 19 11 16 82 71.93% 20.20% 52 0.68 Not Counted R Not Counted z 4-4 Ped Not Counted y, L Not Counted a � o cn° T 8 19 32 34 30 27 25 175 81.40% 43.10% 123 0.90 Not Counted a� R 2 2 11 10 4 5 6 40 18.60% 9.85% 30 0.68 4 o ° Z w Ped Not Counted L 0 3 8 6 6 8 6 37 48.05% 9.11% 28 0.88 W T Not Counted Not Counted � � v HA c R 1 5 12 9 4 5 4 40 51.95% 9.85% 30 0.63 w Ped Not Counted L av T Not Counted ANot Counted R o w Ped Intersection Totals 0 20 42 79 75 68 60 62 406 100.00°j�� 2$2 0.89 Ivot Counter! Hourly Volume 141 216 264 282 265 N:\2947\011—Bozeman#1\Traffic Data\Traffic Count Data\N-Broadwa}'.eve—Ex-Town-Pump-Access_AM-2011-09-15.xlsx Printed On: 10/17/2011 d MORMON A■ MAIERI E.vmc Page 1/1 INTERSECTION TURNING MOVEMENT COUNT SUMMARY F rsection: North Broadway Avenue&Existin Town Pum Site Access ation: Bozeman,Montana e Count Performed: 9/15/2011 nt Time Period: PM Peak Period Seasonal Adjustment Factor: 1.00 Street/ Start 'fine Approach Total Peak Hour % % Buses % Heavy Road Move..:cut 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % °/, Volume PHF Trucks & RV's Vehicles L 3 9 6 5 8 6 6 43 25.75% 7.14% 28 0.78 o Z T 14 18 21 21 14 13 23 124 74.25% 20.60% 74 0.88 Not Counted PA R Not Counted z w Ped Not Counted L Not Counted a o ci T 40 39 37 48 48 39 33 284 86.85% 47.18% 172 0.90 Not Counted 4.4 4 R 5 11 8 6 2 7 4 43 13.15% 7.14% 27 0.61 XX o �° Z Ped Not Counted L 8 8 8 2 9 7 2 44 40.74% 7.31% 27 0.75 a7 Not Counted Not Counted A c R 5 12 12 12 7 10 6 64 59.26% 10.63% 43 0.90 w Ped Not Counted L a � T Not Counted A Not Counted R 7 Fo � w Ped Intersection Totals 0 75 97 92 94 88 82 74 602 100.00%, 371 0.96. JVot Counted Hourly Volume 264 358 371 356 338 N:\2947\011—Bozeman#1\Traffic Data\Traffic Count Data\N-Broadwa3,-.eve—Ex-Town-Pump-Access—PM-2011-09-15.xlsx Printed On: 10/17/2011 APPENDIX C TRIP GENERATION ANALYSES ail MORMSON ..ji odij MAIERLE,INC. M Employee-Owned Company it hl0ltftlSO'J i1 NLMER1.E.1,;_ Page 1/3 TRIP GENERATION CALCULATIONS - TOWN PUMP ESTIMATED TOTAL TRIPS FE Land Independent Total Average Weekday Trips Average AM Peak Hour Trips Average PM Peak Hour Tripsse Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total Convenience Market with Vehicle Fueling 853 1 10 L1,129 1,129 2,258 86 86 172 96 96 192Gasoline Pumps Positions L I Totals 129 1,129 2,258 86 86 172 96 96 192 Land Use: 853 - Convenience Market with Gasoline Pumps (Independent Variable:Vehicle Fueling Positions) Average Vehicle Trip Ends On a: Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: Weekday T = 225.75N 50%Entering 2 T=Average Vehicle Trip Ends ° R = **** 50/o Exiting X=Independent Variable Units Average Vehicle Trip Ends On a: Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: Weekday,Peak Hour of Adjacent Street T = 17.17N 50% Entering 2 Traffic, One Hour Between 7 and 9 a.m. T=Average Vehicle Trip Ends ° = **** 50/o Exiting R X=Independent Variable Units Average Vehicle Trip Ends On a: Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: Weekday,Peak Hour of Adjacent Street T = 19.22N 50% Entering 2 Traffic, One Hour Between 4 and 6 p.m. T=Average Vehicle Trip Ends 50/o o Exiting R = **** X=Independent Variable Units Source: TTE Trip Generation, 7th Edition, Institute of Transportation Engineers, 2003 2 Trip generation rates utili.Zed for weekday are based on data gathered in June 2010 at a Town Pump site in Four Corners, Montana that had 16 vehicle fueling positions. The data collected for that study is summari.Zed as follows: Trip Analysis Period Enter Exit Total Rate Enter% Exit % 1X)tatP Mkrttnr% LZ,&&& Weekday 1,806 1,806 3,612 225.75 50% 50% 370.25 50% 50% I:\Morrison-Maierle\2947\011—Bozeman#1\Traffic Data\Trip Generation Analyses\Trip-Generation_Town-Pump_Bozeman Printed On: 10/16/2011 An MORRISON Page 2 3 AA MAIERLE.Iv g TRIP GENERATION CALCULATIONS - TOWN PUMP ESTIMATED PASS-BY TRIPS ITE Land Independent Total Average Weekday Trips Average AM Peak Hour Trips Average PM Peak Hour Trips Use Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total Convenience Market with Vehicle Fueling 853 1 10 576 576 1,152 57 50 107 54 54 108 Gasoline Pumps Positions Totals 576 1 576 1 1J52 57 1 50 1 107 54 1 54 1 108 'Land Use: 853 - Convenience Market with Gasoline Pumps (Independent Variable:Vehicle Fueling Positions) .Average Vehicle Trip Ends On a: Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: 'Weekday2 T = 51% [225.75(X)] 50%Entering T=average Vehicle Trip Ends ° R- 50/o Exiting X=Independent Variable Units Average Vehicle Trip Ends On a: Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: Weekday,Peak Hour of Adjacent Street T = 62% [17.17(K�] 2 53%Entering Traffic, One Hour Between 7 and 9 a.m. T=average Vehicle Trip Ends 47%Exiting R * ** X=Independent Variable Units Average Vehicle Trip Ends On a: Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: Weekday,Peak Hour of Adjacent Street T = 56% [19.22(X)] 2 50%Entering , _ Traffic, One Hour Between 4 and 6 p.m. T=average Vehicle Trip Ends 50%Exiting R- **** X=Independent Variable Units Source: ITE Tit Generation, 7tb Edition, Institute of Transportation Engineers, 2003 14.3f Nak Dour Based Ireekdgy bass-B,y ?'rip %kstinqation: No. of Pass-By Surveys: 10 Standard Deviation of Pass-By Survey Data: 12% Range of Surveyed Pass-By Rates: 32% Standard Deviation of Pass-By Data Mean: 10% Average A.M. Pass-By Trip %: 62% Assumed Weekday Pass-By Trip %: 52% P Af Peak.Dour based Iteekday Kass-by Trip %-&-stirhatiori: No. of Pass-By Surveys: 9 Standard Deviation of Pass-By Survey Data: 8% Range of Surveyed Pass-By Rates: 26% Standard Deviation of Pass-By Data Mean: 6% Average P.M. Pass-By Trip %: 56% Assumed Weekday Pass-By Trip %: 50% Average Assumed Weekday Pass-By Trip %: 51% Source: ITE Trio Generation Handbook, 2nd Edition, Institute of Transportation Engineers,June 2004 I:\Morrison-Maierle\2947\011—Bozeman#1\Traffic Data\Trip Generation analyses\Trip-Generation—Town-Pump_Bozeman Printed On: 10/16/2011 � MORRISON Page 3/3 !■ MAIERI.E.w. g TRIP GENERATION CALCULATIONS - TOWN PUMP ESTIMATED NET NEW TRIPS ITE Land Independent Total Average Weekdav Trips Average AI12 Peak Hour Trips Average PM Peak Hour Trips Use Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total Convenience Market with Vehicle Fueling 853 1 10 553 553 1,106 29 36 65 42 42 84 Gasoline Pumps Positions Totals 553 553 1,106 29 36 65 42 42 84 I:\Morrison-Maierle\2947\011—Bozeman#1\Traffic Data\Trip Generation Analyses\Trip-Generation_Town-Pump_Bozeman Printed On: 10/16/2011 A MORRISON Page 1/1 A� ERLE'"` TRIP GENERATION COUNT SUMMARY w Site: Town Pump-Four Corners,Montana Enter Exit Total Enter Exit Total Dates Performed: 6/09/2010 to 6/17/2010 Weekdav 1,806 1,806 3,612 AM 132 118 250 Land Use: Gasoline/Service Station with Convenience Market and Casino Weekend 1,594 1,594 3,188 Midday 126 128 254 Calibration Factor: 1.000 1 PM 142 143 285 North Access West of jackrabbit Lane South Access West of Jackrabbit Lane Norris Road Access Total TripGeneration Hour Weekdav Average Weekend Average Weekdav Average Weekend Average Weekdav Average Weekend Average Weekdav Averagre Weekend Average %of Begin ENTER EXIT ENTER EXIT ENTER EXIT ENTER EXIT ENTER EXIT ENTER EXIT ENTER EXIT ENTER EXIT TOTAL Total 0:00 1 1 1 1 4 5 4 3 6 7 6 6 11 13 11 10 45 0.66% 1:00 1 1 1 1 2 3 1 2 5 5 4 8 9 6 8 31 0.46% 2:00 1 1 1 1 1 2 2 3 3 3 2 3 5 6 5 7 23 0.34% 3:00 1 0 0 1 1 2 1 1 1 2 3 1 3 4 4 3 14 0.21% 4:00 4 1 4 2 2 2 3 4 3 6 3 7 9 9 10 13 41 0.60% 5:00 8 2 4 1 15 9 7 6 15 23 7 8 38 34 18 15 105 1.54% 6:00 17 9 6 1 33 25 10 6 41 50 18 20 91 84 34 27 236 3.47% 7:00 35 21 14 4 40 32 19 19 57 65 24 32 132 118 58 55 362 5.32% 8:00 30 13 20 9 37 35 30 26 56 67 46 43 123 115 97 77 412 6.06% 9:00 28 13 23 10 32 31 42 43 49 62 51 66 109 106 117 119 451 6.63% 10:00 26 14 26 12 31 34 35 39 44 55 53 58 101 103 115 109 428 6.30% 11:00 23 11 30 16 32 30 37 38 49 58 72 77 104 99 139 131 473 6.96% 12:00 27 13 23 6 38 37 38 31 61 78 62 82 126 128 123 119 496 7.30% 13:00 25 12 19 5 33 36 31 41 53 61 66 78 ill 109 116 124 460 6.76% 14:00 20 13 20 10 34 38 42 34 55 59 50 64 109 110 113 108 440 6.47% 15:00 19 16 15 11 32 31 34 34 62 76 66 75 113 123 115 120 471 6.93% 16:00 21 20 20 7 35 39 33 37 75 82 56 75 131 141 109 119 500 7.35% 17:00 23 20 13 1 13 44 42 28 25 75 81 63 66 142 143 104 104 493 7.25% 18:00 20 15 16 9 36 41 17 28 55 66 41 55 111 122 75 92 400 5.88% 19:00 12 5 9 5 25 24 19 18 31 42 44 47 68 71 73 69 281 4.13% 20:00 9 5 12 7 16 15 14 15 33 33 22 37 58 53 48 58 218 3.21% 21:00 9 3 11 4 16 17 14 13 24 33 27 32 49 53 52 49 203 2.99% 22:00 6 4 4 4 12 15 12 13 17 19 14 22 35 38 30 39 1 142 2.09% 23:00 1 1 3 2 8 8 6 5 8 8 11 13 17 17 1 20 20 74 1.09% TOTAL 367 214 298 1 141 560 552 1 483 1 480 879 1040 1 812 973 1806 1,806 1 1594 1594 1 6,799 100.00% 581 438 1,112 963 1,919 1,786 3,612 3,188 6,799 Percentage of Daily Traffic Volume Per Hour 8.0% 7.0°r° -- - - -- - --- c 6.0% - --- -- -- --- -- - - — F w 5.0% - -- - - — - - - - — — O 4.0% - -- - - - - — 3.0% - - - — — — - - — S~ U 2.0% -- - - — 1.0% -1 hT 0.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 1-:00 18:00 19:00 20:00 21:00 22:00 23:00 Time of Day N:A2947\007\Design Docs\Traffic Data\Trip-Genera6on-Summary_Town-Pump_2010-06-09_2010-06-17.xlsx Printed On:8/25/2011 APPENDIX D CAPACITY AND LEVEL OF SERVICE ANALYSES a 2L wi MORRISON Al _.l,l MAIERLE,Svc. An Employee-Owned Company -,A Ali A A MERLE,INC. An Employee-Owned Company APPENDIX Do 's Existing Conditions TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway Ave Agency/Co. Morrison-Maierle. Inc. Date Performed 9/22i201 i Jurisdiction MDT/Cit of Bozeman Analysis Year Existing Conditions 2011 Analysis Time Period AM Peak Period Project Description Town Pump-Bozeman East Main Stree(MMI No. 2947.011) East/West Street: East Main Street US 191 North/South Street: North Broadway Avenue Intersection Orientation: East-West IStudy Period Ihrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume (veh/h) 66 522 449 87 (Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 (Hourly Flow Rate, HFR 75 593 0 0 510 98 (veh/h) (Percent Heavy Vehicles 1 0 - IMedian Type Undivided RT Channelized 0 0 (Lanes 0 2 0 0 2 0 ,Configuration LT T T TR Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 47 33 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 53 0 37 veh/h) (Percent Heavy Vehicles 0 0 0 11 0 4 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 1 0 Confi uration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 75 90 C (m) (veh/h) 967 288 vlc 0.08 0.31 95%queue length 0.25 1.30 Control Delay (s/veh) 9.0 23.1 ILOS A C Approach Delay 23.1 (s/veh) Approach LOS C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 9/22/2011 10:43 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway A enc /Co. Morrison-Maierle. Inc. Ave Jurisdiction MDT/Cit of Bozeman Date Performed 9/22/2011 Analysis Time Period PM Peak Period Analysis Year Existing Conditions 2011) 1. Project Description Town Pump-Bozeman/East Main Stree(MMI No. 2947.011 East/West Street: East Main Street 'US 191) North/South Street: North Broadway Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 'Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 88 643 635 111 Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate. HFR 100 730 0 0 721 126 veh/h Percent Heavy Vehicles 2 -- 0 -- -- IMedian Type Undivided IRT Channelized 0 0 (Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume veh/h 56 45 (Peak-Hour Factor. PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 63 0 51 (veh/h) (Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(veh/h) 100 114 C (m) (veh/h) 776 193 V/c 0.13 0.59 195%queue length 0.44 3.26 Control Delay (s/veh) 10.3 47.5 LOS B E Approach Delay (s/veh) 47.5 Approach LOS E Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 9/22/2011 10:46 AM MORRISON -A-A MAIERLE,INC. An Employee-Owned Company APPF.NDIX Dm2 Estimated 2012 Total Traffic with Full Access to East Main Street TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway Ave Agency/Co. Morrison-;.9aierle, Inc. Jurisdiction MDT/City of Bozeman (Date Performed 912212011 Analysis Year Total Traffic-Full Access ,Analysis Time Period AM Peak Period Project Description Town Pump -Bozeman/East Main Stree(MMI No.2947.011) East/West Street: East Main Street US 191 North/South Street: North Broadwav Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 'Vehicle Volumes and Adjustments IMa'or Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume (veh/h) 70 520 448 80 Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 79 590 0 0 509 90 {veh/h Percent Heavy Vehicles 1 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume veh/h 43 38 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 01.88 IHourly Flow Rate, HFR 0 0 0 48 0 43 (veh/h) Percent Heavy Vehicles 0 0 0 11 0 4 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Confi uration I LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 79 91 C(m) (veh/h) 974 305 ✓lc 0.08 0.30 95%queue length 0.26 1.22 Control Delay(s/veh) 9.0 21.7 LOS A C Approach Delay(s/veh) -- 21.7 Approach LOS - C Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 2:49 PM TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway Ave Agency/Co. Morrison-Maierle. Inc. Jurisdiction MDT/City of Bozeman Date Performed 912212011 Analysis Year Total Traffic-Full Access Analysis Time Period PM Peak Period Project Description Town Pump-Bozeman I East Main Stree(MMI No. 2947.011) East/West Street: East Main Street(US 191) INorth/South Street: North Broadwav Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 93 641 r fir 107 Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 105 728 0 0 1 721 121 (veh/h) Percent Heavy Vehicles 2 -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 63 52 Peak-Hour Factor. PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 71 0 59 (veh/h Percent Heavy Vehicles 0 0 1 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 105 130 C(m) (veh/h) 780 190 vlc 0.13 0.68 ,95%queue length 0.46 4.18 Control Delay(s/veh) 10.3 57.2 LOS B F Approach Delay(s/veh) -- -- 57.2 ,Approach LOS -- I F Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 2:51 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/Site Access Agency/Co. Morrison-Maierle. Inc. Jurisdiction MDT/Cit of Bozeman Date Performed 912212011 Analysis Year Total Traffic-Full Access Analysis Time Period AM Peak Period Project Description Town Pump-Bozeman East Main Street(MMI No. 2947011) EasUWest Street: East Main Street US 191) North/South Street: Town Pump Site Access Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 15 548 512 26 (Peak-Hour Factor. PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 17 622 0 0 581 29 veh/h (Percent Heavv Vehicles 5 0 (Median Type Undivided IRT Channelized 0 0 (Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 25 16 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 28 0 18 (veh/h) Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR V (veh/h) 17 46 C (m) (veh/h) 945 336 V/C 0.02 0.14 95%queue length 0.05 0.47 Control Delay (s/veh) 8.9 17.4 ILOS A C Approach Delay (s/veh) 17.4 Approach LOS C Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:19 PM TWO-WAY STOP CONTROL SUMMARY 'General Information Site Information Analyst T. Eastwood Intersection E Main St/Site Access Agency/Co. Morrison-Maierle, Inc. Jurisdiction MDT I Cit of Bozeman Date Performed 9122,12011 Analysis Year Total Traffic-Full Access Analysis Time Period PM Peak Period Project Description Town Pump -Bozeman/East Main Street(MMI No. 2947011) East/West Street: East Main Street US 191) North/South Street: Town Pump Site Access Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume 'vehih 17 667 723 26 Peak-Hour Factor. PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 19 780 0 0 821 31 (veh/h) (Percent Heavy Vehicles 5 -- - 0 'Median Type Undivided RT Channelized 0 0 ILanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume vehih) 28 19 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 31 0 21 (veh/h) (Percent Heavy Vehicles 0 0 0 5 0 5 (Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 1 0 0 0 0 0 0 Confi uration I I I LR Delay, Queue Length, and Level of Service .Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V(veh/h) 19 52 C (m) (veh/h) 764 219 vlc 0.02 0.24 195%queue length 0.08 0.90 Control Delay(s/veh) 9.8 26.5 LOS A D Approach Delay 26.5 (s/veh Approach LOS -- D Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:22 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection Broadway/ outh Access Agency/Co. Morrison-Maierle, Inc. Jurisdiction Cit of Bozeman Date Performed 912212011 Analysis Year Total Traffic-Full Access Analysis Time Period AM Peak Period Project Description Town Pump- Bozeman East Main Street(MMI No. 2947.011) East/West Street: Town Pump-South Access North/South Street: North Broadwa Avenue Intersection Orientation: North-South IStUdy Period hrs : 0.25 'Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R 'Volume (veh/h) 137 13 9 69 (Peak-Hour Factor, PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 155 14 10 78 0 veh/h (Percent Heavy Vehicles 0 5 IMedian Tvoe Undivided RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R 'Volume (veh/h) 12 11 Peak-Hour Factor. PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 13 0 12 veh/h Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 0 0 Configuration LR Delay.Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(veh/h) 10 25 C (m) (veh/h) 1390 785 WC 0.01 0.03 95%queue length 0.02 0.10 Control Delay(s/veh) 76 9.7 ILOS A A Approach Delay s/veh 9'7 Approach LOS A Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:03 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection Broadwa /South Access Agency/co. Morrison-Maierle, Inc. Jurisdiction Cit of Bozeman Date Performed 912212011 Analysis Year Total Traffic- Full Access Analysis Time Period PM Peak Period Project Description Town Pump-Bozeman East Main Street(MMI No. 2947.011) East/West Street: Town Pump -South Access North/South Street: North Broadway Avenue Intersection Orientation: North-South IStUdy Period hrs is 0.25 'Vehicle Volumes and Adjustments Major Stroei Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 1 186 14 12 102 Peak-Hour Factor, PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 211 15 13 115 0 (veh/h) Percent Heavy Vehicles 0 -- -- 5 Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 13 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 14 0 13 (veh/h) Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Confi uration i I I LR Delay, Queue Length,and Level of Service .Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 13 27 C (m) (veh/h) 1325 706 V/c 0.01 0.04 95%queue length 0.03 0.12 Control Delay(s/veh) 7.7 10.3 LOS A B Approach Delay s/veh) 10.3 Approach LOS - B Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:15 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection Broadway/North Access Agency/Co. Morrison-Maierle, Inc. Jurisdiction City of Bozeman Date Performed 912212011 Analysis Year Total Traffic-Full Access Analysis Time Period AM Peak Period Project Description Town Pump-Bozeman East Main Street(MMI No. 2947.011 East/West Street: Town Pump-North Access North/South Street: North Broadway Avenue Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume vervh) 135 13 10 67 (Peak-Hour Factor. PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 153 14 11 76 0 (veh/h) (Percent Heavy Vehicles 0 5 -- -- IMedian Type Undivided IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT Ulostrearn Si anal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 11 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 12 0 12 (veh/h) Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration F LR Delay, Queue Length,and Level of Service ,Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 11 24 C (m) (veh/h) 1393 790 vlc 0.01 0.03 195%queue length 0.02 0.09 Control Delay (s/veh) 7.6 9.7 LOS A A Approach Delay (s/veh) 9.7 Approach LOS A Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:09 PM TWO-WAY STOP CONTROL SUMMARY 'General Information Site Information Analyst T. Eastwood Intersection Broadwa /North Access Agency/Co. Morrison-Maierle, Inc. Jurisdiction City of Bozeman Date Performed 9/202011 Analysis Year Total Traffic-Full Access Analvsis Time Period PM Peak Period Project Description Town Pump-Bozeman East Main Street(MMI No. 2947.011) East/West Street: Town Pump -North Access North/South Street: North Broadway Avenue Intersection Orientation: North-South IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h) 185 1 13 1 12 102 Peak-Hour Factor, PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 210 14 13 115 0 (veh/h) Percent Heavy Vehicles 0 5 -- Median Type Undivided RT Channelized 0 0 ILanes 0 1 0 0 1 0 Configuration LTR LT Upstream Signal 0 0 (Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume (veh/h) 12 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 13 0 13 (veh/h) (Percent Heavy Vehicles 0 0 0 5 0 5 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 ILanes 0 0 0 0 0 0 Configuration LR Delay,Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(veh/h) 13 26 C (m) (veh/h) 1327 709 v/c 0.01 0.04 95%queue length 0.03 0.11 Control Delay (s/veh) 7.7 10.3 I'LOS A B Approach Delay 10.3 (s/veh) -- Approach LOS B Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:13 PM �I !. MORRISON -1 A MMERLE,INC. An Employee-Owned Company APPENDIX D-3 Estimated 2012 Total Traffic with Right-In, Right-Out Access to East Main Street TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway Ave Agency/Co. Morrison-Maierle, Inc. JUrisdiction MDT/City of Bozeman (Date Performed 912212011 Analysis Year Total Traffic -Rest. Access Analysis Time Period AM Peak Period Project Description Town Pump-Bozeman-Bozemanl East Main Stree (MMI No. 2947.011) East/West Street: East Main Street "US 191) North/South Street: North Broadway Avenue Intersection Orientation: East-West IStudy Period hrs): 0.25 'Vehicle Volumes and Adjustments (Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume veh'h` °5 505 448 80 Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 (Hourly Flow Rate, HFR 96 573 0 0 509 90 (veh/h) Percent Heavy Vehicles 1 1 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 68 38 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 77 0 43 (veh/h) Percent Heavv Vehicles 0 0 0 11 1 0 4 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 0onf ig uration I LR Delay, Queue Length and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(veh/h) 96 120 C. (m) (veh/h) 974 258 v/c 0.10 0.47 95%queue length 0.33 2.30 Control Delay (s/veh) 9.1 30.5 LOS A D Approach Delay(s/veh) - 30.5 Approach LOS D Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 2:53 PM TWO-WAY STOP CONTROL SUMMARY 'General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway Ave— Agency/co. Morrison-Maierle. Inc. Jurisdiction MDT/City of Bozeman (Date Performed 912212011 Analysis Year Total Traffic-Rest.Access Analysis Time Period PM Peak Period Project Description Town Pump-Bozeman I'East Main Stree(MMI No.2947.011) East/West Street: East Main Street(US 191) North/South Street: North Broadway Avenue Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume(veh/h! 110 624 635 107 Peak-Flour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 125 709 0 0 721 121 veh/h) Percent Heavy Vehicles 2 0 -- 'Median Type Undivided RT Channelized 0 0 (Lanes 0 2 0 0 2 0 Configuration LT T T TR U stream Signal 0 0 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume veh/h 91 52 (Peak-Hour Factor. PHF 1.00 1.00 1.00 0.88 1.00 0.88 (Hourly Flow Rate, HFR 0 0 0 103 0 59 (veh/h) (Percent Heavy Vehicles 0 0 0 0 0 1 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR V(veh/h) 125 162 C (m) (veh/h) 780 161 v/c 0.16 1.01 95%queue length 0.57 7.86 Control Delay (s/veh) 10.5 129.4 LOS B F ,Approach Delay(s/veh) 129.4 Approach LOS F Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 2:55 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information T� Analyst T. Eastwood Intersection E Main St/Site Access Agency/Co. Morrison-Maierle. Inc. Jurisdiction MDT/City of Bozeman (Date Performed 912212011 Analysis Year Total Traffic- Rest. Access Analysis Time Period AM Peak Period Project Description Town Pump-Bozeman/East Main Street(MMI No. 2947.011 East/West Street: East Main Street 'US 191) North/South Street: Town Pump Site Access Intersection Orientation: East-West Study Period 'hrs): 0.25 'Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 2 3 4 5 6 L T R L T R 'Volume veh/h) 573 512 26 Peak-Hour Factor, PHF 1.00 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 0 651 0 0 581 29 (veh/h) Percent Heavy Vehicles 5 -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration T T TR U stream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 16 (Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 (Hourly Flow Rate, HFR 0 0 0 0 0 18 (veh/h Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 1 Confiauration i I R Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R V(veh/h) 18 CC (m) (veh/h) 706 v/c 0.03 35%queue length 0.08 Control Delay (s/veh) 10.2 LOS B Approach Delay 10.2 (s/veh) Approach LOS B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:27 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/SiteAccess Agency/Co, Morrison-Maierle, Inc. Jurisdiction MDT i Cit y of Bozeman Date Performed 912212011 Analysis Year Total Traffic-Rest. Access— Analysis Time Period PM Peak Period Project Description Town Pump-Bozeman East Main Street(MMI No. 2947.011) East/West Street: East Main Street US 191 North/South Street: Town Pump Site Access Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R 'Volume(veh/h) 715 723 28 Peak-Hour Factor. PHF 1.00 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR 0 812 0 0 821 31 (veh/h) (Percent Heavy Vehicles 5 0 -- Median Type Undivided IRT Channelized 0 0 Lanes 1 0 2 0 0 2 0 Configuration T T TR Upstream Signal 0 0 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 151 (Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 0 0 21 veh/h (Percent Heavy Vehicles 0 0 0 5 0 1 5 (Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 PIT Channelized 0 0 Lanes 0 0 0 0 0 1 l:,onfi uration R Delay, Queue Length,and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R v(veh/h) 21 C (m) (veh/h) 603 v/c 0.03 '95%queue length 0.11 Control Delay(s/veh) 11.2 LOS B .Approach Delay (s/veh) 11.2 Approach LOS B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:26 PM TWO-WAY STOP CONTROL SUMMARY (General Information Site Information Analyst T. Eastwood Intersection Broadway/South Access Agency/Co. Morrison-Maierle, Inc. Jurisdiction City of Bozeman Date Performed 9/22,2011 Analysis Year Total Traffic- Rest. Access Analysis Time Period AM Peak Period - I d Project Description Town Pump-Bozeman I East Main Street(MMI No. 2947.011) East/West Street: Town Pump -South Access INorth/South Street: North Broadway Avenue Intersection Orientation: North-South [Study Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 137 28 9 82 Peak-Hour Factor, PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 155 31 10 93 0 (veh/h) (Percent Heavy Vehicles 0 -- T 5 (Median Type Undivided IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 (Minor Street Eastbound Westbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume(veh/h) 24 11 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 27 0 12 veh/h Percent Heavy Vehicles 0 0 0 5 0 1 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 0 1 0 Confi urationI LR Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR V(veh/h) 10 39 Co (m) (veh/h) 1371 741 v/C 0.01 0.05 95%queue length 0.02 0.17 Control Delay (s/veh) 7.6 10.1 LOS A B Approach Delay 10.1 s/veh Approach LOS B Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:38 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection Broadwa /South Access Agency/Co. Morrison-Maierle. Inc. Jurisdiction City of Bozeman Date Performed 912212011 Analysis Year Total Traffic- Rest. Access Analysis Time Period PM Peak Period Project Description Town Pump- Bozeman East Main Street(MMI No. 2947011) East/West Street: Town Pump-South Access North/South Street: North Broadway Avenue Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments IMa'or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R 'Volume (veh/h) 186 31 12 116 Peak-Hour Factor PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 211 35 13 131 0 (veh/h (Percent Heavy Vehicles 0 5 -- IMedian Type Undivided IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT .Upstream Signal 0 0 (Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R 'Volume veh/h 27 12 (Peak-Hour Factor. PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 30 0 13 ('veh/h) (Percent Heavy Vehicles 0 0 0 5 0 5 (Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I LR Delay, Queue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 13 43 C (m) (veh/h) 1303 655 v/c 0.01 0.07 95%queue length 0.03 0.21 Control Delay(s/veh) 7.8 10.9 LOS A B Approach Delay 10.9 (s/veh Approach LOS B Copyright 0 2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:40 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection Broadway%North Access Agency/co. Morrison-Maierle, Inc. Jurisdiction Citv of Bozeman (Date Performed 9/2212011 Analysis Year Total Traffic-Rest. Access Analysis Time Period AM Peak Period Project Description Town Pump-Bozeman I East Main Street(MMI No. 2947.011) East/West Street: Town Pump -North Access North/South Street: North Broadway Avenue Intersection Orientation: North-South IStudy Period hrs : 0.25 'Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 135 13 10 67 Peak-Hour Factor, PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 153 14 11 76 0 veh/h Percent Heavy Vehicles 0 5 Median Tvge Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R 'Volume (veh/h) 24 11 (Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 27 0 12 veh/h (Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Confi uration LR Dela ,Oueue Length,and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 11 39 C (m) (veh/h) 1393 760 v/c 0.01 0.05 95%queue length 0.02 0.16 Control Delay (s/veh) 7.6 10.0 ILOS A A Approach Delay 10.0 s/veh Approach LOS A Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:35 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection Broadwa /North Access Agency/co. Morrison-Maierle. Inc. Jurisdiction Cit.y of Bozeman Date Performed 912212011 Analysis Year Total Traffic- Rest. Access— Analysis Time Period PM Peak Period Project Description Town Pump-Bozeman East Main Street(MMI No. 2947.011) East/West Street: Town Pump -North Access North/South Street: North Broadway Avenue Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Ma-or Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume veh/h 185 13 12 iu Peak-Hour Factor, PHF 1.00 0.88 0.88 0.88 0.88 1.00 Hourly Flow Rate, HFR 0 210 14 13 115 0 (veh/h) Percent Heavy Vehicles 0 -- 5 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R 'Volume (veh/h) 26 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 0,88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 29 0 13 veh/h Percent Heavy Vehicles 0 0 0 5 0 5 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I LR Delay, Queue Length, and Level of Service ,Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(veh/h) 13 42 C (m) (veh/h) 1327 676 vlc 0.01 0.06 '95%queue length 0.03 0.20 Control Delay (s/veh) 77 10.7 LOS A B Approach Delay (s/veh) 10.7 Approach LOS B Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/14/2011 3:37 PM APPENDIX E TRAFFIC SIGNAL WARRANT ANALYSES dd A4.31MORRISON MAIERLE,INC. An Employee-Owned Company �R�NM Page SUM _ .A - Traffic Signal Warrant Evaluation Intersection of East Main Street & North Broadway Avenue Analysis Case: Existing Conditions with 2011 Count Data MMI Project Number: 2947.011.010.000314 SignalTraffic Satisfied? Warrant #1: Eight-Hour Vehicular Volume Yes Warrant #2: Four-Hour Vehicular Volume No Warrant #3: Peak Hour No Warrant #4: Pedestrian Volume No Warrant #5: School Crossing No Warrant #6: Coordinated Signal System No Warrant #7: Crash Experience No Warrant #8: Roadway Network No Warrant #9: Intersection Near a Grade X-ing Not Evaluated Traffic Control Signal '• Yes Notes : Comments N:\2947\011—Bozeman#1\TrafficData\Signal Warrant Analyses\E-Main-St+N-Broadwav-Ave_Existing-Conditions_201Lxls Printed On: 10/18/2011 MORMON MAIERLFm. Page 1/12 Traffic Signal Warrant Evaluation Intersection of East Main Street & North Broadway Avenue Analysis Case: Existing Conditions with 2011 Count Data MMI Project Number: 2947.011.010.000314 Background Intersection Information Major Roadway: East Main Street Posted or 85% Speed: 25 mph (Posted) Community with a Approach Lanes: 2 population less than Distance to Nearest 650 ft (Wallace Avenue) 10,000 or speeds Traffic Signal: above 40 mph on the major street? Minor Roadway: North Broadway Avenue Y or N) N Posted or 85% Speed: 25 mph (Posted) Approach Lanes: 1 Total Number of Approaches: 3 Traffic Count Data Collected From: 9%19j2011 to 9/21/2011 Traffic Count Data Hour Beg-inning Roadway 0:00 1:00 2:00 3:00 4:00 1 5:00 6:00 7:00 East Main Street EB 40 25 16 1 18 13 45 139 326 East Main Street WB 45 22 13 1 14 16 23 82 22-071 Broadway Pe s X-ing Major Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 1 Major Street Totals 85 47 29 32 29 68 221 546 Max Minor Approach 5 4 2 2 1 2 35 55 Total Entering Volumel 90 1 51 1 31 1 34 1 30 1 70 1 256 1 601 Hour Beginning Roadway 8:00 9:00 10:00 11:00 12:00 1 13:00 14:00 15:00 East Main Street EB 490 430 451 1 463 525 592 543 536 East Main Street WB 461 494 497 1 513 626 549 516 553 Pe s X-ing Major 7 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Major Street Totals 951 924 948 1 976 1,151 1,141 1,059 1,089 Max Minor Approach 89 79 72 1 95 95 89 89 87 Total Entering Volumel 1,040 1 1,003 1 1,020 1 1,071 1 1,246 1 1,230 1 1,148 1 1,176 Hour Beginning Roadway 16:00 17:00 18:00 19:00 20:00 1 21:00 22:00 23:00 East Main Street EB 594 620 505 373 299 186 126 56 East Main Street WB 657 669 526 323 224 141 82 55 Broadway •1 Pe X-ing Major 8 3 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Ma or Street Totals 1,251 1 289 1,031 696 523 327 208 111 Max Minor A roach 90 93 83 58 41 24 13 5 Total Entering Volumel 1,341 1 1,382 1 1,114 1 754 1 564 1 351 1 221 1 116 N:\2947\011—Bozeman#I\Traffic Data\Signal Warrant Analyses\E-Main-SttN-Broadway-Ave_Existing-Conditions_2011.As Printed On: 10/18/2011 ;� MORMSON ■ NWERLE,Iw Page 2/12 Warrant #1: Eight-Hour Vehicular Volume Eight Highest Vehicular Volume Hours 1 2 3 4 5 6 7 8 Hour Beginning 17:00 1 16:00 12:00 13:00 15:00 14:00 18:00 11:00 Major Street Total 1,289 1,251 1,151 1,141 1,089 1,059 1,031 976 Max Minor A )roach 93 90 95 89 87 89 83 95 Total Entering Volume 1,382 1,341 1,246 1,230 1,176 1,148 1,114 1,071 Condition ` Volume Eighth Highest Warrant Minimum Volumes (VPH)' Vehicular Volume(VPH) 100% 70% Total Number of Major Street = 976 600 N/A Qualifying Hours Max Minor Approach = 95 150 N/A 0 aWarrant minimum volumes determined from Table 4C-1,Condition A,in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #1 - Condition A? No Condition 13: Interr • • of • • Eighth Highest Warrant Minimum Volumes(VPH)a Vehicular Volume (VPH) 100% 700/0 Total Number of Major Street = 976 900 N/A Qualifying Hours Max Minor Approach = 95 75 N/A 1 10 aWarrant minimum volumes determined from Table 4C-1,Condition B,in the Manual on Uniform Traffic Control Devices.2009 Edition. Is the criteria satisfied for Warrant #1 - Condition B? Yes Combination of • • • Is the criteria satisfied for Warrant #1 - Conditions A or B? Yes Combination of Conditions Not Warranted Has there been an adequate trial of alternatives that could cause less delay and inconvenience to traffic that has failed to solve intersection traffic problems (Yes or No)? No Combination of Conditions Not Warranted Condition A- Minimum Vehicular Volume Eighth Highest Warrant Minimum Volumes(VPH)a Total Number of Vehicular Volume (VPH) 80% 56% Qualifying Hours Major Street = 976 N/A N/A DO Max Minor Approach = 95 N/A N/A aWarrant minimum volumes determined from Table 4C-1,Condition A,in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition B - Interruption of Continuous Traffic Eighth Highest Warrant Minimum Volumes (VPH)' Total Number of Vehicular Volume (VPH) 80% 56% Qualifying Hours Major Street = 976 N/A N/A 0 Max Minor Approach = 95 N/A N/A aWarrant minimum volumes determined from Table 4C-1,Condition B,in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #1 - Combination of Conditions A & B? No Minimum criteria satisfied for Warrant #1? Yes N:\2947\0II—Bozeman#1\Traf}icData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_2011.xls Printed On: 10/18/2011 ORtdSON INC Page 3/12 Warrant #2: Four-Hour Vehicular Volume Four Highest Vehicular Volume Hours Icy 2• 34 40 Hour Beginning 1 17:00 16:00 12:00 13:00 Major Street Total 1,289 1,251 1,151 1,141 Max Minor Approach 93 90 95 89 Total Entering Volume 1,382 1,341 1,246 1,230 Fourth Highest Warrant Minimum Volumes(VPH) Vehicular Volume (VPH) 100%13 70%u Total Number of Major Street = 1141 - - Qualifying Hours Max Minor Approach = 89 115 NIA 1 0 aWarrant minimum volumes determined from Figure 4C-1 in the Manual on Uniform Traffic Control Devices,2009 Edition. bwarrant minimum volumes determined from Figure 4C-2 in the Manual on Uniform Traffic Control Devices,2009 Edition. Figure 4C-1. Warrant 2,Four-Hour Whlcular Volume za ? Soo T 2 OR MCCE LAMES A 2 OR IRE LADIES I p 400 2 OR,MORE LANES 81 LAINE 0. �1 LAINE&1 LANE 300 c tT �3 200 •116 Cyj 100 `a0 �2 300 400 600 400 700 800 900 1000 1100 1200 1300 1400 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR(VPH) •Note:116 vph applies as the lower threshold volume for a minor-street or♦f•:,a:h w ttit iv-cr m re tan tve and&)vph Sa the lower threslx,kl vom lue for a minor-etraat Approach with one lane, Figure 4G 2- Warrant 2,Four-Hour Vehicular Volume(70 a Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 kmfi OR ABOVE40 mph ON MAJOR STREET) ic 400 L 2 2 OR MORE LANES.L 2 OR MCRE LANES 300 2 OR MORE LANES&1 LANE 20D i LANE L t LANE CCW 23 29 too CE •a0 *60 C7 S 200 300 400 600 wo 700 ao3 aw 1000 MAJOR STREET TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR(VPH) 'Note:80 vph applies as the lowerthreehold volume fora minor-streat approach with two or more knee and 60 vph applies as the lower threshold volume fora minor-sheet approach With one lane. 'Minimum criteria satisfied for No N:\2947\011—Bozeman#I\TrafEcData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_2011.x1s Printed On: 10/18/2011 r� MOR ISON AA NWER1.E.lw Page 4/12 Warrant #3: Peak Hour Does this intersection experience peaking traffic from office office complexes, manufacturing plants, industrial complexes, high-occupancy vehicle facilities, or similar facilities that discharge a large number of vehicles over a short period of time (Yes or No)? Yes Conclition A.1: Stopped Time Dglay on Minor Street Approach Total Stopped Time Delay Condition A.1 - Stopped Time Delay on on Higher Volume Minor Street Approach Minor Street Approach Warrant Minimum' 1.50 veh-hrs 4 veh-hrs 'Warrant minimum delay determined from Part A.1 of Warrant#3 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.1? No Total Peak Hour Vehicles Condition A.2 -Vehicular Volume on on Higher Volume Minor Street Approach Minor Street Approach Warrant Minimuma 95 vph 100 vph 'Warrant minimum volume determined from Part A.2 of Warrant#3 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.2? No Condition A.3: Total Intersection Enterinq Volume Total Peak Hour Condition A.3 -Total Vehicular Volume Entering Volume Entering Intersection During Peak Hour at Intersection Warrant Minimum' 1,246 vph 650 vph 'Warrant minimum volume determined from Part A.3 of Warrant#3 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.3? Yes • • • • • • K - • ` • • • Peak Hour Entering Volumes Warrant Minimum Volumes VPH at Intersection (VPH) ■ 100%a 70%0 Total Number of Major Street = 1,151 - - Qualifying Hours Max Minor Approach = 95 235 N/A 'Warrant minimum volumes determined from Figure 4C-3 in the Manual on Uniform Traffic Control Devices,2009 Edition. 'Warrant minimum volumes determined from Figure 4C-4 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition B? No N:\2947\011—Bozeman#1\TrafRcData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave—Existing-Conditions-2011.xis Printed On: 10/18/2011 Ad AM v MOIUSON J ..,:41A ERLE iv Page 5/12 Rgtiur+e 4C-3. Warrant 3, Peak Hour _ 600 a. } sae 2 OR MORE LAN EZ&2 FOR MORE LANES W400 W i t DR MORE LANES &1 LANE ur wo - W 51 LAME&1 LANE _3 � 200 �' '160 W 100 •too 2 440 Boo 6oao Too 800 9w 1 000 1 i oo 1200 130Q 1400 1500 low 174a iao0 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOAR (VPH) 'Note:150 vph applies as the lowerthresh4ld volume for a minor-street approach with iwa or more lanes and 1001 vph applies as the lower threshold volume fors,minor-strest approach with one lane, Figure 4C.4. Warrant A Peak Hour(7 Factor) (COMMUNITY LESS THAN 10,000 POPLnATifON OR ABOVE TO krt(b 0 R ABOVE 40 mph ON MAJ0A STREM x qqp 2 OR MORE LANES dl2 OR M£7RE LANES �u 20 MORE LANES&1 LANE J"r� 300 l 4 1 LANE&1 LANE Q 2 200 — J 20 100 '100 w 176 x x 300 400 1500 coo 700 Boa Sae 1000 1100 12ao 1300 MAJOR STREET—TOTAL OF BOTH APP ROACHES— VEHICLES PER HOUR P H) `Nats:100 vph applies as the lower th reshold volume for a minor-s"et apprce h with tvra or more kme and 75 vph applies as the lower threshold volume for a m kmr-street approach with are lane. satisfiedMinimum criteria for Warrant #3? No N:\2947\011—Bozeman#1\TralFcData\Signal Warrant Analyses\E-Main-SttN-Broadway-Ave—Existing-Conditions-2011.As Printed On: 10/18/2011 �� MOMUSON I i A NL6dERLE.tvc. Page 6/12 Warrant #4: Pedestrian Volume If installed, would the proposed traffic signal restrict the progressive movement of traffic on the major street based on a distance of 650 ft to the nearest traffic signal on the major street (Yes or No)? No • • • ' Pedestrian •lume Crossinq the MaLorSte—et Condition A- Pedestrian volume crossing Fourth Highest the Major Street Total Number of Pedestrian Volume (PPH) Four-Hour Warrant Minimum Volumes Qualifying Hours Major Street Volume = 546 100%' 70%" Pedestrian Volume = 1 322 Peds N/A Peds 0 'Warrant minimum volumes determined from Figure 4C-5 in the Manual on Uniform Traffic Control Devices,2009 Edition. bWarrant minimum volumes determined from Figure 4C-6 in the Manual on Uniform Traffic Control Devices.2009 Edition. Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume TOTAL OF ALL PEDESTRIANS CROSSING NWOR STREET- PEDESTRIANS 2co PER HOUR (PPH) 100 3ur, =0n E00 DX 7CC &Do 4A 1000 1101 12X 13 D 14C0 MAJOR STREET—TOTAL OF EOTH APPROACHES— VEHICLES PER HOUR (wrPH) 'Wot>:: 10;Fph applies as the Ivver threshold volume_ Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (700"0 Factor) 400 30' TOTAL OF ALL PEDESTRIANS CROSSING kiAJOR STREET- "0 PEDESTRIANS PER HOUR (PPH) 100 200 3Z.0 400 5co 603 700 800 3�J 1; 0 MAJOR STREET—TOTAL OF EOTH APPROACHES-- VEHICLES PER HOJR (VPH) 'Note:75 p h applies as the lrywer threstrold volume. N:\2947\011—Bozeman#I\TrafficData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_2011.xls Printed On: 10/18/2011 sI ..a h10MMKlN A-A Page 7/12 ,NWERLE.iv� Is the criteria satisfied for Warrant #4 - Condition A? NO Condition B: Pedestriian Peak Hour Condition B - Pedestrian Peak Hour Volume Peak Hour Entering Volumes Crossing the Major Street Total Number of at Intersection (PPH) © One-Hour Warrant Minimum Volumes Qualifying Hours Major Street = 1,251 1000/01, 70% Peak Pe Vo ume = 8 199 Peds e s 0 aWarrant minimum volumes determined from Figure 4C-7 in the Manual on Uniform Traffic Control Devices,2009 Edition. "Warrant minimum volumes determined from Figure 4C-8 in the Manual on Uniform Traffic Control Devices,2009 Edition. Figure 4C-7. Warrant 4, Pedestrian Peak Hour :uo :oo TOTAL OF ALLo PEDESTRIANS CROSSING 400 NULIOR STREET- PEDESTRIANS � PER HOUR (PPH) 200 303 400 SW 6W 700 800 9W 1D_0 1100 1200 13D] 1400 1 OZ, 1=00 17D) 18D_ NIAJOR STREET—TCr AL OF EOTH APPROACHES— VEHICLES PER HGUR f`u'P14) 'Note: 133 pph applies as,the rower threshold volume. Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70% factor) a.c TOTAL OF ALL PEDESTRIANS s_o C ROSS I,PvG NIAJOR STREET- PEDESTRIANS 2-c PER HIOUR (PPH) 300 »00 5_U ECCI 7D_' E•A 900 1coo 1100 12100 %4AJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR {VPH) 'Note:93 pph applies as!he lower 1hreshorc-4 o:,lurne- Is the criteria satisfied for Warrant #4 - Condition B? NO satisfiedMinimum criteria for Warrant #4? No IV:\2947\011—Bozeman#I\TrafBcData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_20ll.xls Printed On: 10/18/2011 A� MOMSON AA �NWERLE.Lm. Page 8/12 Warrant #5: School Crossing Is the proposed traffic signal located at an established Application of Traffic Signal Warrant#5: school crossing location (Yes or No)? No School Crossing Not Justified Number of Adequate Gaps and Warrant Minimums Students During Crossing Period Adequate Gaps° I Number of Students° Xing Period min = N/A Adequate Gaps = N/A N/A Number of Students= N/A N/A aWarrant minimum gaps determined from Section 4C.06 and Section 7A.03 in the Manual on Uniform Traffic Control Devices, 2009 Edition. 'Warrant minimum students determined from Section 4C.06 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #5? No Have remedial measures been implemented such as warning signs and flashers, school speed zones, school Application of Signal Warrant#5: School crossing guards, or a grade-separated crossing (Yes or No)? No Crossing Not Recommended satisfiedMinimum criteria for Warrant #5,? No N:\2947\011—Bozeman#1\Tra1Rc Data\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_2011.xls Printed On: 10/18/2011 A ..A MO iWGIR1SON Page 9/12 Ad.d FRLL,iw Warrant #6: Coordinated Signal System Is the proposed traffic signal located within an existing roadway network with a coordinated signal system (Yes or No)? Yes What would be the resultant spacing, in feet, of traffic Application of Signal Warrant#6: control signals if the proposed signal were installed? 650 Coordinated Signal System Not Justified If the existing roadway network has a coordinated signal system, is the roadway: A. A one-way street or a street that has traffic predominantly in one direction? or B. A two-way street? ,Condition •ne-Way Street Traffic Control Signal SgggLing If the existing roadway is a one-way street, are the adjacent traffic control signals so far apart that they do not provide the necessary degree of vehicular Application of Traffic Signal Warrant#6: platooning (Yes or No)? No Coordinated Signal System Not Justified Is the criteria satisfied for Warrant #6 - Condition A? No • • • • M - • • . •. . •. - - • •- • If the existing roadway is a two-way street, are the adjacent traffic control signals so far apart that they do not provide the necessary degree of vehicular platooning and the proposed and adjacent traffic control signals will collectively provide a progressive Application of Traffic Signal Warrant#6: operation (Yes or No)? No Coordinated Signal System Not Justified Is the criteria satisfied for Warrant #6 - Condition B? No Minimum criteria satisfied for Warrant #6? No N:\2947\011—Bozeman#1\Traffic Data\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions-2011.xls Printed On: 10/18/2011 .:A h10fUSON AA NWERLL.ivc. Page 10/12 Warrant #7: Crash Experience Condition Has an adequate trial of alternatives been completed with satisfactory observance and enforcement that has failed to reduce the crash frequency (Yes or No)? No Is the criteria satisfied for Warrant #7 - Condition A? No 'Condition B: Reported Number of Crashes Correctable b Reported number of crashes, of types susceptible to correction by a traffic control signal,that have occurred within a 12-month period, each crash involving personal injury or property damage apparently exceeding the Warrant applicable requirements for a reportable crash. Mini muma 0 crash(es) 5 crashes 'Warrant minimum crashes determined from Part B of Warrant#7 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #7 - Condition B? No Condition C:� Eight-Hour Vehicular Volumes or Pedestrian Vol'urnes Condition A - Minimum Vehicular Volume Eighth Highest Warrant Minimum Volumes (VPH)' Total Number of Vehicular Volume(VPH) 80% 56% Qualifying Hours Major Street = 976 480 N/A DO Max Minor Approach = 95 120 N/A 'Warrant minimum volumes determined from Table 4C-1,Condition A,in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition B- Interruption of Continuous Traffic Eighth Highest Warrant Minimum Volumes(VPH)' Total Number of Vehicular Volume (VPH) 80% 56% Qualifying Hours Major Street = 976 720 N/A 11 Max Minor Approach = 95 60 N/A 'Warrant minimum volumes determined from Table 4C-1,Condition B,in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition A - Pedestrian Volume Crossing Fourth Highest Hourly the Major Street Total Number of Pedestrian Volume Four-Hour Warrant Minimuma Qualifying Hours 1 Peds 258 Peds I 'Warrant minimum volumes determined from Part A of Warrant#4 in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition A - Pedestrian Volume Crossing Highest Hourly the Major Street Total Number of Pedestrian Volume One-Hour Warrant Minimum" Qualifying Hours 8 Peds 159 Peds 'Warrant minimum volumes determined from Part A of Warrant#4 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #7 - Condition C? Yes Minimum criteria satisfied for Warrant #7? No N:\2947\0I1—Bozeman#1\Traffic Data\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions-2011.xls Printed On: 10/18/2011 Ad -aW A MORRISONAA kWERLE.iv Page 11/12 Warrant #8: Roadway Network Is the proposed traffic signal located at the intersection Application of Traffic Signal Warrant#8: of two or more major routes (Yes or No)? No Roadway Network Not Justified A major route as used in this signal warrant shall have one or more of the following characteristics: A.It is part of the street or highway system that serves as the principal roadway network for through traffic flow; or B.It includes rural or suburban highways outside,entering,or traversing a City;or C.It appears as a major route on an official plan,such as a major street plan in an urban area traffic and transportation study. �Condition A: Peak Hour Volume and 5-Year Projected Volumes Total Peak Hour Condition A -Total Vehicular Volume Entering Volume Entering Intersection During Peak Hour Total Number of at Intersection Warrant Minimuma Qualifying Hours 1,246 v h N/A vph 0 aWarrant minimum volume determined from Part A of Warrant#8 in the Manual on Uniform Traffic Control Devices,2009 Edition. Does the intersection have 5-year projected traffic volumes, based on an engineering study, that meet Estimated Average Annual one or more of Warrants 1, 2, and 3 during an Growth Rate Percentage average weekday? F—ye7s7l 0.500/0 Is the criteria satisfied for Warrant #8 - Condition A? No Condition 13: Five-Hour Nonnormal Business Day (Saturday or Sunday) Volumes Does the intersection have existing or immediately projected entering volumes of at least 1,000 vehicles per hour for each of any 5 hours of a nonnormal business day (Yes or No)? Is the criteria satisfied for Warrant #8 - Condition B? No Mir nimum criteria satisfied for Warrant #8? No NA2947\011—Bozeman#1\Traf cData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_2011.xIs Printed On: 10/18/2011 A --A MOMSON 4A '4WERLE.iw. Page 12/12 Warrant #9: Intersection Near a Grade Crossing Not Evaluated N:\2947\011—Bozeman##1\Traf£cData\Signal Warrant Analyses\E-Main-SttN-Broadway-Ave_Existing-Conditions_2011.x1s Printed On: 10/18/2011 RLE PageSl/S1 Traffic Signal Warrant Evaluation Intersection of East Main Street & North Broadway Avenue Analysis Case: Existing Conditions with No Right Turns MMI Project Number: 2947.011.010.000314 Traffic • '• Warrant #1: Eight-Hour Vehicular Volume No Warrant #2: Four-Hour Vehicular Volume No Warrant #3: Peak Hour No Warrant #4: Pedestrian Volume No Warrant #5: School Crossing No Warrant #6: Coordinated Signal System No Warrant #7: Crash Experience No Warrant #8: Roadway Network No Warrant #9: Intersection Near a Grade X-ing Not Evaluated Traffic Control S ignal '• No Notes ► Comments N:\2947\0ll—Bozeman#I\Trafc Data\Signal Warrant Analyses\E-Main-St+N-Broadwav-Ave_Existing+-Conditions_No-RT.xls Printed On: 10/18/2011 A m w- Page 1/12 Traffic Signal Warrant Evaluation Intersection of East Main Street & North Broadway Avenue Analysis Case: Existing Conditions with No Right Turns MMI Project Number: 2947.011.010.000314 Background Intersection Information iMajor Roadway: East Main Street Posted or 85%Speed: 25 mph (Posted) Community with a Approach Lanes: 2 population less than Distance to Nearest 10,000 or speeds Traffic Signal: 650 ft (Wallace Avenue) above 40 mph on the major street? Minor Roadway: North Broadway Avenue (Y or N) N Posted or 85%Speed: 25 mph (Posted) Approach Lanes: 1 Total Number of Approaches: 3 Traffic Count Data Collected From: 9/19/2011 to 9/21/2011 Traffic Count Data Hour Beginning Roadway 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 East Main Street EB 40 25 16 18 13 45 139 326 East Main Street WB 45 22 13 14 16 23 82 220 Broadway Pe S X-ing Major Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 1 Major Street Totals 85 47 29 32 29 68 221 546 Max Minor Approach 3 2 1 1 1 1 19 31 Total Entering Volumel 88 1 49 1 30 1 33 1 30 1 69 1 240 1 577 Hour Beginning Roadway 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 East Main Street EB 490 430 451 463 525 592 543 536 East Main Street WB 461 494 497 513 626 549 516 553 Broadway .. .0 53 53 50 50 48 Pe s X-ing Major 7 1 Not Counted Not Counted I Not Counted Not Counted Not Counted Not Counted Not Counted Major Street Totals 951 924 948 976 1,151 1,141 1,059 1,089 Max Minor Approach 50 44 40 53 53 50 50 48 Total Entering Volurnel 1,001 1 968 1 988 1,029 1,204 1,191 1,109 1,137 Hour Beginning Roadway 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 East Main Street EB 594 620 505 373 299 186 126 56 East Main Street WB 657 669 526 323 224 141 82 55 Broadway Peds X-ing Major 1 8 3 Not Countedl Not Countedl Not countedl Not Counted Not counteal Not Counted Major Street Totals 1,251 11289 1,031 696 1 523 327 1 208 ill Max Minor Approach 58 47 46 1 32 1 23 13 1 7 3 Total Entering Volumel 1,309 1 1,336 1 1,077 1 728 1 546 1 340 1 215 114 NA2947\01 I—Bozeman#t\Traf£c Data\Signal Warrant Analyses\E-Main-SttN-Broadway-Ave_Existing-Conditions_No-RT.As Printed On: 10/18/2011 i� MOMSON ■A M NWEW.E.1x Page 2/12 Warrant #1: Eight-Hour Vehicular Volume Eight Highest Vehicular Volume Hours 1 2 3 4 5 6 7 8 Hour Beginning 17:00 16:00 12:00 13:00 15:00 14:00 18:00 11:00 Major Street Total 1,289 1,251 1,151 1,141 1,089 1,059 1,031 976 Max Minor Approach 47 58 53 50 48 50 46 53 Total Entering Volumel 1,336 1 1,309 1,204 1,191 1,137 1,109 1,077 1,029 Condition Volume Eighth Highest Warrant Minimum Volumes(VPH)a Vehicular Volume (VPH) 1000/0 1 70% Total Number of Major Street = 976 600 N/A Qualifying Hours Max Minor Approach = 53 150 N/A "Warrant minimum volumes determined from Table 4C-1,Condition A,in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #1 - Condition A? No "Condition 13: Interruption of Continuous Traffic Eighth Highest Warrant Minimum Volumes(VPH)' Vehicular Volume (VPH) 100% 70% Total Number of Major Street = 976 900 N/A Qualifying Hours Max Minor Approach = 53 75 N/A 0 "Warrant minimum volumes determined from Table 4C-1,Condition B,in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #1 - Condition B? No Is the criteria satisfied for Warrant #1 - Conditions A or B? No Has there been an adequate trial of alternatives that could cause less delay and inconvenience to traffic that has failed to solve intersection traffic problems (Yes or No)? No Combination of Conditions Not Warranted Condition A- Minimum Vehicular Volume Eighth Highest Warrant Minimum Volumes VPH)a Total Number of Vehicular Volume (VPH) 80% 56% Qualifying Hours Ma or Street = 976 N/A N/A DO Max Mjinor Approach = 53 N/A N/A "Warrant minimum volumes determined from Table 4C-1,Condition A,in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition B- Interruption of Continuous Traffic Eighth Highest Warrant Minimum Volumes(VPH)" Total Number of Vehicular Volume(VPH) 80% 56% Qualifying Hours Major Street= 976 N/A N/A [ 0 Max Minor Approach = 53 N/A N/A "Warrant minimum volumes determined from Table 4C-1,Condition B,in the Manual on Uniform Traffic Control Devices.2009 Edition. Is the criteria satisfied for Warrant #1 - Combination of Conditions A& B? No Minimum criteria satisfied for Warrant #1? NO N:\2947\011—Bozeman#I\Tra1$CData\SignalWarrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 r .,M h1OWJSON Page 3/12 ,WA NWERLE.ivc g Warrant #2: Four-Hour Vehicular Volume Four Highest Vehicular Volume Hours to 2• 1 30 40 Hour Beginning 17:00 16:00 1 12:00 13:00 Ma or Street Total 1,289 1,251 1,151 1,141 Max Minor Approach 47 58 53 50 Total Entering Volume 1,336 1,309 1,204 1,191 Fourth Highest Warrant Minimum Volumes(VPH) Vehicular Volume (VPH) 100%13 70V Total Number of Major Street = 1141 - - Oualifying Hours Max Minor Approach = 50 115 N/A F 0 "Warrant minimum volumes determined from Figure 4C-1 in the Manual on Uniform Traffic Control Devices,2009 Edition. bWarrant minimum volumes determined from Figure 4C-2 in the Manual on Uniform Traffic Control Devices.2009 Edition. Figure AC-l. Warrant 2,Four-Hour WhtcularVolume z } 600 T 2 OR MORE LANES&2 OR hk'.IRE LANES p400 2 OR MORE LANES&1 LANE CL / A LANE&1 LANE 300 cc rn 23 200 �o •716 100 �60 F - F I , s 300 400 ow too 700 600 900 1000 1100 1200 IWO 1a00 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR(VPH) 'Ncts:115 vph applies as the kwer lhteehoid volume fora mYtor-street 4pira„h wNi two cf aura lan.,e arn:1 80 vph arpli r,as the lower thresh.nYJ whirr._fora minor-street approach with one lane. Figure 4C 2 Warrant 2,Four-Hex Vehicular Voltmne(70%Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 kmrh OR ABOVE 40 mph ON MAJOR STREET) a 400 S 2 OR MORE LAN ES&2 OR MORE LANE S 300 w 2 OR MORE LANES&t LANE j 200 1 LANE A 1 LANE �w g a3o S t00 et 'BB S '60 C7 T 200 300 400 SOO too 700 aw SOO 1000 MAJOR STREET TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR(VPH) 'Note:BO vph applies as the brrer threshold volume for a rnlnor-strest approach wbh two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane, ' Minimum criteria satisfied • • N:\2947\011—Bozeman##1\Traffic Data\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions—No-RT.xls Printed 0n: 10/18/2011 r MWOSON AAA IaWERLE.w. Page 4/12 Warrant #3: Peak Hour Does this intersection experience peaking traffic from office office complexes, manufacturing plants, industrial complexes, high-occupancy vehicle facilities, or similar facilities that discharge a large number of vehicles over a short period of time (Yes or No)? Yes Condition A.1: Stopped Time Delay on Minor Street Approac Total Stopped Time Delay Condition A.1 -Stopped Time Delay on on Higher Volume Minor Street Approach Minor Street Approach Warrant Minimuma 1.06 veh-hrs 4 veh-hrs aWarrant minimum delay determined from Part A.1 of Warrant#3 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.1? No Total Peak Hour Vehicles Condition A.2 -Vehicular Volume on on Higher Volume Minor Street Approach Minor Street Approach Warrant Minimuma 58 vph 100 vph aWarrant minimum volume determined from Part A.2 of Warrant#3 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.2? No ,Condition A.3: Total Intersection Entg��me Total Peak Hour Condition A.3 -Total Vehicular Volume Entering Volume Entering Intersection During Peak Hour at Intersection Warrant Minimuma 1,309 vph 650 vph aWarrant minimum volume determined from Part A.3 of Warrant#3 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.3? Yes Peak Hour Entering Volumes Warrant Minimum Volumes VPH at Intersection (VPH) ■ 100%a 70%° Total Number of Major Street = 1,251 - - I Quali ing Hours Max Minor Approach = 58 204 N/A 0 aWarrant minimum volumes determined from Figure 4C-3 in the Manual on Uniform Traffic Control Devices,2009 Edition. bWarrant minimum volumes determined from Figure 4C-4 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #3 - Condition B? No NA2947\O11—Bozeman#1\Traffic Data\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions—No-RT.xls Printed On: 10/18/2011 Ad ,0 M h1010q-0N Pa e 5/12 /i NIMERLL.ik g 600 a 500 __,.,2 08 MORE LAN E6&2 OR G10RE LANES f uj a 400 2 OR MORE LANES &i LANE 0`� 300 w 1 LANE#1 LANE 200 "160 w iaa •1aa _ ■ Q 400 600 600 700 800 600 io4o 1,100 12Do 13M 14W 16Do t600 17M 1600 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR PH) 'Note:i 50 vph applies as the lower threshold volume for a minor-street approach with two or more lanes arid 100 vph applies as the lower threshold volume for a minor-street approach with one lane. Flqure 4C4. Warrant A Flak Hour(70 Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 70 krttlh 0 R ABOVE 40 mph ON MAJOR STREET) a. I I I 400 2 OR MORE LANES&2 OR MCIRE LANES w 2 OR MORE LANES&i LANE Cr 3- 300 d i LANE&1 LANE xw 02 2W �J '100 w 100 x v 300 400 60o 600 700 800 90o 1o00 110D 1200 13M MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) 'Note:100 vph applies as the lower th reshold volume far a minor-afteet approach with two or more kma and 75 vph applies as the lower threshold volume for a m hor--street approach with ors lane, satisfiedMinimum criteria for Warrant #3? No N:\2947\011—Bozeman#l\TraffcData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 r MOMSON i/ hWERU.isc Page 6/12 Warrant #4: Pedestrian Volume If installed, would the proposed traffic signal restrict the progressive movement of traffic on the major street based on a distance of 650 ft to the nearest traffic signal on the major street (Yes or No)? No Condition A - Pedestrian Volume Crossing Fourth Highest the Major Street Total Number of Pedestrian Volume (PPH) Four-Hour Warrant Minimum Volumes Qualifying Hours Major Street Volume = 546 100%01 70%° Pedestrian Volume = 1 322 Peds I N/A Peas 0 aWarrant minimum volumes determined from Figure 4C-5 in the Manual on Uniform Traffic Control Devices,2009 Edition. 'Warrant minimum volumes determined from Figure 4C-6 in the Manual on Uniform Traffic Control Devices,2009 Edition. Figure 4C-5. Warrant 4, Pedestrian Four-Hour Volume J LhJ 400 TOTAL OF ALL PEDESTRIANS 3cr CROSSING MAJOR STREET- PEDESTRIANS 20o PER HOUR (PPH) 100 0''. 30D 400 500 600 _P00 Wo 9C0 1000 11 Dr.- 1200 130Q 1433 MAJOR STREET—TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) 'Note:107 p+ph applies as the Ir-wer threshold volume- Figure 4C-6. Warrant 4, Pedestrian Four-Hour Volume (70% Factor) 4:)o 30y1 TOTAL OF ALL PEDESTRIANS CROSSING MAJOR STREET- 200 - PEDESTRIANS PER HOUR (PPH) 100 2C0 3i:0 400 E-A 6c* 700 803 =0D 1 It:u MAJOR STREET TOTAL OF BOTH APPROACHES— VEHICLES PER HOUR (VPH) 'Note:75 pph applies as the ruejer threshold volume. N:\2947\011—Bozeman#1\Traffic Data\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 Ad -dAJ N1010SONAAA MAJEFIL.ii�- Page 7/12 Is the criteria satisfied for Warrant #4 - Condition A? No • • • C Pedestrian Peak Hour Condition B - Pedestrian Peak Hour Volume Peak Hour Entering Volumes Crossing the Major Street Total Number of at Intersection (PPH) o One-Hour Warrant Minimum Volumes Qualifying Hours Major Street = 1,251 100%a 70% Peak Ped Volume = 8 Peas e s 0 aWarrant minimum volumes determined from Figure 4C-7 in the Manual on Uniform Traffic Control Devices,2009 Edition. bwarrant minimum volumes determined from Figure 4C-8 in the Manual on Uniform Traffic Control Devices,2009 Edition. Figure 4C-7. Warrant 4, Pedestrian Peak Dour 70 _ADD TOTAL OF ALL Foc PEDESTRIANS CROSSING 400 NIA-IOR STREET- PEDESTRIANS 300 PER HOUR (PPH) 20C 1�. lots =71 XID 400 50D r".00 7:0 80D WO 1 OrX 11 DO 1200 1:3DD 1400 15W 1600 17DD I K)"D NIAJOR STREE i—TO:A1 OF BOTH APPROACHES— VEHICLES PER HOUR {VP14) 133 pph applies as the Iawer thresh6d volume. Figure 4C-8. Warrant 4, Pedestrian Peak Hour (70iOro Factor) S X .u;u TOTAL OF ALL PEDESTRIANS 3cc CROSSING h1A_IOR STREET- PEDESTRIANS 2ce PER HOUR(PPH) F10� g0• 7 �__rj 300 Er 0 600 r'l}.D ErX 300 iC00 110D 12'_C %4A.'OR STREET—TOTAL OF BOTH APPROACHES— VEHI,CLES PER HOUR Cu'PH) 'Note:93 pph applies as the"wc-r threshold v_lurne. Is the criteria satisfied for Warrant #4 - Condition B? No Minimum criteria satisfied for Warrant #4? No N:\2947\0l1—Bozeman#I\TrafcData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.As Printed On: 10/18/2011 i�MORRISON AM MAIERLL:.uic. Page 8/12 Warrant #5: School Crossing Is the proposed traffic signal located at an established Application of Traffic Signal Warrant#5: School crossing location (Yes or No)? No School Crossing Not Justified Number of Adequate Gaps and Warrant Minimums Students During Crossing Period Adequate GapsaI Number of Students" X-ing Period (min) N/A Adequate Gas = N/A N/A Number of Students = N/A /' N/A aWarrant minimum gaps determined from Section 4C.06 and Section 7A.03 in the Manual on Uniform Traffic Control Devices,2009 Edition. 'warrant minimum students determined from Section 4C.06 in the Manual on Uniform Traffic Control Devices.2009 EdiEon. Is the criteria satisfied for Warrant #5? NO Have remedial measures been implemented such as warning signs and flashers, school speed zones, school Application of Signal Warrant#5: School crossing guards, or a grade-separated crossing (Yes or No)? No Crossing Not Recommended FWinimum criteria satisfied for Warrant #5? No NA2947\011—Bozeman#1\TrafFcData\Signai Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 i� MORRISON AM MAIERM.Lsc Page 9/12 Warrant #6: Coordinated Signal System Is the proposed traffic signal located within an existing roadway network with a coordinated signal system (Yes or No)? Yes What would be the resultant spacing, in feet, of traffic Application of Signal Warrant#6: control signals if the proposed signal were installed? 650 Coordinated Signal System Not Justified If the existing roadway network has a coordinated signal system, is the roadway: A. A one-way street or a street that has traffic predominantly in one direction? or B. A two-way street? Condition A: One-Way Street Traffic Control Signal S12acing If the existing roadway is a one-way street, are the adjacent traffic control signals so far apart that they do not provide the necessary degree of vehicular Application of Traffic Signal Warrant#6: platooning (Yes or No)? No Coordinated Signal System Not Justified Is the criteria satisfied for Warrant #6 - Condition A? NO IRTIM If the existing roadway is a two-way street, are the adjacent traffic control signals so far apart that they do not provide the necessary degree of vehicular platooning and the proposed and adjacent traffic control signals will collectively provide a progressive Application of Traffic Signal Warrant#6: operation (Yes or No)? No Coordinated Signal System Not Justified Is the criteria satisfied for Warrant #6 - Condition B? NO Minimum criteria satisfied for Warrant #6? No N:\2947\01I—Bozeman#1\TraOiCData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 Ad 'AiI LWEI L.Iv Page 10/12 Warrant #7: Crash Experience • N • of Alternatives Has an adequate trial of alternatives been completed with satisfactory observance and enforcement that has failed to reduce the crash frequency (Yes or No)? No Is the criteria satisfied for Warrant #7 - Condition A? No "Condition BReported N-Umb&of • r. • - by • • Signal Reported number of crashes, of types susceptible to correction by a traffic control signal, that have occurred within a 12-month period, each crash involving personal injury or property damage apparently exceeding the Warrant applicable requirements for a reportable crash. Minimuma 0 crash(es) 5 crashes aWarrant minimum crashes determined from Part B of Warrant#7 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #7 - Condition B? No Condition C: Eight-Hour Vehicular Volumes or Pedestrian Volumes Condition A- Minimum Vehicular Volume Eighth Highest Warrant Minimum Volumes (VPH)a Total Number of Vehicular Volume (VPH) 80% 56% Qualifying Hours Major Street = 976 480 N/A 0 Max Minor Approach = 53 120 N/A aWarrant minimum volumes determined from Table 4C-1,Condition A,in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition B- Interruption of Continuous Traffic Eighth Highest Warrant Minimum Volumes(VPH)a Total Number of Vehicular Volume(VPH) 80% 56% Qualifying Hours Major Street = 976 720 N/A 0 Max Minor Approach = 53 60 N/A aWarrant minimum volumes determined from Table 4C-1,Condition B,in the Manual on Uniform Traffic Control Devices.2009 Edition. Condition A - Pedestrian Volume Crossing Fourth Highest Hourly the Major Street Total Number of Pedestrian Volume Four-Hour Warrant Minimuma Qualifying Hours 1 Peds 258 Peds f 0 aWarrant minimum volumes determined from Part A of Warrant#4 in the Manual on Uniform Traffic Control Devices,2009 Edition. Condition A- Pedestrian Volume Crossing Highest Hourly the Major Street Total Number of Pedestrian Volume One-Hour Warrant Minimuma Qualifying Hours 8 Peds 159 Peds 10 aWarrant minimum volumes determined from Part A of Warrant#4 in the Manual on Uniform Traffic Control Devices,2009 Edition. Is the criteria satisfied for Warrant #7 - Condition C? No Minimum criteria satisfied for Warrant #7? No NA2947\011—Bozeman#1\Traf&cData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 i i RR1 MO50N iA _ hWER,isc, Page 11/12 Warrant #8: Roadway Network Is the proposed traffic signal located at the intersection Application of Traffic Signal Warrant#8: of two or more major routes (Yes or No)? No Roadway Network Not Justified A major route as used in this signal warrant shall have one or more of the following characteristics: A. It is part of the street or highway system that serves as the principal roadway network for through traffic flow;or B.It includes rural or suburban highways outside,entering,or traversing a City;or C.It appears as a major route on an official plan,such as a major street plan in an urban area traffic and transportation study. Condition A: Peak Hour Volume and 5-Year Projected Volumes Total Peak Hour Condition A -Total Vehicular Volume Entering Volume Entering Intersection During Peak Hour Total Number of at Intersection Warrant Minimuma Qualifying Hours 1,309 vph N/A vph 0 aWarrant minimum volume determined from Part A of Warrant#8 in the Manual on Uniform Traffic Control Devices,2009 Edition. Does the intersection have 5-year projected traffic volumes, based on an engineering study, that meet Estimated Average Annual one or more of Warrants 1, 2, and 3 during an Growth Rate Percentage average weekday? No 0.50% Is the criteria satisfied for Warrant #8 - Condition A? No Condlition 13: Five-Hour Nonnorimal Business Day (Saturday or Sundgy) Volumes Does the intersection have existing or immediately projected entering volumes of at least 1,000 vehicles per hour for each of any 5 hours of a nonnormal business day (Yes or No)? Is the criteria satisfied for Warrant #8 - Condition B? No Minimum criteria satisfied for Warrant #8? No N:\2947\011—Bozeman#1\Traf}icData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 An MORRISON AAA NWERLE.ivc Page 12/12 Warrant #9: Intersection Near a Grade Crossing Not Evaluated N:\2947\011—Bozeman#I\TraRicData\Signal Warrant Analyses\E-Main-St+N-Broadway-Ave_Existing-Conditions_No-RT.xls Printed On: 10/18/2011 APPENDIX F MITIGATION MEASURES MORRISON A jidl MAIERLE,INC. An Employee-Owned Company MORMSON AI-1 MERLE,INC. An Employee-Owned Company APPENDIX F- I Existing Conditions TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Intersection E Main St/N Broadway Ave Agency/Co. Morrison-Maierle. Inc. Jurisdiction MDT/City of Bozeman Date Performed 9122,12011 Analysis Year Turn Lane Addition Analysis Time Period PM Peak Period Project Description Town Pump-Bozeman/East Main Stree(MMI No. 2947011) East/West Street: East Main Street US 191 North/South Street: North Broadway Avenue Intersection Orientation: East-West IStudv Period hrs): 0.25 FPercent Volumes and Adjustments eet Eastbound Westbound t 1 2 3 4 5 6 L T R L T R eh/h) 88 643 635 111 r Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 w Rate, HFR 100 730 0 0 721 126 eavy Vehicles 2 1 0 -- (Median Type Undivided IPT Channelized 0 0 Lanes 0 2 0 0 2 0 Configuration LT T T TR Upstream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume (veh/h) 56 45 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR 0 0 0 63 0 51 veh/h) Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade(%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Confi uration I L R Dela , Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration LT L R V(veh/h) 100 63 51 C(m) (veh/h) 776 124 611 v/c 0.13 0.51 0.08 95%queue length 0.44 2.36 0.27 Control Delay(s/veh) 10.3 60.8 11.4 ILOS B F B Approach Delay(s/veh) -- 38.7 .Approach LOS -- E Copyright©2007 University of Florida,All Rights Reserved HCS+TM Version 5.3 Generated: 10/17/2011 1:51 PM Town Pump - Bozeman I East Main Street Site TIS 10/17/11 Existing Conditions (2011) 16:28:19 Weekday, AM Peak Hour SIG NAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - E Main St & N Broadway Ave V/C 0.393 (Critical V/C 0.395) Control Delay 9.1 Level of Service A Sq 11 Phase 1 Phase 2 L North G/C=0.279 G/C=0.579 G= 19.5" G= 40.5" Y+R= 5.0" Y+R= 5.0" Off= 0.0% Off=35.0% C= 70 sec G= 60.0 sec = 85.7% Y=10.0 sec = 14.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Modell SB Approach 21.1 C+ R+ T+ L 12/1 0.146 0.279 263 361 86 1 0.238 21.1 1 *C+ 71 ft WB Approach 7.8 A R+ T 24/2 0.225 0.579 1783 1789 584 1 0.326 1 7.8 JAI 149 ft EB Approach 8.8 A T+ L 24/2 0.308 0.579 1401 1420 668 1 0.470 8.8 1*A 1 193 ft Town Pump - Bozeman I East Main Street Site TIS 10/17/11 Existing Conditions (2011) 16:29:52 Weekday, PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - E Main St & N Broadway Ave V/C 0.533 (Critical V/C 0.529) Control Delay 10.5 Level of Service B+ Sq 11 Phase 1 Phase 2 t No rth G/C=0.279 G/C=0.579 G= 19.5" G= 40.5" Y+R= 5.0" Y+R= 5.0" Off= 0.0% Off=35.0% C= 70 sec G= 60.0 sec = 85.7% Y=10.0 sec = 14.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Modell SB Approach 22.0 C+ R+ T+ L 12/1 0.165 0.279 262 360 108 0.300 22.0 *C+ 89 ft WB Approach 8.6 A R+ T 24/2 0.294 0.579 1786 1792 816 0.455 8.6 A 228 ft EB Approach 10.9 B+ T+ L 24/2 0.400 0.579 1277 1300 831 1 0.639 1 10.9 1*B+ 279 ft Am . MORRISON A A MAIERLE,INC. 6 An Employee-Owned Company APPENDIX F-2 Estimated 2012 Total Traffic with Full Access to East Main Street Town Pump - Bozeman I East Main Street Site TIS 10/14/11 Estimated 2012 Total Traffic - Full Access on Main Street 16:40:50 Weekday, AM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - E Main St & N Broadway Ave V/C 0.394 (Critical V/C 0.401) Control Delay 9.2 Level of Service A Sq 11 Phase 1 Phase 2 l_ t North G/C=0.279 G/C=0.579 G= 19.5" G= 40.5" Y+R= 5.0" Y+R= 5.0" Off= 0.0% Off=35.0% C= 70 sec G= 60.0 sec = 85.7% Y=10.0 sec = 14.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Modell SB Approach 21.2 C+ R+ T+ L 12/1 0.148 0.279 262 360 88 1 0.244 1 21.2 I*C+l 72 ft WB Approach 7.7 A R+ T 24/2 0.222 0.579 1786 1792 576 0.321 7.7 A 147 ft EB Approach 8.8 A T+ L 24/2 0.312 0.579 1387 1407 671 0.477 8.8 *A 195 ft Town Pump - Bozeman I East Main Street Site TIS 10/14/11 Estimated 2012 Total Traffic - Full Access on Main Street 16:38:57 Weekday. PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11) - Capacity Analysis Summary Intersection Averages for Int # 1 - E Main St & N Broadway Ave V/C 0.542 (Critical V/C 0.551) Control Delay 10.8 Level of Service B+ Sq 11 Phase 1 Phase 2 t No rth G/C=0.279 G/C=0.579 G= 19.5" G= 40.5" Y+R= 5.0" Y+R= 5.0" Off= 0.0% Off=35.0% C= 70 sec G= 60.0 sec = 85.7% Y=10.0 sec = 14.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Modell SB Approach 22.3 C+ R+ T+ L 712/1 0.169 0.279 287 387 126 0.326 22.3 1*C+ 99 ft WB Approach 8.6 A R+ T 24/2 0.293 0.579 1827 1832 831 0.454 8.6 A 1 229 ft EB Approach 11.3 B+ T+ L 24/2 0.411 0.579 1268 1292 853 1 0.660 1 11.3 1*B+ 290 ft MORRISON AA MAIERLE,iNc. � An Employee-Owned Company APPENDIX F-3 Estimated 2012 Total Traffic with Right-In, Right-Out Access to East Main Street Town Pump - Bozeman I East Main Street Site TIS 10/14/11 Estimated 2012 Total Traffic - Restricted Access on Main St 16:43:24 Weekday, AM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis SurntA l- Intersection Averages for Int # 1 - E Main St& N Broadway Ave V/C 0.407 (Critical V/C 0.438) Control Delay 9.6 Level of Service A Sq 11 Phase 1 Phase 2 4-1 �— t North G/C=0.279 G/C=0.579 G= 19.5" G= 40.5" Y+R= 5.0" Y+R= 5.0" Off= 0.0% Off=35.0% C= 70 sec G= 60.0 sec = 85.7% Y=10.0 sec = 14.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Modell SB Approach 22.3 C+ R+ T+ L 12/1 0.171 0.279 263 361 116 0.32-1 22.3 *C+ 97 ft WB Approach 7.7 A R+ T 24/2 0.222 0.579 1786 1792 576 0.321 7.7 A 147 ft EB Approach 9.0 A T+ L 24/2 0.322 0.579 1335 1356 671 0.495 9.0 *A 198 ft Town Pump - Bozeman I East Main Street Site TIS 10/14/11 Estimated 2012 Total Traffic - Restricted Access on Main St 16:46:09 Weekday. PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - E Main St & N Broadway Ave V/C 0.566 (Critical V/C 0.608) Control Delay 11.6 Level of Service B+ Sq 11 Phase 1 Phase 2 4 � No rth ---• G/C=0.279 G/C=0.579 G= 19.5" G= 40.5" Y+R= 5.0" Y+R= 5.0" Off= 0.0% Off=35.0% C= 70 sec G= 60.0 sec = 85.7% Y=10.0 sec = 14.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Modell SB Approach 23.7 C+ R+ T+ L 12/1 0.192 0.279 291 391 159 1 0.407 23.7 1*C+ 127 ft WB Approach 8.6 A R+ T 24/2 0.293 0.579 1827 1832 831 0.454 8.6 1 A 1 229 ft EB Approach 12.4 B+ T+ L T-24/2 0.436 0.579 1187 1213 854 1 0.704 1 12.4 1 *B+ 306 ft