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HomeMy WebLinkAbout04 - Traffic Impact Study - Bozeman Gateway 1 Traff*lc Impact St The Bozeman Gateway Mixed-Use Development Bozeman, Montana Prepared For. Mitchell Development And Investments, Great Falls, Montana February, 2004 W.O. No. 0262.200 T P�`�i � q _-25w _ YEARS f �gsSOC1A��S Prepared By: Robert Peccia &Associates, Helena, Montana tFEB 3 20nl Robert Peccia & February 20, 2004 Associates HAND DELIVERED Mr. Jim Skinner System Impact Action Supervisor T pF<<. Montana Department of Transportation Program &Policy Analysis Bureau Rail, Transit &Planning Division S 2701 Prospect Avenue gsSOct PO Box 201001 Helena, MT 59620-1001 Civil Transportation Re: Revised Traffic Impact Study(TIS) Submittal Environmental The Bozeman Gateway Engineers Dear Jim: P.O. Box 5653 825 Custer Avenue Transmitted with this letter please find five (5) copies of the revised Traffic Helena,MT 59604 Impact Study (TIS) prepared for "The Bozeman Gateway" mixed-use (406)447-5000 FAX(406)447-5036 development located in Bozeman, Montana. Ted Mitchell, the developer of www.rpa-hln.com the subject property, asked that we deliver these to you prior to the scheduled meeting on Monday,February 231a Please do not hesitate to contact us if you have any questions and/or need any additional information. Respectfully Submitted, ROBERT PECCIA &ASSOCIATES,INC. f Jeffrey A. Key,P.E. Manager,Traffic &Transportation Division cc: Mr. Rick Hixson, P.E. Ms.Debbie Arkell Mr. Andy Epple file 1 a Traffic Impact Study The Bozeman Gateway Mixed-Use Development Bozeman, Montana Prepared For: Mitchell Development and Investments, Great Falls, Montana February 2004 W.O. No. 0262.200 25, EARS S OC10►� Prepared By: Robert Peccia & Associates Helena, Montana Table of Contents I. Executive Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I II. General Project Description . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 III. Existing Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Existing Roadways . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Huffine Lane (SR 191) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Main Street(P-50) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Ferguson Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 Fowler Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 College Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 19th Avenue . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Babcock Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 23rd Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Garfield Street . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Study Intersections . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 Existing Transportation Plan . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Traffic Counts . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 Development in the Surrounding Area . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Traffic Safety . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 Level of Service . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Multi-Modal Considerations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 IV. Proposed Development . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 16 Proposed Roadway Layout . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . I . . . . . 16 Development Time Frame . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 V. Trip Generation and Assignment . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 17 New (Destination) Trips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Pass-by Trips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Internal (Shared) Trips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 Diverted Trips . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 19 Phase . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 BuildOut . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 22 VI. Trip Distribution . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 26 VII. Future Year Level of Service Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Phase Analysis . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Year 2007 with Phase 1 of Project Analysis . . . . . . . . . . . . . . . . . . . . . . . . . 30 Year 2007 Level of Service with Project Completed Analysis . . . . . . . . . . . . 33 VIII. Impact Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36 IX. Recommendations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 36 Robert Peccia &Associates i February, 2004 List of Figures Figure 1 - Vicinity Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Figure2 - Site Map . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 List of Tables Table I - Existing Traffic Control at Intersections in Study Area . . . . . . . . . . . . . . . . . . . . . . 8 Table 2 - Crash Data for Intersections within the Study Area . . . . . . . . . . . . . . . . . . . . . . . . 9 Table 3 - Existing Level of Service (LOS)Summary . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 10 Table 4 - 2005 Level of Service (LOS) Summary without The Bozeman Gateway . . . . . . . . 12 Table 5 - 2005 LOS Summary at Selected Intersections - Mitigated . . . . . . . . . . . . . . . . . . . 14 Table 6-Anticipated Development Schedule of The Bozeman Gateway . . . . . . . . . . . . . . . 16 Table 7 - Trip Generation Summary for The Bozeman Gateway . . . . . . . . . . . . . . . . . . . . . 17 Table 8 - Trip Generation Rates and Volumes for the Business Hotel - Phase I . . . . . . . . . 20 Table 9 - Trip Generation Rates and Volumes for the Retail - Phase I . . . . . . . . . . . . . . . . 20 Table 10 - Trip Generation Rates and Volumes for the Supermarket - Phase I . . . . . . . . . . 21 Table 11 - Trip Generation Rates and Volumes for the Gas Station - Phase I . . . . . . . . . . . 22 Table 12 - Trip Generation Rates and Volumes for the Hotels -Build Out . . . . . . . . . . . . . 23 Table 13 - Trip Generation Rates and Volumes for the Office Buildings - Build Out . . . . . . 23 Table 14 - Trip Generation Rates and Volumes for Medical Office Buildings - Build Out . 24 Table 15 - Trip Generation Rates and Volumes for the Retail - Build Out . . . . . . . . . . . . . . 24 Table 16- Trip Generation Rates and Volumes for the Supermarket - Build Out . . . . . . 25 Table 17- Trip Generation Rates and Volumes for the Gas Station - Build Out . . . . . . . . . 25 Table 18 - Level of Service (LOS) Summary with Phase 1 . . . . . . . . . . . . . . . . . . . . . . . . . . 27 Table 19 - Left-Turn Bay Length Summary 2005 -Phase I . . . . . . . . . . . . . . . . . . . . . . . . . 30 Table 20 - Year 2007 Level of Service (LOS)Summary - Phase 1 . . . . . . . . . . . . . . . . . . . . 30 Table 21 - Left-Turn Bay Length Summary 2007- Phase I . . . . . . . . . . . . . . . . . . . . . . . . . 32 Table 22 - Year 2007 Level of Service (LOS) Summary - Build Out . . . . . . . . . . . . . . . . . . . 33 Table 23 - Left-Turn Bay Length Summary 2007- Build Out . . . . . . . . . . . . . . . . . . . . . . . . 35 Robert Peccia &Associates ii February, 2004 Technical Appendix Traffic Volume Figures for AM and PM peak hours Existing Traffic Volumes 2005 Traffic Volumes without The Bozeman Gateway Project Laurel Glen Traffic Volumes The Bozeman Gateway Site Generated Traffic Volumes for Phase 1 The Bozeman Gateway Site Generated Traffic Volumes for Build Out 2005 Traffic Volumes with Phase 1 of The Bozeman Gateway 2007 Traffic Volumes with Phase 1 of The Bozeman Gateway 2007 Traffic Volumes with Build Out of The Bozeman Gateway Traffic Counts Background Project Traffic Data Trip Generation Characteristics of Project Internal Trip Calculations/Diagram Pass-by Trip Calculations/Diagram New Trip Calculations/Diagram Intersection Levels of Service Existing Levels of Service 2005 Levels of Service without Project 2005 Levels of Service without Project(Mitigated) 2005 Levels of Service with Phase 1 of Project 2007 Levels of Service with Phase I of Project 2007 Levels of Service with Project Completed Proposed Intersection Geometrics Robert Peccia &Associates iii February, 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Traffic Impact Study The Bozeman Gateway Mixed-Use Development Bozeman, Montana I. Executive Summary The Bozeman Gateway project is located on the southwest edge of the city of Bozeman at the Main Street/ College Street intersection as shown on Figure I (vicinity map). The site is located in a corridor, with a mix of retail and office uses including a mall (Gallatin Valley Mall) located on the north side of Huffine Lane across from the The Bozeman Gateway site. The presently vacant 73-acre site is planned as a mixed-use development and could potentially include a supermarket,gas station, a variety of hotels, some retail uses, and general business and medical offices. Due to the size of the development, it will take several years to be fully completed. However the initial land uses could potentially include one hotel, the supermarket, gas station and some retail. In this report,this part of the project is called Phase 1. All of the office uses and additional retail are planned for later development. A site plan is included in this document as Figure 2. The purpose of this traffic impact study is to provide information to MDT to secure access permits for the site. The location of these accesses are shown on the site plan. MDT has control of access to Huffine Lane. Development of Phase 1 of the site includes extending Fowler Avenue from Huffine Lane south to Garfield Street, and constructing Garfield Street from Fowler Avenue east to tie into the existing Garfield Street west of 19th Avenue. At completion of Phase 1 of the project,the development is expected to generate 564 AM peak hour trips, 1,584 PM peak hour trips and the average daily traffic volume of 16,094 trips. At full build- out, the project is expected to generate 1,081 trips during the AM peak hour and 2,888 trips during the PM peak hour. The expected average daily traffic volume is 29,454 trips. These trips include new (destination) trips, pass-by trips and internal trips. The scope of the traffic study includes the following intersections and examines both weekday AM and PM peak hour conditions. Huffine Lane (SR 191) &Ferguson Avenue Huffine Lane &Fowler Avenue Huffine Lane/Main Street & College Street Main Street &Babcock Street/ 23rd Avenue • College Street & 19th Avenue Garfield Street & 19th Avenue • Fowler Avenue & Babcock Street All driveways to site Robert Peccia &Associates I February 2004 ~� atron � ,I E BAXTER LN s i � w W IF IN m z ,_ ~ J SCHEMATIC DIAGRAM < BR* (SCALE NONE) E38 BI[ w OAK ALLAIlt11 IE�L__W OAK 1 z I —_ �- I C H E-�I RH -- GOLD N ROD L ; 1C`'{r'�' z� H MLOCK , 4 ' `Ijr WJUNI R E NIP �, �,�� W �AMARACKL E TAMAR W SPE:N I EM I r f RSTON RD _ DURSTON RD _ O �- m _ VV DURSTON RD p ( 5 , _ .--- __ m C7 I ! 1- _ 1 a j i EL rn I ❑ ❑ �f T T 2 T H J �{- tt I O ( 31 "I �4IZ Z E 2 I — F- _ 88 m II Y, r SAL L 1 w — v ' g to ' u �-,� B I, TIRO T'i< y i ( ;tQt M t�-E , - w , co Vb DE'NHALL---E-MEND NH t I1I z T- , -� -,--- - VV 8ROADIfYA R 1 s ! I� COCK -- `� 2 Z, c ! I-r 181 „ � E C 181 - VV zi { = w . �I m { rn �� I _C wl co �. OI �cni f r E' L s WI 1 -- c � N --3OG REgO C!` _ ,Q o - `'� R TOR �� ---- 1I � R'I� - -D�gKE'I I M I N T h3i LU k4311 -'r-i VII COLLEGE i w I �0 '��1 `f � I o 191 u 1 t r Q r I PROJECT _o 2 %j���j E ana ante n i rrif, (� z k ANALYSIS t` if F�&CC _ � ( r i � , E CLEIJELAN6 SITE F- ova W�'�ARr�O _I ,! !�`�-- i4- ❑ z� —� J �'1f tEt GMT r m �� � o 'T�,I Lr-- f- �— _J I —r i ..I MARCH, 2003 SHEET TITLE PROJECT TITLE DATE THE BOZEMAN GATEWAY �(Ir PROJECT N N O P VICINITY MAP CITY OF BOZEMAN ' F i G a l PROJEC FIGI,DWG FILE NO moo <m=i Rio i o �o �a •W 0 e S JLd U '•/ / U J Z / O W m �•� i :�\N� W W rn '! _ _- ��--'.. "l' r `': COLLEGE STREET _— — — — — — — HUFFINE LANE I •I S l o m f I i o � � 61 � = a z o z O i 0 0 z r z n Q R 4 3 r W w E Q w N C� to 0 a Z o Q w a > o W w O N z O U m O Z Oz N Q W u N O m u u vaoxcl ND- z W GRAPHIC SCALE SREEI NUVKA g zoo p IDo zao n (IN FEET) DRAMNG NUM6£R w 1 Inch• 200 IL rf 2 The Bozeman Gateway Traffic Bozeman, Montana ffic Impact Study Based upon the analysis conducted for this report, several of the existing intersections in the study are functioning at LOS (level of service)C and meet Montana Department of Transportation(MDT) standards. These include Huffine Lane/Ferguson Avenue,Main Street/College Street,Main Street & Babcock Street, and Babcock Street & Fowler Avenue. The other intersections, Huffine Lane (SR 191)/Fowler Avenue, 19th Avenue/College Street, 19th Avenue/Garfield Street,and Huffine Lane/Harmon Stream Boulevard are functioning at LOS D,E or F and do not meet MDT standards. The intersection of Huffine Lane/Fowler Avenue has been identified in the Bozeman Transportation Plan as a location where a signal should be installed. Identified as in need of being widened to a five-lane section is 19th Avenue south of Main Street,including through the intersections of College Street and of Garfield Street. The continued poor levels of service at these location reconfirms that these identified projects have not yet been implemented. College Street, between Main Street and 19th Avenue,has also been planned for a five-lane section. East of 19th Avenue,a three-lane section is identified. The growth in traffic volumes anticipated from the project will increase the need to install a traffic signal at the Fowler Avenue entrance to The Bozeman Gateway. This intersection is presently functioning at poor levels of service, and does meet one traffic signal warrant under existing traffic conditions. With the traffic from this development,additional signal warrants will be met as shown below. It is suggested that as mitigation a traffic signal be considered at this intersection. The anticipated phasing of the project is shown on Table 6 in the report. Signal Warrant Summary INTERSECTION #1 #2 #3 #4 #5 #6 #7 #8 Huffine Lane/Fowler Avenue X (Existing Traffic Conditions) Huffine Lane/Fowler Avenue X X (End of Phase 1 w/Background Traffic) Huffine Lane/Fowler Avenue X X X (Build-out w/Back round Traffic) The intersection of the 19th Avenue / Garfield Street, which is now functioning at LOS F, will experience an increase in delay with the additional traffic from the development. This will especially be true once Garfield Street connects via Fowler Avenue to Huffine Lane. Traffic searching for a way to avoid the Huffine Lane/College Street and/or College Street/ 19th Avenue intersection is anticipated to use the Fowler Avenue/Garfield Street route once it becomes available. This will be in addition to the traffic using it from The Bozeman Gateway. Therefore,both the eastbound right- turning traffic and the northbound left-turning traffic are expected to increase. This new route will allow traffic to avoid two highly congested intersections. The actual amount of traffic which will use this route is unknown at this time, but it could be on the order of 6,000 vehicles per day (vpd) Robert Peccia &Associates 4 February 2004 The Bozeman Gateway Traffic Bozeman, Montana ffic Impact Study upon opening of the two routes under existing traffic conditions. Preliminary estimates indicate that as many as 400 peak hour left-turning movements may be removed from these intersections (i.e . Huffine Lane / College Street and/or College Street / 19th Avenue ). This would significantly improve the LOS at both intersersections. One of the driveways planned for the site from Huffine Lane lines up with an access to the existing Gallatin Valley Mall on the north side of Huffine Lane and is referred to as the "Harmon Stream Boulevard" approach in this report. The development of the site will make this drive approach a four-legged intersection. This intersection is being proposed as a three-quarters access, with left turning traffic being prohibited from exiting the site. To address the Huffine Lane/Harmon Stream Boulevard deficient level of service,the left-turning movements exiting the site will be restricted. This change would adequately address the poor levels of service and left-turning traffic can be accommodated at the signalized intersection of Huffine Lane / College Street, which also serves the Gallatin Valley Mall. The access to College Street should be put into use as soon as possible. This driveway should be constructed so that traffic entering the site can swiftly exit the through traffic on College Street. A right-turn lane at this location should be seriously considered. II. General Project Description The site is located on the south side of Huffine Lane (SR 191)between Fowler Avenue and College Street. It would be accessed by Huffine Lane(SR 191)and College Street. A new connection would also be created using Fowler Avenue and Garfield Street to link Huffine Lane to 19th Avenue. The purpose of this report is to acquire access from MDT for the accesses on Huffine Lane. An additional access is proposed off of College Street. This study analyzes and documents the potential traffic impacts resulting from a proposed 73-acre mixed-use development at the intersection of Huffine Lane / Main Street / College Street on the western edge of Bozeman, Montana. The full project potentially includes three motels with an estimated 330 total rooms, a supermarket, a gas station,400,000 square feet of retail,65,000 square feet of general office uses, and 35,000 square feet of medical-dental office space. This project will be built over the next several years. By 2005, a potential hotel, a supermarket, gas station and 100,000 square feet of retail are expected to be completed. In this report, this level of development is called Phase 1. The project is planned to be finished by 2007. The Bozeman Gateway site has been owned by the Montana State University (MSU) Foundation, which also owns land to the south and east of the site. To date,this land has been used for purposes which generate very little traffic. However recently more intensive uses have been considered, including this proposal. Robert Peccia &Associates 5 February 2004 The Bozeman Gateway Traffic Bozeman, Montana Impact Study III. Existing Conditions The existing condition of the surrounding transportation system are summarized in this portion of the report. This will include information about each of the streets in the study area, a summary of crash history at the intersections in the study area,existing levels of service and other characteristics of the system which are relevant to this report. Existing Roadways The transportation system surrounding this site is composed of Huffine Lane(US 191)which swings north on the east side of College Street to become Main Street (P-50). College Street serves the MSU campus and portions of the city of Bozeman south of Main Street. Main Street connects to both 19th Avenue (U-1201) and 7th Avenue (U-1207), which have interchanges to I-90, and to Rouse Avenue, which is also a state highway (SR 86). It also serves the downtown portion of Bozeman. Huffine Lane is a major transportation facility within the greater Bozeman area and carries traffic between the rural areas to the west of Bozeman and to destinations in Bozeman. Other surrounding streets, such as Fowler Avenue,Ferguson Avenue, Garfield Street and Babcock Street serve the surrounding area on lower speed facilities. Most of these streets are shown on the Major Street Network of Bozeman. Ferguson Avenue and Babcock Street are shown as Collectors,Fowler Avenue is shown as a Minor Arterial, while Garfield Street (as a local access street) is not on the Major Street Network. Huffine Lane(SR 191)is a five-lane,two-way,paved east-west principal arterial and state highway. All cross streets or private driveways are signalized or stop controlled between Four Corners and the city of Bozeman. The speed limit on Huffine Lane at Ferguson Avenue is 65 mph, but drops west of Fowler Avenue to 55 mph, and east of Fowler Avenue it drops again to 45 mph. The SR 191 alignment swings northeast after intersecting College Street and becomes known as Main Street. Main Street (P-50) is a five-lane state highway facility within the study area. It is a paved, east- west,principal arterial with two-way traffic. The speed limit on Main Street is 45 mph from College Street through the Babcock Street/23rd Street intersection,then it drops to 35 mph east of Babcock Street. Ferguson Avenue is a two-lane, two-way paved collector that runs north from Huffine Lane (SR 191)to Durston Street. No speed limit is posted on Ferguson Avenue. Urban development is heavy on the east side of Ferguson Avenue. Some development has occurred on the west side of Ferguson Avenue, but there are still large tracts of undeveloped land west of Ferguson Avenue. Traffic volumes on Ferguson Avenue are expected to rise. Fowler Avenue is a two-lane, paved minor arterial that runs north from Huffine Lane (SR 191)to Babcock Street. It has two-way traffic and has an unposted speed limit of 25 mph. Fowler Avenue Robert Peccia &Associates 6 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study presently functions more like a collector because it presently only connects from Babcock Street to Huffine Lane. College Street is a two-lane, two-way paved principal arterial that runs east from Huffine Lane through Bozeman. College Street serves as one of the major routes accessing MSU. The speed limit on it is 35 mph between Main Street and 19th Avenue. East of 19th Avenue the speed drops to 25 mph. 19th Avenue is a five-lane,two-lane north-south principle arterial north of Main Street in Bozeman. South of Main Street has a two-lane cross-section with turn lanes at major arterials. South of College Street,it has a three-lane cross section to Kagy Street. The speed limit on it is 35 mph north of College Street and 45 mph south of College Street. Babcock Street is an east-west,two-way, two-lane collector west of Main Street. It is posted at 25 mph. 23rd Street is a north-south,two-lane collector which serves commercial and retail land uses along its border. It extends south from Main Street at the Babcock Street/Main Street intersection and crosses College Street. The College Street/23rd Street intersection is unsignalized,but gets quite a bit of traffic. Garfield Street is an east-west local access street with two lanes. It allows two-way traffic and serves primarily MSU campus needs east of 19th Avenue and a few offices or research facilities west of 19th Avenue. It has an unposted 25 mph speed limit and very low traffic volumes. Study Intersections This Traffic Impact Study includes eight existing intersections and one additional driveway created by the project. The existing traffic control at these intersections is shown on Table 1. Robert Peccia &Associates 7 February 2004 The Bozeman Gateway Bozeman, Montana Traffic Impact Study Table I -Existing Traffic Control at Intersections in Study Area INTERSECTION Signalized Unsignalized Huffine Lane/Ferguson Avenue X Huffine Lane/Fowler Avenue X Huffine Lane/Main Street/College Street X Main Street/Babcock Street X 19th Avenue/ College Street X 19th Avenue/ Garfield Street X Babcock Street/Fowler Avenue X Huffine Lane/Harmon Stream Boulevard X One point to note with these intersections is that the mall on the north side of Huffine Lane has several accesses to Huffine Lane / Main Street. The main access point is at the intersection of Huffine Lane/College Street and forms the north leg of this intersection. A minor access point is located west of that intersection and is noted on Table 1 as Huffine Lane / Harmon Stream Boulevard. This intersection will become a four-legged intersection with the development of the The Bozeman Gateway project. The Bozeman Gateway will also create a fourth leg at the Huffine Lane /Fowler Avenue intersection. Existing Transportation Plan The Greater Bozeman Area Transportation Plan 2001 Update (the Bozeman Transportation Plan) lists several projects within the study area. These include: • signalizing the intersection of Huffine Lane/Fowler Avenue, • widening 19th Avenue from Main Street to Kagy Street from two or three lanes to five lanes, • widening College Street between Main Street and 19th Avenue to five lanes, and • widening College Street from 19th Avenue east to a three-lane section. Funding has not yet been allocated for these projects. Some projects in the Bozeman Transportation Plan have been implemented, including signalizing 19th Avenue / Kagy Street, and signalizing Huffine Lane/Ferguson Avenue. Traffic Counts RPA collected turning movement counts in January and February, 2003, at the intersections in the study area. This data was used to produce base traffic volume information. The data collected is included in the Technical Appendix of this report. Anticipated area growth rates were obtained from MDT to establish future traffic volumes. Initially Robert Peccia &Associates 8 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study the growth rate was expected to be 3%. However, based on further conversations with MDT, the anticipated growth rate was determined to be 2.75% per year, and was assumed to be compounded annually. Development in the Surrounding Area One other project, the Laurel Glen residential subdivision, has received approval for development in the surrounding area. This subdivision is located just west of Cottonwood Road and is between Huffine Lane and Durston Road. The traffic study for Laurel Glen has been approved, and the anticipated traffic volumes to be generated by Laurel Glen were included in this report. These traffic volumes are included in the Technical Appendix on Figures 3 and 4. Traffic Safety Crash summaries available from MDT for the most recent three years for the intersections in the study area were assembled. Generally, crashes are documented by type of occurrence, such as property damage only (PDO) or injury (INJ). There were no crashes which resulted in fatalities during the study period. Crashes are measured based on frequency per million entering vehicles (MEV). This ratio is a function of the average daily traffic entering the intersection and the annual frequency of crashes. Table 2 - Crash Data or Intersections within the Study Area Crash Data Intersection 2000 2001 2002 Per PDO INJ PDO INJ PDO INJ MEV Huffine Lane/Ferguson Avenue 0 3 3 1 1 2 0.38 Huffine Lane/Fowler Avenue 1 1 1 0 1 2 0.26 Huffine Lane/Main Street/College 5 5 2 1 6 1 0.67 Street Main Street/Babcock Street 6 6 9 1 8 2 0.88 19th Avenue/College Street 7 5 7 4 6 3 0.99 19th Avenue/Garfield Street 0 0 0 0 0 0 0.00 Babcock Street/Fowler Avenue 0 0 0 0 0 0 0.00 It is generally accepted that a safety problem exists if the crash rate is over 1.0 accidents per MEV, and only one of the intersections in the study area is approaching this threshold (19th Avenue / College Street). The accidents at this intersection are predominantly rear-end accidents on 19th Avenue, or left-turning vehicles colliding with on-coming through vehicles on 19th Avenue. This intersection is operating at or near capacity, and this heightened crash rate is another indication of Robert Peccia &Associates 9 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study that. It should be pointed out that two different fatality crashes have occurred at the intersection of Huffine Lane/Ferguson Avenue during the summer of 2003. Level of Service A level of service (LOS) analysis was conducted using existing traffic volumes at the intersections in the study area. Intersection levels of service are expressed by using letter designations from A to F, whereby LOS A represents the best operating conditions and LOS F the worst(saturated flow or over-capacity conditions). This analysis is intended to determine how well the intersections are functioning, with respect to variables such as traffic flow and delay. The LOS evaluation was conducted according to the procedures outlined in the Transportation Research Boards' Highway Capacity Manual(HCM) - Special Report 209 and the Highway Capacity Software (HCS)version 4.1c for intersection analysis. For these intersections, LOS C or better is considered an acceptable level of service. LOS D,E or F is considered unacceptable. However,if an intersection is presently functioning at LOS D,E or F,the additional project traffic must be offset by mitigation which brings it back to the existing level of service. Intersections presently functioning at LOS A, B or C must remain at least at LOS C. All future year level of service calculations assume the traffic grows by 2.75%per year compounded rate, and that the Laurel Glen subdivision has been completed and is generating traffic according to the traffic study prepared for it. Table 3 shows the existing levels of service. Figures 5 and 6 in the Technical Appendix show these traffic volumes. Levels of service as anticipated in 2005,without the traffic from The Bozeman Gateway, are shown on Table 4. These traffic volumes are shown on Figures 7 and S in the Technical Appendix. Table 3 -Existing Level of Service (LOS) Summary EXISTING AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized I (seconds) (seconds) Huff ine Lane/Ferguson Avenue S 15.0 B 15.2 sec B EB LT 13.2 B .31 17.4 B .55 EB THRU 14.7 B .51 13.3 B .36 WB THRU 12.4 B .25 14.5 B .48 WB RT 11.9 B .18 12.4 B .23 SB L T 20.6 C .23 20.7 C .25 SB RT 21.8 C .36 21.6 C .34 Huff ine Lane/Fowler Avenue U 104.9 F >< 130.5 F EB LT 8.8 A .01 12.2 B .06 SB ALL 104.9 F .95 130.5 F .77 Huff ine Lane/Main Street/College S 13.1 B 18.6 B EBLT 14.1 B .02 18.3 B .16 EB THRU 17.8 B .47 20.0 C .39 Robert Peccia &Associates 10 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impa(t Study EXISTING AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) EB RT 0.3 A .53 .10 A .23 WB LT 15.3 B .16 17.4 B .08 WB THRU 15.8 B .26 21.8 C .55 NB LT 32.3 C .69 34.4 C .78 NB THRU 22.8 C .10 20.1 C .18 SB LT 14.6 B .05 14.0 B .41 SB THRU 14.3 B .01 12.2 B .11 SB RT 14.2 B .01 11.9 B .06 Main Street/Babcock Street S 20.4 C 18.4 B EB LT 16.1 B .04 12.6 B .15 EB THRU 22.7 C .55 18.6 B .55 WELT 9.7 A .21 13.0 B .51 WB THRU 11.5 B .35 13.1 B .48 WB RT 12.4 B .06 10.9 B .21 NB LT 23.3 C .15 25.6 C .39 NB THRU 22.5 C .06 27.0 C .52 NB RT 23.4 C .17 25.3 C .37 SB LT 32.9 C .70 30.2 C .59 SB THRU 25.7 C .41 24.2 C .26 19th Avenue/College Street S 38.8 D 42.6 D EB LT 22.4 C .31 23.6 C .39 EB THRU 39.9 D .76 26.5 C .49 EB RT 30.8 C .81 11.2 B .39 WB LT 21.8 C .22 22.6 C .33 WB THRU 41.4 D .78 59.9 E .96 NB LT 56.6 E .94 55.1 E .95 NB THRU 45.9 D .93 29.6 C .78 SB LT 31.0 C .76 25.8 C .50 SB THRU 33.8 C .82 69.1 E .99 19th Avenue/Garfield Street U 47.3 E 69.8 F NB LT 10.4 B .06 10.0 A .05 SB LT 9.4 A .04 10.6 B .09 WB ALL 47.3 E .42 69.8 F .56 EB ALL 17.7 C .06 22.7 C .22 Babcock Street/Fowler Avenue U 9.9 A L10.9 B NB ALL 9.9 A .03 10.9 B .20 Huff ine Lane/Harmon Stream Blvd. U 23.1 C 55.1 F EB LT 3. A .05 13.6 B 168 SB LTIRT 23.1 C .08 55.1 F Robert Peccia &Associates 11 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 4-2005 Level oJ'Service (LOS) Summary without The Bozeman Gateway 2005 W/OUT PROJECT AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) Huff ine Lane/Ferguson Avenue S 15.8 B 17.2 sec B EB LT 13.8 B .37 40.3 D .80 EB THRU 16.1 B .60 14.0 B .43 WB THRU 12.8 B .30 15.9 B .59 WB RT 12.0 B .19 12.4 B .24 SB LT 20.7 C .24 20.8 C .26 SB RT 22.0 C .38 21.8 C .36 Huff ine Lane/Fowler Avenue U 208.6 F >< 381.5 F EB LT 9.1 A .02 14.1 B .08 SB ALL 208.6 F 1.24 381.5 F 1.35 Huffine Lane/Main Street/College S 15.2 B 33.7 C EB LT 14.1 B .02 18.7 B .19 EB THRU 18.1 B .50 20.2 C .42 EB RT 0.9 A .65 0.1 A .31 WB LT 15.6 B .19 17.5 B .08 WB THRU 15.9 B .27 22.3 C .58 NB LT 47.4 D .87 118.7 F 1.15 NB THRU 22.8 C .10 20.1 C .18 SB LT 14.6 B .05 14.1 B .43 SB THRU 14.3 B .01 12.3 B .12 SB RT 14.2 B .01 11.9 B .06 Main Street/Babcock Street S 20.9 C 17.1 B EB LT 17.8 B .16 13.0 B .26 EB THRU 23.5 C .60 16.2 B .60 WB LT 10.6 B .25 13.3 B .55 WB THRU 11.4 B .37 9.6 A .52 WB RT 12.2 B .07 11.0 B .22 NB LT 23.5 C .17 26.4 C .45 NB THRU 22.5 C .07 27.5 C .55 NB RT 23.5 C .18 25.5 C .39 SB LT 35.2 D .74 33.6 C .66 SB THRU 26.2 C .46 1 25.2 C .37 19th Avenue/College Street S 60.0 E >< 66.5 E EB LT 23.4 C .37 24.1 C .41 EB THRU 66.5 E .96 28.5 C .59 EB RT 55.7 E .98 12.0 B .48 WB LT 23.1 C .25 25.0 C .42 WB THRU 54.2 D .90 110.1 F 1.13 NB LT 140.6 F 1.19 128.0 F 1.18 NB THRU 57.4 E .98 32.5 C .83 Robert Peccia &Associates 12 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study 2005 W/OUT PROJECT INTERSECTION AM PM (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) SB LT 36.5 D .81 29.5 C .59 SB THRU 38.1 D .87 84.3 F 1.05 19th Avenue/Garfield Street U 90.1 F 172.3 F NB LT 11.1 B .07 10.5 B .06 SB LT 9.7 A .04 11.4 B .11 WB ALL 90.1 F .64 375.2 F .68 EB ALL 20.4 C .08 193.7 F .10 Babcock Street/Fowler Avenue U 10.6 B 12.3 B NB ALL 10.6 B .11 12.3 B .24 Huffine Lane/Harmon Stream Blvd. U 29.3 D 175.3 F EB LT 9.9 A .06 16.2 C .19 SB LT/RT 29.3 D .11 175.3 F 1.10 Table 3 and Table 4 show that some of the intersections in the study area are functioning at acceptable levels of service, but that others are not. The intersections which are not functioning at acceptable levels of service include Huffine Lane/Fowler Avenue, 19th Avenue/ College Street, 19th Avenue/Garfield Street, and Huffine Lane/Harmon Stream Boulevard. Installing a signal at Huffine Lane / Fowler Avenue would appropriately address the poor level of service at this intersection, allowing it to function at LOS B. Installation of this signal has already been identified in the Bozeman Transportation Plan. This plan also identifies the need to widen 19th Avenue from a two-/three- lane facility to a five-lane facility from Main Street south to Kagy Street. Widening this street will address the poor level of service at 19th Avenue/College Street. The delay at 19th Avenue/ Garfield Street would be decreased substantially with this improvement also, but would still function below LOS C. The Gallatin Valley Mall/Huffine Lane approach will have left-turning traffic exiting the site prohibited at it, since these can be accommodated at the Huffine Lane / College Street intersection and both intersections would then function at acceptable levels of service. Table 5 show the levels of service at these four intersections with the recommended improvements at them. Robert Peccia &Associates 13 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 5 - 2005 LOS Summary at Selected Intersections - Mitigated ' 2005 W/OUT PROJECT - MITIGATED AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsignalized 1 (seconds) I (seconds) Huff ine Lane/Fowler Avenue S 6.3 A >< 7.1 A EB LT 5.0 A .04 6.1 A .20 EB THRU 6.4 A .67 5.0 A .50 VVB THRU 4.5 A .38 8.3 A .78 SB ALL 13.1 B .36 11.9 B 1.35 19th Avenue/College Street S 31.8 C 29.7 C EB LT 19.3 B .29 26.3 C .54 EB THRU 36.1 D .77 20.9 C .46 EB RT 31.5 C .86 5.4 A .38 WB LT 19.5 B .23 19.7 B .32 WB THRU 33.6 C .72 36.6 D .87 NB LT 55.5 E .92 53.0 D .97 NB THRU 27.3 C .61 21.2 C .45 SB LT 21.5 C .67 30.4 C .55 SB THRU 26.2 C .54 1 35.5 D .72 19th Avenue/Garfield Street U 27.2 D 41.1 E NB LT 11.1 B .07 10.5 B 06 SB LT 9.7 A .04 11.4 B .11 WB LTITHRU 73.5 F .24 159.3 F .378 WB RT 11.7 B .08 13.6 B .12 EB LT✓THRU 117.4 F .06 EB RT 12.9 B .04 12.8 B .11 Huff ine Lane/Harmon Stream Blvd. U 11.4 B >< 23.5 C EB LT 9.9 A .06 16.2 C .19 SB RT 11.4 B .02 23.5 C .39 Without the widening of 19th Avenue,the intersections in the 19th Avenue corridor do not function at an acceptable level of service now nor will they in the future. Traffic volumes in the overall Bozeman area are increasing rapidly, and the traffic in this corridor is experiencing this growth. Because of the need for this improvement, it will be difficult to identify the impacts The Bozeman Gateway will have on the 19th Avenue intersections without this improvement. Therefore,in order to better identify what impacts The Bozeman Gateway project has on the surrounding transportation system,the rest of this analysis is being completed assuming that 19th Avenue has been widened to a five-lane section through the College Street and Garfield Street intersections. Robert Peccia &Associates 14 February 2004 The Bozeman Gateway Bozeman, Montana Traffic Impact Study Multi-Modal Considerations Multi-modal considerations are increasingly necessary in future planning efforts and development plans. The types of multi-modal facilities are often times a result of the communities desires and makeup, and are not applicable in every local. The transportation document which guides the area of this development, mainly the Bozeman Transportation Plan, offers areas for expansion opportunities of future multi-modal efforts. The plan recognizes the need and desire for a separated bicycle/pedestrian path system linking Bozeman to Four Corners,by the use of a bike path. The placement of the path along Huffine Lane and funding for the facility has not been decided as of yet, but a separated bicycle path system is a desirable and advantageous component for the community's transportation system. From a traffic engineering standpoint,it is not feasible to say with any certainty that a future bicycle/pedestrian path system will result in the lowering of traffic on the surrounding roadway system. However,with the number of college students in the area this is highly likely, as college students are more likely to walk or ride a bicycle than the general population. The Bozeman Transportation Plan also proposes a bike lane on College Street between Main Street and 19th Avenue. Another multi-modal concept is that of a transit system. Presently there is not a linked transit route on Huffine Lane (SR 191) between Bozeman and Four Corners. There is a Bobcat Transit drop off/pick up point in Bozeman but it primarily serves the student population commuting to Montana State University. Although the transportation plan documents do not address future transit service to the areas between Bozeman and Four Corners in great detail, there is presently a movement spearheaded by the Gallatin County Transit Task Force to explore offering a Bozeman to Four Corners route in the future. The goals of the task force would be to have a system in place by 2005; however,the funding for such a system is not in place. Again,although such a system would provide an alternative to the conventional vehicular traffic, the effects of such a system on The Bozeman Gateway are unknown. The consideration of multi-modal facilities are valid issues in the planning of an overall transportation plan, but the effects on site specific developments, such as The Bozeman Gateway, are hard to quantify. Reduction in traffic generation and assignment numbers due to multi-modal considerations may or may not actually occur and for purposes of this study were assumed not to occur. It is important to note that for this development a bicycle and pedestrian path system is planned to run along the Farmer's Canal ditch berm,and will wrap around to tie into the intersection of Huffine Lane/Fowler Avenue at an appropriate spot. This will amount to almost 1,500 feet of pathways and will serve to provide a much needed link to the overall transportation system goal of a separated bicycle/pedestrian path system linking Bozeman to Four Corners. Robert Peccia &Associates 15 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study 4 IV. Proposed Development Due to its size, The Bozeman Gateway project is a multi-year project. Development of the project is expected to occur as shown on Table 6. Note that the build out column includes Phase 1. It is not in addition to Phase 1. Phase 1 is expected to be complete in 2005 and the project completely built out in 2007. Table 6-Anticipated Development Schedule of The Bozeman Gatewa Trip Generation Independent Variable Phase 1 Build Out Cate or Supermarket Thousand sq. ft. (ksf) 58.3 58.3 Gasoline/Service Station Vehicle Fueling 10 10 Positions Shopping Center Thousand sq. ft. (ksf) 100 400 Business Hotel Occupied Rooms 150 330 General Office Thousand sq. ft. (ksf) 0 65 Medical -Dental Office Thousands . ft. (ksf) 0 35 Figure 2 is a site plan of the proposed development. Note that the site plan is conceptual in nature. After access is approved and other preliminary matters are addressed,this site plan will be developed in more detail. Proposed Roadway Layout Note that the site plan shows two public roads going through it, one extending to Fowler Avenue from Huffine Lane south through the site to Garfield Street,and Garfield Street itself, which lies on the southern boundary of the site. Garfield Street will also be developed east of the site so that Garfield Street will connect all the way from Fowler Avenue to 19th Avenue. At this time it is planned that all internal roads will be private. Note that once the Fowler Avenue/Garfield Street connection is made between Huffine Lane and 19th Avenue, it is anticipated that traffic will use it to by-pass the intersections of Main Street / College Street and College Street/ 19th Avenue, since this new route will allow traffic to avoid two highly congested intersections. The actual amount of traffic which will use this route is unknown at this time, but it could be on the order of 6,000 vehicles per day (vpd) upon opening of the two routes under existing traffic conditions. Preliminary estimates indicate that as many as 400 peak hour left-turning movements maybe removed from these intersections(i.e . Huffine Lane/College Street and/or College Street/ 19th Avenue ). This would significantly improve the LOS. Robert Peccia &Associates 16 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Development Time Frame Construction on the property will begin as soon as the developer receives approval from all permitting agencies. After construction begins,it is anticipated to take about four years to complete the development or until the year 2007. V. Trip Generation and Assignment By using the Institute of Transportation Engineers'(ITE) Trip Generation Manual, 6th Edition,the number of trips on adjacent streets associated with the proposed project was determined. The Trip Generation Manual (TGM) provides empirical data, based upon actual field observations of trip generation characteristic from similar developments throughout the United States. Due to the number of land uses which are expected on this site, the information on trip generation characteristics is summarized on Table 7. Table 7- Trip Generation Suinniaryfor The Bozeman Gale)vay Trip Generation Trip Generation Amount Independent Variable Category Number Supermarket 850 58.3 Thousand sq. ft. (ksf) Gasoline/ Service 844 10 Vehicle Fueling Station Positions Shopping Center 820 400 Thousand sq. ft. (ksf) Business Hotel 312 330 Occupied Rooms General Office 710 65 Thousand sq. ft. (ksf) Medical -Dental Office 720 35 Thousands . ft. (ksf) The values listed above in Table 7 are shown conceptually on the site plan, Figure 2. On the site plan, the areas listed as retail were considered Shopping Center on Table 7. The trip generation characteristics used for this report use a mix of peak hours of the generator and peak hour of the street. In some cases, like "Shopping Center," only the peak hour of the adjacent street is available for use. For others,only peak hour of the generator is available. With still others, it is unclear if the peak hour of the generator will fall during the peak hour of the street or not. For the purposes of this study the trip generation rate for the peak hour of the street was compared with the rate for the peak hour of the generator. If the rate for the peak hour of the generator was no more than 15% higher than the rate for the peak hour of the street, then the rate for the peak hour of the Robert Peccia &Associates 17 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study generator was used. This rate was applied to the peak hour of the street. This is a conservative assumption, and ensures that adequate mitigation for the project is proposed. The traffic generated by the site are made up of one or more of the following four basic trip types: New (Destination) Trips - These trips occur only to access a specific land use at The Bozeman Gateway. These types of trips will travel to and from the new uses, and home or other destinations. This is the only trip type that will result in a net increase in the total amount of traffic within the study area. Pass-by Trips -These trips currently exist on adjacent roadways that provide primary access to the new land use/project. These trips, however, have an ultimate destination other than The Bozeman Gateway. They should be viewed as drop-in shoppers who,for example,stop in on their way homes from work. An example is a quick stop at the grocery store to pick up an ingredient for dinner on the way home from work. In this example, the trip started at work with a destination of home; however, on the way, the driver decided to stop at the grocery store directly adjacent to their travel path. For this particular project,pass-by traffic is expected from Huffine Lane. Pass-by trips do not result in any increase in traffic volumes within the study area. Typically, the only impact of pass-by trips occurs at the site driveways,where they become turning movements instead of through movements. Note that pass-by traffic is governed both by the traffic generated by any specific land use, and also by the traffic volume on the adjacent street. No more than 10% of the traffic on the adjacent street will become pass-by traffic. Huffine Lane can accommodate 191 pass-by trips. Pass-by volumes for specific land uses are contained in the Trip Generation Handbook. Land uses which are present in The Bozeman Gateway, which will generate pass-by traffic,include Shopping Center, Supermarket, and Gas Station. Since none of the other uses in The Bozeman Gateway are in the Trip Generation Handbook, they are assumed not to generate pass-by trips. Further,pass-by characteristics have not been collected for the weekday AM peak hour. Therefore, it was assumed that the site generated traffic during the AM peak hour contained no pass-by trips. It is highly likely that some pass-by trips do occur during the AM peak hour,such as someone stopping for an espresso on the way to work; however, this phenomenon has not been quantified. Therefore, assuming all trips are new (destination) trips is a conservative assumption. Internal (Shared) Trips - These trips are generated by associated facilities within the proposed development,such as between the office uses and retail uses. These trips are combined into one joint trip to the development and thus do not represent additional trips on the surrounding transportation system. An example could be that after visiting the doctor at one of the office buildings, a driver swings by the supermarket, thereby doing two things on the same trip to the same site. This phenomenon creates internal trips which do not access the existing public street system to make Robert Peccia &Associates 18 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study another stop;drivers utilize the"internal"street/parking lots to reach their next or subsequent stops. The procedures for calculating internal trips are contained within the Trip Generation Handbook, and were used to calculate these trip types for The Bozeman Gateway. Since the retail uses on this site are in a different buildings from the supermarket,internal trips are expected between these two generators. The gas station is associated with the supermarket, and to be conservative, the assumption was made that it would only share internal trips with the supermarket. Internal trips are also expected between the office and the additional retail (Shopping Center uses) once these land uses have been developed. Although internal trips may occur between the hotels and the retail uses or supermarket, no data is available to characterize this phenomenon. Therefore it was discounted in this analysis. Additionally, this information has not been collected for the AM peak hour. Therefore all AM peak hour trips are assumed to be new (destination) trips. Backup information regarding this issue is contained in the Technical Appendix. Note also that internal trips are subtracted from the total trips before the pass-by rate is applied to it. Diverted Trips -These trips are currently using other commercial locations that will compete with the land uses in The Bozeman Gateway when it opens. This redirection usually occurs due to an improvement in convenience and proximity for the affected drivers. Diverted trips result in an increase in traffic volumes within the immediate vicinity of the site, but also result in a decrease in traffic volumes at other locations within the City of Bozeman. For this reason, this component of the total generated traffic causes no change in the total number of vehicle trips within the area,even though it may add to the number of trips within the immediate site vicinity. Unlike pass-by trips where drivers stop at a store directly adjacent to their original route,on a diverted trip the driver must alter their route. By altering their route the driver would travel on a street not usually traveled on, thereby adding traffic to a new route. An example would be a situation where on the way home from work, a driver decides to buy a new pair of shoes for an upcoming occasion. Because there are no shoe stores along the normal route home,the drivers divert or changes their travel pattern to coincide with the shoe store where they want to shop. After shopping,their trip is resumed so that somewhere along the way home they intersect their normal route home. Diverted trips can be either a short one or two block diversion up to several miles, depending upon the reason of the divergence (change). For purposes of this traffic study, all diverted trips are treated like new trips within the study area. Robert Peccia &Associates 19 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Phase 1 The trip generation rates,expected to be generated by Phase 1 of The Bozeman Gateway,are detailed by land use on Tables 8 through 11. Table 8- Trip Generation Rates and Volumes or the Business Hotel- Phase 1 AM Peak Hour PM Peak Hour Occupied Vol @ Directional Vol @ Directional Rooms 0.58 Trips Distribution 0.62 Trips Distribution per Room per Room 59% In 41% Out 60% In 40% Out 150 87 51 36 93 56 37 Average Daily Trip Ends (ADT) Occupied Rate Total ADT Room 150 7.27 1,091 Table 9 - Trip Generation Rates and Volumes for the Retail- Phase 1 AM Peak Hour PM Peak Hour KSF/ Vol @ Directional Vol @ Directional Trip Type 1.60 Trips Distribution 6.28 Trips Distribution per KSF 61% In 39% Out per KSF 48% In 52% Out 100 160 98 62 628 301 327 New 345 162 183 Pass-by 158 79 79 Internal 125 60 65 Average Daily Trip Ends (ADT) KSF Rate Total ADT 11 100 68.17 6,817 KSF-Thousand Square Feet Robert Peccia &Associates 20 February 2004 The Bozeman Gateway Tr Bozeman: Montana Traffic Impact Study The average pass-by rate for Shopping Center (retail) is 34%; however, due to the constraints of Huffine Lane, this is reduced to 31.5% Please note that the trip making potential of the retail component at The Bozeman Gateway was assumed to follow the equation listed in the Trip Generation Manual, and is thus non-linear. Note also that some of the retail components could be characterized as"small-box"while others are larger. While the argument could be made that these generators should be broken out separately, the ultimate land uses are presently unknown, but are all expected to be those typically seen in "Shopping Center"facilities. Thus the trip making characteristics of the"Shopping Center"land use is expected to adequately account for all of the retail uses contained on this site. Table 10- Tyip Generation Rates and Volumes or the Supermarket- Phase I AM Peak Hour PM Peak Hour KSF Z Vol @ Directional Vol @ Directional Trip Type 3.25 Trips Distribution 12.02 Distribution per KSF Trips per 61% In 39% Out IMF 53% In 47% Out 58.3 189 115 74 701 372 329 New 384 311 173 Pass-by 176 88 88 Internal 141 73 68 Average Daily Trip Ends (ADT) KSF Rate Total ADT 58.3 111.51 6,501 KSF-Thousand Square Feet The average pass-by rate for supermarkets is 36%. Due to the traffic volumes on Huffine Lane,this was reduced to 31%. Robert Peccia &Associates 21 February 2004 The Bozeman Gateway Bozeman Montana Traffic lmpact Studv Table 11 - Trip Generation Rates and Volumes or the Gas Station - Phase I AM Peak Hour PM Peak Hour Fueling Positions/ Vol @ 12.8 Directional Vol @ 16.18 Directional Trip Trips per Distribution Trips per Distribution Types Fueling 50% In 50% Out Fueling 50% In 50% Out Position Position 10 128 .64 64 162 81 81 New 100 50 50 Pass-by 46 23 23 Internal 16 8 8 Average Daily Trip Ends (ADT) Fueling Rate Total ADT Positions 10 168.56 T 1,686 Average pass-by rates for a gas station is 42%. For The Bozeman Gateway,this was reduced to 32% due to the traffic volume on Huffine Lane. Build Out Additional development beyond that shown in Tables 7 through 11 is scheduled for The Bozeman Gateway. Even though no additional supermarkets or gas stations are planned, the trip making characteristics of these land uses are expected to change due to the increased likelihood of internal trips. Therefore, all new trip generation rates and volumes are shown on the following tables for the land uses anticipated at completion of the project. Additional hotel and retail facilities are anticipated, along with some new land uses,namely,general office space and medical office space. The trip generating characteristics of all the land uses at build out are shown on Tables 12 through 17. Robert Peccia &Associates 22 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 12 - Trip Generation Rates and Volumes or the Hotels - Build Out AM Peak Hour PM Peak Hour Occupied Vol @ Directional Vol @ Directional Rooms 0.58 Trips Distribution 0.62 Trips Distribution per Room 59% In 41% Out per Room 60% In 40% Out 330 191 113 78 205 123 82 Average Daily Trip Ends (ADT) Occupied Rate Total ADT Room 330 7.27 2,399 Table 13 - Trip Generation Rates and Volumes for the Office Buildings -Build Out AM Peak Hour PM Peak Hour Vol @ Directional Vol @ Directional KSF 1.56 Trips Distribution 1.49 Trips Distribution per KSF 88% In 12% Out] per KSF 17% In 83% Out 65 101 89 12 97 16 81 Average Daily Trip Ends (ADT) KSF Rate Total ADT 65 11.01 716 KSF-Thousand Square Feet Robert Peccia &Associates 23 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 14- Trip Generation Rates and Volumes or Medical Office Buildings - Build Out AM Peak Hour PM Peak Hour Vol @ Directional Vol @ Directional KSF 2.43 Trips Distribution 3.66 Trips Distribution per KSF 80% In 20% Out per KSF 27% In 73% Out 35 T-85 1 68 17 128 35 93 Average Daily Trip Ends (ADT) KSF Rate Total ADT 35 36.13 1,265 KSF-Thousand Square Feet Table 15- Trip Generation Rates and Volumes or the Retail- Build Out AM Peak Hour PM Peak Hour KSF/ Vol @ Directional Vol @ Directional Trip Type 0.91 Trips Distribution 3.92 Trips Distribution per KSF 61% In 39% Out per KSF 48% In 1 52% Out 400 365 223 142 1,568 753 815 New 1,155 551 604 Pass-by 242 121 121 Internal 171 81 90 Average Daily Trip Ends (ADT) KSF Rate Total ADT 400 41.56 16,622 The pass-by rate for Shopping Center (retail) under this condition is 17%, far less than the 34% allowed for the land use. Robert Peccia &Associates 24 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 16 - Trip Generation Rates and Volumes for the Supermarket-Build Out AM Peak Hour PM Peak Hour KSF Z Vol @ Directional Vol @ Directional Trip Type 3.25 Trips Distribution 12.02 Distribution per KSF 61% In 39% Out Trips per 53% In 47% Out KSF 58.3 189 115 74 701 372 329 New 418 228 190 Pass-by 110 55 55 Internal 173 89 84 Average Daily Trip Ends (ADT) KSF Rate I Total ADT 58.3 111.51 6,501 KSF-Thousand Square Feet The pass-by rate for the supermarket under this condition is 21% due to the traffic volumes on Huffine Lane, as opposed to the 40% allowed. Table 17- Trip Generation Rates and Volumes for the Gas Station - Build Out AM Peak Hour PM Peak Hour Fueling Vol @ 12.8 Directional Vol @ 16.18 Directional Positions/ Trip Trips per Distribution Trips per Distribution Types Fueling 50% In 50% Out Fueling 50% In 50% Out Position Position 10 128 64 64 162 81 81 New 116 58 58 Pass-by 30 15 15 Internal 16 8 7 78 Average Daily Trip Ends (ADT) Fueling Rate Total ADT Positions 10 168.56 1,686 Robert Peccia &Associates 25 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study The pass-by rate used for the gas station under this condition was 21%, about one-half of the 42% allowed. Note that all of the land uses other than "Shopping Center" assume that traffic will be generated at the average rate as shown in the Trip Generation manual (TGM). However, the trip generating characteristics for the retail component were assumed to follow the equation shown in the TGM. Therefore, the trip making characteristics vary with the square footage of retail developed. The information contained in Table 15 is for the full 400 ksf anticipated for the site. For Phase 1 of the development, the retail component is expected to generate fewer trips as shown on Table 9. VI. Trip Distribution The traffic distribution and assignment within the general area for the proposed project was based upon the existing ADTs along the adjacent roadways,the peak hours' directional volumes, turning volumes at the intersections, and field observations of drivers during field observations, especially from other nearby mixed-use or retail facilities. Traffic is expected to distribute itself as follows (refer to Figure 9 in the Technical Appendix for graphical depiction): • 45% to/from the east on Main Street, • 15% to/from the west on Huffine Lane, • 5% to/from the north on Fowler Avenue, • 15% to/from the east on College Street, and • 20% on the new Garfield Street turning south at 19th Avenue. Without the Garfield Street connection,this additional 20%would use College Street to 19th Avenue and turn south from there. This discussion applies to new trips only. Internal trips do not leave the site and pass-by trips are assumed to be proportional with the amount of traffic in either direction. Note also that a significant amount of traffic will be traveling to/from the east to access this site. While it is typical for traffic to access this type of facility at the first access available,these volumes are high enough that it is anticipated that a portion of this traffic will choose to bypass the first opportunity and access the site at the second access point. This second access point(Huffine Lane /Fowler Avenue)is signalized, and will be perceived by some as safer than the unsignalized access point. Additionally, some of the traffic from Main Street will use the College Street driveway once it is available for use. Overall trip distribution characteristics are shown on Figure 9. Site generated traffic from Phase 1 alone based on this distribution are shown on Figures 10 and 11. At complete build out of the site, traffic as shown on Figures 12 and 13 from the site should be expected. All of these figures are located in the Technical Appendix. Robert Peccia &Associates 26 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study VII. Future Year Level of Service Analysis Future year level of service analysis, including traffic from the project, were performed for Phase 1 of the project in 2005, and then with the project completed as anticipated in 2007. Phase 1 Analysis Using the trip generation numbers and trip distribution patterns, it was possible to determine the level of service (LOS) for the intersections in the study area. They include the four-legged intersection of Huffine Lane/Fowler Avenue and Huffine Lane/Harmon Stream Boulevard, the new right-in/right-out driveway to the site at the West Site Entrance, and the existing intersections. Traffic volumes in 2005, under this condition, includes the existing traffic volumes, an ambient growth in traffic, the traffic from Laurel Glen, and the traffic from Phase 1 of The Bozeman Gateway. Figures 14 and 15 showing these traffic volumes are included in the Technical Appendix. They show what traffic volumes were used to compute the levels of service for 2005 with Phase 1 of the project completed. Table 18 shows the anticipated level of service for the intersections in the study area for Phase 1 in 2005. Table 18- Level of Service (LOS)Summar with Phase 1 2005 W/Phase 1 of Project AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) Huffine Lane/Ferguson Avenue S 16.0 B 18.8 B EB LT 14.0 B .39 66.7 E .91 EB THRU 16.6 B .63 14.4 B .47 WB THRU 13.0 B .32 16.5 B .63 WB RT 12.0 B .19 12.4 B .24 SB LT 20.7 C .24 20.8 C .26 SB RT 22.0 C .38 21.8 C .36 Huffine Lane/Fowler Avenue S 18.9 B 18.9 B EB LT 10.1 B .04 14.6 B .18 EB THRU 21.1 C .82 21.1 C .71 WB LT 15.2 B .20 10.7 B .06 WB THRU 14.1 B .45 15.5 B .80 NB LT 18.4 B .06 23.2 C .44 NB THRU 28.1 C .12 31.4 C .41 SB LT 20.6 C .36 21.1 C .15 SB THRU 27.6 C .06 28.6 C .08 Huffine Lane/Main Street/College S 20.5 C 21.2 C EB LT 14.1 B .03 21.9 C .35 EB THRU 19.2 B .58 22.5 C .57 EB RT 1.1 A .67 .10 A . 55 Robert Peccia &Associates 27 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Studv 2005 W/Phase 1 of Project AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) WB LT 16.2 B .24 18.4 B .13 WB THRU 16.9 B .39 26.4 C .75 NB LT 78.0 E 1.01 26.1 C .84 NB THRU 22.8 C .10 16.8 B .16 SB LT 14.6 B .05 28.4 C .60 SB THRU 14.3 B .01 29.3 C .27 SB RT 14.2 B .01 28.2 C .14 Main Street/Babcock Street S 21.3 C 18.1 B EB LT 17.9 B .18 13.7 B .35 EB THRU 25.2 C .69 18.5 B .72 WB LT 11.5 B .27 19.9 B .65 WB THRU 12.1 B .46 11.0 B .64 WB RT 12.2 B .07 11.0 B .22 NB LT 23.5 C .17 26.4 C .45 NB THRU 22.5 C .07 27.5 C .55 NB RT 23.5 C .18 25.5 C .39 SB LT 35.2 D .74 33.6 C .66 SB THRU 26.2 C .46 1 25.2 C .37 19th Avenue/College Street* S 26.5 C 34.8 C EB LT 21.8 C .36 47.4 D .70 EB THRU 26.6 C .68 24.3 C .59 EB RT 23.2 C .79 5.4 A .38 WB LT 20.7 C 27 22.6 C .43 WB THRU 26.3 C .66 70.6 E 1.03 NB LT 16.9 B .58 38.5 D .90 NB THRU 21.8 C .50 21.2 C .45 SB LT 40.1 D .75 25.2 C .48 SB THRU 36.9 D .76 1 35.5 D .72 19th Avenue/Garfield Street* U NA NA NA NA NB LT 12.1 B .19 11.6 B .22 SB LT 9.7 A .04 11.4 B .11 WB ALL 51.9 F .46 154.8 F .86 EB ALL 14.0 B .16 19.9 C .39 Babcock Street/Fowler Avenue U 10.6 B 12.5 B NB ALL 10.6 B .11 12.5 B .26 Huff ine Lane/Harmon Stream Blvd. U NA NA NA NA EB LT 10.1 B .06 16.6 C .19 WB LT 34.3 D .64 22.7 C .61 SB RT 31.9 D .51 32.7 D .70 *Assumes 19th Avenue has been widened to five lanes. Without widening,the intersection is functioning at unacceptable levels of service. Robert Peccia &Associates 28 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 18 shows that two intersections have experienced some changes. This includes the intersection of Huffine Lane / Fowler Avenue, which as a mitigation effort is recommended for signalization, with appropriate cost sharing between the NOT and the developer. As a signalized intersection, it will be able to handle the additional traffic planned for it both from ambient sources and from The Bozeman Gateway. The other intersection which has experienced a change that affects the level of service is the intersection of Huffine Lane/Harmon Stream Boulevard. The intersection is functioning at LOS F under the existing condition(refer to Table 4),and will continue to experience an increase in delay if no changes are made. The left-turning traffic exiting the Gallatin Valley Mall at this location is the reason for the poor level of service. Therefore, as a part of developing The Bozeman Gateway, the left-turning traffic exiting from The Bozeman Gateway is planned to be prohibited at this location. This will allow this intersection to function at acceptable levels of service,and with much less delay than is presently experienced(LOS D during peak AM hours and LOS C during peak PM hours). This will be a vast improvement over the existing conditions at this location. Under this condition, one intersection, 19th Avenue / Garfield Street, is functioning below acceptable levels of service. Note that Table 18 assumes that 19th Avenue has been widened to a five-lane facility. Without this necessary improvement, the intersection of 19th Avenue/Garfield Street will experience extreme delays. It is also worth noting that once a connection is made which allows traffic to by-pass the intersections of Main Street/College Street and 19th Avenue/College Street, traffic will use this by-pass route. This will occur independent of any private development which helps create this connection. The construction of Fowler Avenue and Garfield Street creates this new route. Garfield Street is not on the arterial or collector system, but once this connection is made, it will function as one. Garfield Street should be added to the Major Street Network in Bozeman as a collector roadway with a 65 feet right-of-way width. RPA also reviewed the traffic volumes to determine the required left-turn bay lengths for the three adjacent intersections along Huffine Lane. The calculations were based on the methodology from Chapter 28 of the MDT Traffic Manual. As Huffine Lane is not on the NHS system it is allowable to include the required Deceleration Length (Ld) to occur in the taper length (150 ft). The Storage Length (Ls) is based on left-turning volumes and v/c ratios and cycle lengths at the signalized intersection. This information is shown in Table 19. Robert Peccia &Associates 29 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Table 19- Left-Turn Lane Required(Deceleration and Storage) on Huffine Lane - Phase 1 AM I PM Intersection Eastbound Westbound Eastbound Westbound Fowler Ls = 80 ft Ls = 80 ft Ls = 80 ft Ls = 80 ft Ld*= 360 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total =440 ft Total = 440 ft Total =440 ft Harmon Stream Ls = 80 ft Ls = 150 ft Ls = 100 ft Ls = 200 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total = 510 ft Total =460 ft Total = 560 ft College Ls = 80 ft Ls = 80 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total = 440 ft *Non NHS route,taper is included with deceleration. Year 2007 with Phase 1 of Project Analysis The impacts associated with the first phase of The Bozeman Gateway have been identified in the previous section. In order to isolate what impacts to the transportation system after Phase 1 has been built,but which are not related to further development in The Bozeman Gateway, a level of service analysis was performed. This was to illustrate the levels of service anticipated during the year of completion of the project (build out), but with only Phase 1 of the project completed. This is anticipated to occur in 2007,and the ambient growth of 2.75%per year is expected to continue over this time period. Figure 16 and 17 in the Technical Appendix show the traffic volumes used under this condition. Table 20 summarizes the results of this level of service analysis. Table 20- Year 2007 Level of Service (LOS) Summary - Phase 1 2007 W/Phase 1 of Project INTERSECTION AM PM (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized 1 (seconds) (seconds) Huffine Lane/Ferguson Avenue S 16.4 B 21.9 C EB LT 14.5 B .43 117.2 F 1.07 EB THRU 17.1 B .66 14.6 B .49 WB THRU 13.1 B .33 17.0 B .65 WB RT 12.1 B .20 12.6 B .26 SB LT 20.8 C .26 21.0 C .28 SB RT 22.2 C .40 22.0 C .38 Huff ine Lane/Fowler Avenue S 20.1 C >< 15.9 B EB LT 10.2 B .04 14.8 B �231 Robert Peccia &Associates 30 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Studv 2007 W/Phase 1 of Project AM PM .- INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) EB THRU 23.0 C .86 10.8 B .60 WB LT 16.3 B .20 12.9 B .59 WB THRU 14.3 B .47 17.5 B .87 NB LT 18.6 B .08 23.2 C .18 NB THRU 28.1 C .12 30.7 C .41 SB LT 20.7 C .38 23.5 C .21 SB THRU 27.7 C .06 27.8 C .09 Huff ine Lane/ Main Street/College S 22.3 C >< 22.4 C EB LT 14.2 B .04 23.5 C .41 EB THRU 19.2 B .60 22.7 C .59 EB RT 1.4 A .70 .10 A .37 WB LT 16.7 B .27 18.4 B .14 WB THRU 17.1 B .40 27.5 C .78 NB LT 89.9 F 1.05 29.6 C .88 NB THRU 22.9 C .11 16.9 B .17 SB LT 14.6 B .07 31.0 C .67 SB THRU 14.3 B .01 29.4 C .28 SB RT 14.2 B .01 1 28.3 C .14 Main Street/Babcock Street S 22.0 C 19.1 B EB LT 17.9 B .18 14.1 B .39 EB THRU 26.0 C .72 19.4 B .76 WB LT 12.0 B .30 25.0 C .70 WB THRU 12.2 B .48 11.4 B .67 WB RT 12.2 B .07 11.1 B .23 NB LT 23.7 C .19 26.9 C .48 NB THRU 22.6 C .07 28.2 C .58 NB RT 23.6 C .19 25.7 C .41 SB LT 37.9 D .78 39.6 D .74 SB THRU 26.5 C .49 25.4 C .38 19th Avenue/College Street * S 27.6 C >< 28.5 C EB LT 23.9 C .37 57.5 E .75 EB THRU 33.0 C .78 28.5 C .67 EB RT 40.9 D .93 5.9 A .40 WB LT 25.1 C .41 29.7 C .59 WB THRU 27.0 C .62 43.5 D .89 WB RT 21.2 C .15 22.5 C .30 NB LT 18.6 B .71 34.7 C .88 NB THRU 18.3 B .46 17.8 B .41 SB L T 31.2 C .71 30.7 C .58 SB THRU 24.8 C .53 34.9 C .72 19th Avenue/Garfield Street* U NA NA NA NA NB LT 12.5 B .20 12.0 B .23 SB LT 9.9 A .04 11.9 B .12 WB ALL 63.8 F .54 221.7 F 1.04 Robert Peccia &Associates 31 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study 2007 W/Phase 1 of Project AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized (seconds) (seconds) EB ALL 14.5 B .17 22.5 C .44 Babcock Street/Fowler Avenue U 10.9 B 13.0 B NB ALL 10.9 B .13 13.0 B .29 Huff ine Lane/Harmon Stream Blvd. U NA NA NA NA EB LT 10.3 B .07 17.8 C .22 WB LT 40.5 E .70 25.1 D .65 SB RT 35.6 E .55 36.4 E 73 *Assumes 19th Avenue has been widened to five lanes. Without widening,the intersection is functioning at unacceptable levels of service. Most of the intersections in the study area continue to function at acceptable levels of service. Note that the intersection of 19th Avenue/Garfield Street is shown as a signalized intersection. This will particularly be true if 19th Avenue has not been widened to five lanes. RPA reviewed the traffic volumes again to determine the required left-turn bay lengths for the three adjacent intersections along Huffine Lane (as was done for the 2005 Phase 1 traffic). The taper length for each lane is 150 ft. This information is shown in Table 21. Table 21 - 1.e t-Turn Lane Required (Deceleration and Storage) on Hulline Lane -Phase I AM PM Intersection Eastbound Westbound Eastbound Westbound Fowler Ls = 80 ft Ls = 80 ft Ls = 80 ft Ls = 120 ft Ld*= 360 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total =440 ft Total =440 ft Total =480 ft Harmon Stream Ls = 80 ft Ls = 150 ft Ls = 100 ft Ls = 210 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Total = 440 ft Total = 510 ft Total =460 ft Total = 570 ft College Ls = 80 ft Ls = 80 ft Ld= 360 ft Ld= 360 ft Total =440 ft L Total = 440 ft *Non NHS route,taper is included with deceleration. Robert Peccia &Associates 32 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study Year 2007 Level of Service with Project Completed Analysis The Bozeman Gateway is planned for completion in 2007. This includes creating one additional driveways onto College Street. To establish what impacts the additional traffic from the development has on the transportation system, a level of service analysis was completed for this condition. A summary of this analysis is contained on Table 22. Figures 18 and 19 in the Technical Appendix show the traffic volumes anticipated under this condition. In addition, the Huffine Lane/Harmon Stream Boulevard intersection at full build-out (2007 or beyond) is shown to anticipate a LOS E/F. This intersection may require further evaluation as development is realized in future years. As complete build out of the site is realized, it is recommended that a complete evaluation of this intersection (i.e Huffine Lane/Harmon Stream Boulevard) take place for possible signalization to improve traffic flow characteristics between The Bozeman Gateway, the Gallatin Valley Mall, and Huffine Lane. Table 22 - Year 2007 Level of Service (LOS) Summary - Build Out 2007 WBuild Out of Project AM PM INTERSECTION Nignalized DELAY LOS V/C DELAY LOS V/C (U)nsi nalized I (seconds) (seconds) Huffine Lane/Ferguson Avenue S 16.7 B 27.5 C EB LT 14.8 B .44 223.3 F 1.34 EB THRU 17.8 B .69 15.2 B .54 WB THRU 13.2 B .35 18.1 B .71 WB RT 12.1 B .20 12.6 B .26 SB L T 20.8 C .26 21.0 C .28 SB RT 22.2 C .40 22.0 C .38 Huffine Lane/Fowler Avenue S 22.5 C >< 24.1 C EB LT 10.2 B .04 14.7 B .16 EB THRU 25.7 C .90 16.6 B .48 WB LT 35.1 D .75 23.9 C .60 WB THRU 14.3 B .47 23.1 C .48 NBLT 18.9 B .13 41.2 D .31 NB THRU 28.8 C .21 42.5 D .22 SB L T 20.8 C .39 24.0 C .31 SB THRU 28.0 C .11 28.5 C .22 Huffine Lane/Main Street/College S 34.6 C 42.0 D EB LT 14.2 B .04 23.7 C .42 EB THRU 20.6 C .66 28.2 C .80 EB RT 1.5 A .72 0.2 A .40 WB LT 112.3 F 1.04 399.3 F 1.73 WB THRU 17.7 B .44 32.6 C .88 NB L T 144.5 F 1.21 57.6 E .99 NB THRU 22.9 C .11 16.9 B .17 Robert Peccia &Associates 33 February 2004 The Bozeman Gateway 1 Bozeman,Montana Traffic Impact Study 2007 WBuild Out of Project AM PM INTERSECTION (S)ignalized DELAY LOS V/C DELAY LOS V/C mnsi nalized (seconds) (sec)nds) SB LT 14.6 B .07 29.7 C .63 SB THRU 14.3 B .01 29.4 C .28 SB RT 14.2 B .01 28.3 C .14 Main Street/Babcock Street S 22.6 C 24.1 C EB LT 18.0 B .21 19.7 B .57 EB TNRU 28.1 C .78 32.4 C .95 WB LT 12.9 B .31 27.2 C .70 WB THRU 13.3 B .58 14.2 B .80 WB RT 12.2 B .07 11.1 B .23 NB LT 23.7 C .19 26.9 C .48 NB THRU 22.6 C .07 28.2 C .58 NB RT 23.6 C .19 25.7 C .41 SB LT 37.9 D .78 39.8 D .74 SB THRU 26.5 C .49 25.4 C .38 19th Avenue/College Street* S 25.9 C 32.2 C EB LT 20.3 C .35 43.2 D .69 EB THRU 26.4 C .71 26.4 C .71 EB RT 25.6 C .83 5.5 A .40 WB LT 20.1 C .31 28.2 C .62 WB THRU 23.9 C .63 36.6 D .87 WB RT 17.8 B .13 18.9 B .25 NB LT 31.5 C .84 65.3 E 1.01 NB THRU 22.1 C .53 21.5 C .47 SB LT 35.3 D .74 32.3 C .59 SB THRU 26.6 C .57 37.0 D .76 19th Avenue/Garfield Street* U NA NA NA NA NB LT 74.1 B .34 13.9 B .40 SB LT 9.9 A .04 11.9 B .12 WB ALL 155.7 F .86 380.4 F 2.76 EB ALL 15.6 C .26 26.1 D .60 Babcock Street/Fowler Avenue U 10.9 B 13.0 B NB ALL 10.9 B .74 13.4 B .32 Huffine Lane/Harmon Stream Blvd. U NA NA NA NA EB LT 10.5 B .07 15.6 C .18 WB LT 49.6 E .80 55.7 F .95 SB RT 49.1 E 74 19.5 C .69 *Assumes 19th Avenue has been widened to five lanes. Without widening,the intersection is functioning at unacceptable levels of service. Robert Peccia &Associates 34 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study The new driveway linking the site to College Street is anticipated to draw traffic from Main Street. Traffic is expected to be heavy enough that the driveway may experience LOS D conditions in the PM peak hour. This driveway is an important access point to the development and should be constructed with a separate right-turn lane for traffic entering the site,and designed in a manner that allows traffic exiting College Street to do so quickly and with a minimal affect on the College Street traffic. It should also be noted that some of the operation problems at the intersection of Main Street & College Street would be improved by making a Garfield Street connection through to Fowler Avenue. This connection would draw significant amounts of traffic off of College Street and decrease the number of left-turning vehicles at both Main Street&College Street and 19th Avenue & College Street. Preliminary estimates indicate that as many as 400 peak hour left-turning movements may be removed from these intersections. This would significantly improve the LOS at both intersections. RPA again reviewed the traffic volumes to determine the required left-turn bay lengths for the three adjacent intersections along Huffine Lane. The taper length for each lane is 150 ft. Under this scenario it may be necessary for some vehicles to proceed to the Fowler intersection to make left- turns into the development. As such the storage length at this intersection may need to be increased. Similarly, the storage length at Harmon Stream may be decreased as vehicles pass this intersection to turn left at the signal. This information is shown in Table 23. Table 23 - Left-Turn Lane Required(Deceleration and Storage) on Hu the Lane -Build Out AM I PM Intersection Eastbound Westbound Eastbound Westbound Fowler Ls = 80 ft Ls = 115 ft Ls = 80 ft Ls = 160** ft Ld*= 360 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total = 475 ft Total = 440 ft Total = 520 ft Harmon Stream Ls = 80 ft Ls = 180 ft Ls = 100 ft Ls = 360*** ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total = 540 ft Total = 460 ft Total = 720 ft College Ls = 80 ft Ls = 80 ft Ld= 360 ft Ld= 360 ft Total =440 ft Total = 440 ft *Non NHS route,taper is included with deceleration. **200 ft m Ls may be required to accomodate overflow *** 330 ft will allow sufficient storage for capacity of lane. Robert Peccia &Associates 35 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study VIII. Impact Summary The existing transportation system needs some upgrades in order to function at LOS C,the level of service chosen as the threshold for acceptable conditions. Most notably, 19th Avenue needs to be widened to five lanes. Due to the placement of MSU and the increasing enrollment it is experiencing, it is highly unlikely that traffic volumes in this part of Bozeman will decrease. Additionally, the greater Bozeman area has been experiencing significant growth which shows no signs of slowing down. The intersection of Huffine Lane/Fowler Avenue should be signalized. This intersection will be one of the few locations where traffic from the east can access the site. This movement should have a protected phase. It will also be the only location for traffic exiting the site to continue west. This movement is expected to be heavy. Traffic associated with the site will be particularly heavy along its frontage. As such,the driveways to Huffine Lane are important to the success of the site. The driveway to College Street will also be important for gaining site access/egress. A dedicated right-turn lane should be considered for this access point. All of the driveways on the site plan will be important to provide adequate access to the site functioning at adequate levels of service. The connection from Huffine Lane to 19th Avenue via Fowler Avenue at Garfield Street will be a benefit to The Bozeman Gateway and the overall traffic in the area. IX. Recommendations The transportation needs of the system surrounding The Bozeman Gateway project fall into two categories; those identified in the Bozeman Transportation Plan, and those needed based on the additional traffic from The Bozeman Gateway project itself. A project identified in the Bozeman Transportation Plan, widening 19th Avenue from Main Street south to Kagy Street to a five-lane facility, is clearly needed. The 19th Avenue corridor is functioning below acceptable levels of service,and will continue to do so without this improvement. This improvement is needed to benefit the overall transportation system in the area, and funding should be secured for it. Additionally,the intersection of 19th Avenue/Garfield Street should be considered for signalization. The benefits of this improvement to the general public can not be understated as the route will provide an alternative for traffic using the College Street/ 19th Avenue route. The Bozeman Gateway project will add traffic volume to the local transportation system, and mitigation is proposed to address the impacts caused by this additional traffic. This recommended mitigation will address the impacts that the traffic from the proposed development will have on the surrounding transportation system. • Provide access to the property from Huffine Lane (SR 191) and College Street as shown on the site plan (see Figure 2). Robert Peccia &Associates 36 February 2004 The Bozeman Gateway Bozeman Montana Traffic Impact Study • Install a traffic signal at Huffine Lane (SR 191)/Fowler Avenue. • Build Fowler Avenue to a minor arterial standard and Garfield Street to a collector standard • Develop the Harmon Stream Boulevard driveway as a three-quarters access,with left-turning traffic prohibited from exiting the site. This intersection may require further evaluation as development is realized in future years. As complete build out of the site is realized, it is recommended that a complete evaluation of this intersection (i.e Huffine Lane / Harmon Stream Boulevard) take place for possible signalization to improve traffic flow characteristics between The Bozeman Gateway,the Gallatin Valley Mall,and Huffine Lane. • The College Street access is very important to the overall ability of traffic to access The Bozeman Gateway. This driveway should be put into use as soon as possible. It will be particularly important for traffic entering the site,as it will be available for eastbound traffic from Main Street. This driveway should be designed for traffic to swiftly exit the through traffic. The analysis shows that this intersection may experience levels of service below acceptable standards. Left turns both into and out of this drive approach should not be allowed. This drive approach should be designated as a right-in, right-out only approach. The right-turning traffic into and out of this site should not be restricted. • Build a bicycle/pedestrian path system along the Farmer's Canal ditch berm, and wrap it around to tie into the intersection of Huffine Lane/Fowler Avenue at an appropriate spot. This will amount to almost a minimum of 1,500 feet of pathway and will serve to provide a much needed link to the overall transportation system goal of a separated bicycle/pedestrian path system linking Bozeman to Four Corners. • Complete a speed zone study for Huffine Lane(SR 191)after Phase 1 of the project is built. It is also recommended to do this after full build-out of the development. Robert Peccia &Associates 37 February 2004 TECHNICAL APPENDIX TRAFFIC VOLUME FIGURES • Existing Traffic Volumes • 2005 Traffic Volumes without The Bozeman Gateway Project • Laurel Glen Traffic Volumes • The Bozeman Gateway Site Generated Traffic Volumes for Phase 1 • The Bozeman Gateway Site Generated Traffic Volumes for Build Out • 2005 Traffic Volumes with Phase 1 of The Bozeman Gateway • 2007 Traffic Volumes with Phase 1 of The Bozeman Gateway • 2007 Traffic Volumes with Build Out of The Bozeman Gateway h 2pgVl �� SCHEMATIC DIAGRAM (SCALE NONE) 57-y 4—25 ~9 lal Q 2 H rn BABCOCK ST. z uj Z J J �� Q 3 0o 114�► -- 51 114� y�. N 51--► 23 uj 0 vi 63Z Q 04 CV z W J J HUFFINE LANE W. COLLEGE ST. 1 1m � I I � Iw 1 I ; 1 I z W. GARFIELD ST. 114---*- 4-51 114—lo ♦— 51 I 1 0 1 1 = > Q LAUREL GLEN t AM PEAK HOUR N TRAFFIC VOLUMES I APRIL, 2003 SHEET TITLE PROJECT TITLE I OATF LAUREL GLEN THE BOZEMAN GATEWAY FIG 3 0262.200 _ A PROJECT N0. ■M PEAK HOUR CITY OF BOZEMAN FIG03.DWG TRAFFIC VOLUMES IFILE NO. �y ary SCHEMATIC DIAGRAM (SCALE NONE) 2g 49 --► 4-- 69 AD LLi Q rn BABCOCK ST. z Lei Q z O J D Li ��' Q C7 Ld Ld O 98-10 4---138 98-� 44-y a- 62 w 54� U (� Z 00 < n W J J HUFFINE LANE W. COLLEGE ST. 1 IJ 1 m I Iw 1 1of 98 ---138 98�-► �138 I I z W. GARFIELD ST. 1 10 1 la > = a � U) rn vi LAUREL GLEN t PM PEAK HOUR TRAFFIC VOLUMES APRIL, 2003 SHEET TIME PROJECT TITLE DATE LAUREL GLEN THE BOZEMAN GATEWAY 0262.200 PROJECT NO. PM PEAK HOUR CITY OF BOZEMAN F'G■� FIG4.DWG TRAFFIC VOLUMES FILE NO. 101 a(h 22� ory SCHEMATIC DIAGRAM (SCALE NONE) 137—* 60 54� r 32 `��0~ A3 � r < Q LoLo BABCOCK ST. z w Q z N � C7 N Li M M tD s 14 ,� IL- `� 1196�► �612 6181► �326 �Q w 541 L53 —198 ui 703Z r33 ya. N 402 4 f r3702� 37 Q N N E to V) F5 Nd Z W J HUFFINE LANE W. COLLEGE ST. I I > 1 1m Lo It to m 00 Ih Lo I I W �J 4 41 1♦ I I � 1321 L131 121 L47 I I U) W. GARFIELD ST. 840-4- 4-420 993—► ---521 I 1 z 0 1 1 = Q = n ~ 0000 N 4JI4 v, 01 L40 0--► 4-1 17-4 r12 *tr EXISTING 2002 TRAFFIC VOLUMES Mco AM PEAK HOURS MARCH. 2003 SHEET TITLE PROJECT TITLE WE EXISTING AM PEAK THE BOZEMAN GATEWAY �' 0262.200 HOUR CITY OF BOZEMAN ■ PROJECT NO. FIGS.DWG TRAFFIC VOLUMES FILE NO. r SCHEMATIC DIAGRAM (SCALE NONE) 91� *.-182 12-� r 67 o Lv o 00 ¢ � m rn BABCOCK ST. z ui z m Z J SON r,00 O O C� W o so1.1 1•L10 301 ��� Ls7 �� o •J �• L`- 831---► 4-1194 519-0- 4--643 �P M 541 L138 351- r21 y�. N 270--► 4--372 ui *,tr vi 349-4 r98 Q MO0ON �00(D Z Li J HUFFINE LANE W. COLLEGE ST. m omo 'n m � I I w 133t L186 291 L150 I I Z W. GARFIELD ST. 642-4� 4-867 728—► 4-984 I I 0 la F r m4Jl41 't49 --► 4--3 -4 r9 �tr EXISTING 2002 TRAFFIC VOLUMES M0N PM PEAK HOURS MARCH, 2003 SHEET TITLE PROJECT TITLE DATE EXISTING PM PEAK THE BOZEMAN GATEWAY 0o PROJECT NO. HOUR CITY OF'BOZEMAN FIG■6 PROJEC FIG6.DWG TRAFFIC VOLUMES FILE N0. 28 h�' � o SCHEMATIC: DIAGRAM (SCALE NONE) � � �Cb� 202 88 G 57—� r 34 LLi Lor L BABCOCK ST. z a Z O Z J � __0 8 15 L` u0 1377J► —697 64710 —344 M 571 L56 856— r35 �. N 318--► 4-232 487-4 r39 *,tr vi N— to to to �tr 1 to04 ro co Nt Z W J HUFFINE LANE W. COLLEGE ST. Lo ui 1 Im I 139t L138 13 50 1 I U) W. GARFIELD ST. 1001- 01 4-494 1162� �601 1 1 p 1 IQ a x p~j NQ1N 4JI1y v' 0-t L42 SZ '1tr r13 2005 AM PEAK HOUR TRAFFIC VOLUMES to N N WITHOUT THE BOZEMAN GATEWAY APRIL, 2003 SHEET TITLE PROJECT TITLE BATE 2005 AM PEAK PEAK HOUR THE BOZEMAN GATEWAY 0262.200 F 1 G 7 PROJECT NO. TRAFFIC VOLUMES WITHOUT CITY OF BOZEMAN ■ FIG7.DWG THE BOZEMAN GATEWAY l� FILE NO. r SCHEMATIC DIAGRAM (SCALE NONE) 145—b- 4—261 3 / 3—� r 71 O N M) 0) BABCOCK ST. z a z to0tC, N La ��14 � Q Min .jlt* L 0 63—t L11 321 L71 975� �1399 534--► 4--�679 �P 571 L146 469� r22 �. N 322—► F454 U �Ir � 422Z r103 Q 0)0000N 01 0 f z w J J HUFFINE LANE W. COLLEGE ST. 1 1 � 1 Im 00 1 1 m � Lo Q 1401 L196 311 L158 1 1 N W. GARFIELD ST. 776-1� 4-1053 867--+ 4--1177 1 1 zo la Q .1h `n 11 L52 1—► *--3 co C4 53� �1r r10 2005 PM PEAK HOUR TRAFFIC VOLUMES �oN WITHOUT THE BOZEMAN GATEWAY APRIL, 2003 SHEET TITLE PROJECT TITLE I DATE 2005 PM PEAK PEAK HOUR THE BOZEMAN GATEWAY �' 0262.200 PROJECT NO. TRAFFIC VOLUMES WITHOUT CITY OF BOZEMAN ■ FIG8.DWG THE BOZEMAN GATEWAY FILE NO. ►;u _ � i�i AND U R'S T C 25 T p m -JF t M w I r iC I t- 3 f E- f- OL N - m Q I Lai D I .c II eALI d ui Fl I J _ �B 1 -T E R O T UU,riY f- G AjT`6R 1 . "I ; 1 �I � 00 00 im F > C—)', 7�co i i I ,* E 0 w W I (Ibi uf311 bU COLLE�E41 I 5%`1~� 35% '} N j-L- Ir ANAL`•r"SI �' --� I PROJECT SITE U3 'dU LINGOLN 1 I 3-07-03 DATE THE BOZEMAN GATEWAY c--JECT N F ECT NO TRIP DISTRIBUTION CITY OF BOZEMAN `' FlG.9 F ).DWG FILE N0. a`b f SCHEMATIC DIAGRAM 1 (SCALE NONE) r10 r >a L BABCOCK ST. z a z (N D: Li � Q _ \� u` 90� 4-30 --�148 �P 35---► 0—49 40� 135� r167 <\ N r z 1 vi z W J J HUFFINE LANE W. COLLEGE ST. I > 1 Im uj co 1 I Q 1 1 1 � In W. GARFIELD ST. 49 4--36 49 z r 30 I I O '1tr I I Q > cONO r).-ro 2 H M In 47-4 PHASE 1 AM PEAK HOUR SITE GENERATEDto TRAFFIC VOLUMES APRIL, 2003 SHEET TITLE PROJECT TITLE I D^'M PHASE 1 AM PEAK HOUR THE BOZEMAN GATEWAY PROJECT NO.P SITE GENERATED CITY OF BOZEMAN 1 G■ 1 PROJEC flG10-DWG TRAFFIC VOLUMES FILE N0. i ^J �V SCHEMATIC DIAGRAM 1 (SCALE NONE) r14 .�(b r BABCOCK ST. z a z Z N w �� Q 137--1� 4----22 198-0. 4--215 �P 0:: 55-4 r265 67-4 N 67 ---► ♦— 72 U Lo Z N Q I\ N cy Z Ld J HUFFINE LANE W. COLLEGE ST. Im N 1 la I � N W. GARFIELD ST. 71 .0- 67 -94-4 r22 1 I 0 Q O cV c0 = cOcv0 O) ui 88 -3 PHASE 1 PM PEAK HOUR SITE GENERATED b TRAFFIC VOLUMES APRIL, 2003 SHEET TITLE PROJECT TITLE 1 DATE PHASE 1 PM PEAK HOUR THE BOZEMAN GATEWAY 0262.200 _ SITE GENERATED CITY OF BOZEMAN v 'G■ 1 1 PROJECT NO. FiG».DWG TRAFFIC VOLUMES I — FILE NO. O� r� SCHEMATIC DIAGRAM (SCALE NONE) j-20 �`b^ r Q N = H Cn BABCOCK ST. z w z O J w O 104-10- �111 181� 4---229 �P 56-� r220 w 49-4 r79 N 60-1- 4 --10 r V *1 N to 0 W J HLIFFINE LANE W. COLLEGE ST. Im M la I Iw W. GARFIELD ST. 102� ♦—61 36--i rill 0 I 1 39---► �---10 I I 86-4 �Itr Q _r cD N N S H 0) (N 81� THE BOZEMAN GATEWAY BUILD OUT AM PEAK HOUR SITE GENERATED TRAFFIC VOLUMES I I APRIL, 2003 SHEET TITLE PROJECT TITLE DATE BUILD OUT AM PEAK HOUR THE BOZEMAN GATEWAY P0262.200 ROJECT N0. _ SITE GENERATED CITY OF BOZEMAN 'G■ 1 2 PROJECT FIG12.DWG TRAFFIC VOLUMES �— — FILE NO. 43' SCHEMATIC DIAGRAM (SCALE NONE) r 30 �a a Li r > Q M M � BABCOCK ST. r z Li Z J 0 � 4" a LJ O \�u` U. 235 .. 4--50 494—► 4-338 �P M 82-4 r438 w 114-4 r113 s1 N 165—► ♦--150 r 0 ` N 00 Q Z W J J HUFFINE LANE W. COLLEGE ST. 1 Im � 1 IQ LLI 1 1 � 1 1 V) W. GARFIELD ST. 150-0, 164 131-4 r1633 1 1 0 128-4 ~150 �Itr 1 1 = r [V to Lo 0) E I1 N 219 I THE BOZEMAN GATEWAY BUILD OUT N PM PEAK HOUR SITE GENERATED TRAFFIC VOLUMES I APRIL, 2003 SHEET TITLE PROJECT TITLE I D^� BUILD OUT PM PEAK HOUR THE BOZEMAN GATEWAY PROJECT N SITE GENERATED CITY OF BOZEMAN I G■ PROJECT N0. FI13I3.DWG TRAFFIC VOLUMES 10 FILE NO. 0) �o SCHEMATIC DIAGRAM (SCALE NONE) Xr- ~�S 202� *-88 �o�� A6 57Z r44 41r < a N N tD = H BABCOCK ST. z a Z J OO ui ui .1 cn �14 �� Q 4J�4 ui 0 8 15 P o 1 146781► �727 753=t► �492 571 '`56 40-4 r167 w 891Z �tr r35 N 487 1 r391 rz It u:)co0,tr a Ln N lf)t0 to R cq Z W J J HUFFINE LANE W. COLLEGE ST. I IJ 1 I m to I 1 Q 139t L138 131 t50 I I Z W. GARFIELD ST. 1050-10 4-530 12022 �30 11 1 1 0 a cD N O I� Ln 01 G7 N .J14 01 t42 0� ♦-1 65 4 �tr r13 2005 AM PEAK HOUR TRAFFIC VOLUMES F ONN WITH PHASE 1 OF THE BOZEMAN GATEWAY 1 APRIL, 2003 SHEET TITLE PROJECT TITLE DATE 2005 AM PEAK HOUR THE BOZEMAN GATEWAY P0262.200 ROJECT N0. TRAFFIC VOLUMES CITY OF BOZEMAN 1 G■ 1 PROJECT FIGI4.DWG WITH PHASE 1 IFILE NO. — 7 Iob SCHEMATIC DIAGRAM 7)9 (SCALE NONE) ^h � ,^7296 113-4 r851 0 `ti S N� Q H O BABCOCK ST. z uj a Z (N O I N 0) 4JI4 4- Q ui 1 LL 0 1162� �11 32 71 52 —142F265 7321► �894 �P 57,1 L146 536Z r22 _N\' N 422 4 r 5 w 03 r z -,1r tM Q a)00 N O O Z Li J J HUFFINE LANE W. COLLEGE ST. I Im 00 0)co tnNU7 1 I ..i�. 4Jl4 1 1 Lu 140� L196 311 L158 I I 847 W. GARFIELD ST. —► 4---1120 844- --1064 94-4 r135 I I zo 1 1 � > (N co Q 00 N O 2 r O C)tD N 1 L52 1 --.*1 4-3 1474 �tr r10 f-DoN 2005 PM PEAK HOUR TRAFFIC VOLUMES �2oN WITH PHASE 1 OF THE BOZEMAN GATEWAY APRIL, 2003 SHEET TITLE PROJECT TITLE DATE 2005 PM PEAK HOUR THE BOZEMAN GATEWAY P0262.200 ROJECT N NO. TRAFFIC VOLUMES CITY OF BOZEMAN 1 G■ 1 PROJECT FIGI5.DWG _ WITH PHASE 1 I — FlLE NO. SCHEMATIC DIAGRAM `�8S (SCALE NONE) ���lr �`31 210� 4-92 g 60 1 r46 °� I r to Lo to BABCOCK ST, z a z 4jlt* Li 9 ,6 P o .J14 4- 0 15370- �763 790--► 511 M 60_t '`59 40-4 r167 w 933 4.11r r37 y> N 368—► .--293 r I 511� 142 Z 0 O 0) N Q MN— I-000 04 to Z Li J J HUFFINE LANE W. COLLEGE ST. 1 I > 1 1 Im 0 to I I Q 04 .1 4 .Jll. I I w lk- 1471 L146 131 L,52 1 I N W. GARFIELD ST. 1099—WW ♦-555 1261---o- 4-642 1 1 0 9� r30 Li '1tr I I Q Q coNO = M M 0 m _N O N OJ L45 0---Ill� 4-1 66Z It r13 2007 AM PEAK HOUR TRAFFIC VOLUMES 0co r� WITH PHASE 1 OF THE BOZEMAN GATEWAY APRIL, 2003 SHEET TITLE PROJECT TITLE DATE 2007 AM PEAK HOUR THE BOZEMAN GATEWAY 0262.200 PROJECT NO. TRAFFIC VOLUMES CITY OF BOZEMAN 1 G■ 1 FIGI6.DWG WITH PHASE 1 FILE N0. o � o� ti SCHEMATIC DIAGRAM I[ (SCALE NONE) 150—► 4-272 13-4 r89 w Lo � r Q BABCOCK ST. z a z to I4 �� Qit to i4 Li 671 L11 331 L75 P o 1161-11, 4--1491 762--40, 4-93 M 611 L154 55- rr265 w 556-4 r23 ya N 411—# 4--548 443 4 I r r109 to z uo Lo z W J J HUFFINE LANE W. COLLEGE ST. 0 1 Im 1 1 � «1 �► `°lam 1 1 1481 t207 321 L167 1 1 z W. GARFIELD ST. 885—► �1171 8g4� r1352 1 1 _ > O cV 00 Q 00 N O = to 1n O, 4J 4 In 1- L55 1 ♦-3 144 *Ir r10 rn OI to 2007 PM PEAK HOUR TRAFFIC VOLUMES �2 WITH PHASE 1 OF THE BOZEMAN GATEWAY I APRIL, 2003 SHEET TITLE PROJECT TITLE DATE 2007 PM PEAK HOUR THE BOZEMAN GATEWAY 0262.200 1 G. 1 PROJECT NO. TRAFFIC VOLUMES CITY OF BOZEMAN FIG17.DWG WITH PHASE 1 ALE NO. SCHEMATIC DIAGRAM (SCALE NONE) 150- -b- 4---272 13 r105 �1 r Q BABCOCK ST. z uj Q z r7 t2 � rn �00 L0 671 t,11 33.E L75 P o 14 1259—� 4--1519 1028--+ #-1055 82� r438 603� r136 �,. N 50961� —626 r z �t(o vi 443� r109 00 �1r It f� co ��� z Lo r` w a HUFFINE LANE W. COLLEGE ST. OM L m 414 'ilt' 1 1uj 148 270 321 L167 1 1 `n W. GARFIELD ST. 964� �1268 928�► 4-1122 1 1 0 1064� �1552 131-4 r163 :E 128-4 ,try 1 = r NLo to Lo I �' .Ji4 1 L55 1 --► +--3 275Z Tr r10 o I 2007 PM PEAK HOUR TRAFFIC VOLUMES NON WITH BUILD OUT OF THE BOZEMAN GATEWAY APRIL, 2003 SHEET TITLE PROJECT TITLE DATE 2007 PM PEAK HOUR THE BOZEMAN GATEWAY °° PROJECT No. TRAFFIC VOLUMES WITH CITY OF BOZEMAN 1 G■ 1 FIG19.DWG BUILD OUT FILE N0. TRAFFIC COUNTS Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : count5 (406)447-5000 Site Code : 00000000 Start Date : 01/17/2003 Page No : 1 Groups Printed-unshifted FOWLER 191 FOWLER 191 From North From East From South From West Start Time Left Thr. Right Ped, Left Thru Right Peds Left Thru Right Peds Left Thm Right Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.01 1.0 07:00 AM 18 0 2 0 0 60 7 0 0 0 0 0 0 123 0 0 210 07:15 AM 12 0 2 0 0 71 8 0 0 0 0 0 0 155 0 0 248 07:30 AM 33 0 2 0 0 72 8 0 0 0 0 0 1 225 0 0 341 07:45 AM 41 0 1 0 0 124 8 0 0 0 0 01 2 305 0 0 481 Total 104 0 7 0 0 327 31 O 0 0 0 0 3 808 0 O 1280 08:00 AM 34 0 1 0 0 128 10 0 0 0 0 0 3 230 0 0 406 08:15 AM 29 0 0 0 0 134 20 0 0 0 0 0 5 221 0 0 409 08:30 AM 52 0 3 0 0 135 9 0 0 0 0 0 2 237 0 0 438 08:45 AM 25 0 2 0 0 _128 7 0 0 0 0 -0 6 203 0 0 371 Total 140 0 6 0 j 0 525 46 0 0 0 0 16 891 0 0 1624 Grand Total 244 0 13 0 0 852 77 0 0 0 0 0 19 1699 0 0 2904 Apprch% 94.9 0.0 5.1 0.0 0.0 91.7 8.3 0.0 0.0 0 0 0.0 0.0 1.1 98.9 0.0 0.0 Total% 8.4 0.0 0.4 0.01 0.0 29.3 2.7 0.0. 0,0 00 0.0 0.0 0.7 58.5 0.0 0 0 FOWLER 191 FOWLER 191 From North From East From South From m West Start Time Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Tbr Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u l ht s Total Total Peak Hour From 07:00 AM to 09:00 AM-Peak I of I Intersectio 07:15 AM n Volume 120 0 6 0 126 0 395 34 0 429 0 0 0 0 0 6 915 0 0 921 1476 Percent 95. 0.0 4.8 0.0 0.0 92. 7.9 0.0 0.0 0.0 0.0 0.0 0.7 99.. 0.0 0.0 07:45 41 0 1 0 42 0 124 8 0 132 0 0 0 0 0 2 305 0 0 307 481 Volume 10.767 Peak Factor High Int. 07:45 AM 08:00 AM 6:45:00 AM 07:45 AM Volume 41 0 1 0 42 0 128 10 0 138I 0 0 0 0 0 2 305 0 0 307 Peak 0.750 0.777 0.750 Factor Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : count5 (406)447-5000 Site Code : 00000000 Start Date 01/17/2003 Page No 2 FOWLER Out In Total 40 IAJ 1 166 L Of 01 1201 0 Right Thru Left Pegs N H to q t ?A W O North � c� /17/2003 7:15:00 AM o ego—, /17/2003 8:00:00 AM i i o o Unshifted O �o a rnm y A— Left Thr Right ht Peds 0 0 of 0 0 Out In Total FOWLER Peak Hour From 08:15 AM to 08:45 AM-Peak 1 of 1 Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : Cout1 (406)447-5000 Site Code : 00000000 Start Date : 01/15/2003 Page No : 1 Groups Printed-Unshifted FOWLER 191 FOWLER 191 From North From East From South From West Start Time Left I Thru I Right Peds Left Thru I Right I Peds Left I Th.I Right Peds Left I Thru I Right Peds b1t' Total Factor 1.01 1.01 1.0. 1.0 1.0 1.01 1.01 1.0 1.01 1.01 1.01 1.0 1.01 1.01 1.0 1.0 04:00 PM 13 0 6 0 0 216 37 0 0 0 0 0 3 182 0 0 457 04:15 PM 9 0 2 0 0 206 27 0 0 0 0 0 8 182 0 0 434 04:30 PM 13 0 3 0 0 210 23 0 0 0 0 0 11 171 0 0 431 04:45 PM 23 0 2 0 0 227 30 0 0 0 0 0 7 168 0 0 457 Total 58 0 13 0 0 859 117 0 0 0 0 0 29 703 0 0 1779 05:00 PM 5 0 0 0 0 263 46 0 0 0 0 0 12 237 0 01 563 05:15 PM 8 0 2 0 0 235 42 0 0 0 0 0 6 163 0 0 456 - 05:30 PM 14 0 1 0 0 259 32 0 0 0 0 0 4 160 0 0 470 05:45 PM 16 0 3 0 0 194 33 0 0 0 0 0 2 166 0 0 414 Total 43 0 G 0 0 951 153 01 0 0 0 -0-1- 24 726 0 01 1903 Grand Total 101 0 19 0 0 1810 270 0 0 0 0 0 53 1429 0 0 3682 Apprch% 84.2 0.0 15.8 0.0 0.0 87.0 13.0 0.0 0.0 0.0 0.0 0.0 3.6 96.4 0.0 0.0 Total% 2.7 0.0 0.5 0.0 0.0 49.2 7.3 0.0 I 0.0 0.0 0.0 0.0 1.4 38.8 0.0 0.0 FOWLER 191 FOWLER 191 _ From m North From East From South From West Thr Rig Ped App. Thr I Rig Ped App. Thr�Rig Ped App. Thr Rig Ped App- Int. Start Time Left u ht s Total Left u ht s Total Left I u ht I s l Total Left u_. ht s Total Total I'-.:.11.Hour From 04:00 PM to 05:00 PM-Peak 1 of 1 Intersectio 04:15 PM n Volume 50 0 7 0 57 0 906 126 0 1032 0 0 0 0 0 38 7511 0 0 796 1885 87 12 87. 12. 95 Percent 7 0.0 3 0.0 0.0 8 2 0.0 0.0 0.0 0.0 0.0 4.8 2 0.0 0.0 Vo05me 5 0 0 0 5I 0 263 46 0 309 0 0 0 0 0 12 237 0 0 249 563 Peak 0.837 Factor High Int. 04:45 PM 05:00 PM 3:45:00 PM 05:00 PM Volume 23 0 2 0 25 0 263 46 0 309 0 0 0 0 0 12 237 0 0 249 Factor 0.570 0.835 0.799 Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : Cout1 (406)447-5000 Site Code : 00000000 Start Date : 01/15/2003 Page No : 2 FO Out In Total 184 FM 7 50 0 Right Thru Le� Peds T Paz o0 North °D �IE 00 �` I� 115/2W3 4:15:00 PM 5 m 115/2003 5:00:00 PM g r Unshifted Orn o 0 mo Left Thru Right Peds 00 0 00 0 0 0 0 Out In Total FOWLER Peak Hour From 05:15 PM to 05:45 PM-Peak 1 of 1 Robert Peccla & Associates 825 Custer Ave. Helena, MT 59601 File Name : count4 (406)447-5000 Site Code 00000000 Start Date : 01/20/2003 Page No 1 Groups Printed-Unshilted FERG 191 FERG 191 From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds hrt Total Factor 1.01 1.01 1.01 1.0 1.0 1.0 1.0 1.0 1.01 1.01 1.01 1.01 1 A 1.0 07:00 AM 24 0 22 0 0 50 17 0 0 0 0 0 12 103 0 1 229 07:15 AM 22 0 18 0 0 79 15 0 0 0 0 0 14 117 0 0 265 07:30 AM 24 0 40 0 0 97 16 0 0 0 0 0 17 208 0 0 402 07:45 AM 36 0 55 0 0 105 28 0 0 0 0 0 42 243 -0 0 509 Total 106 0 135 0 0 331 76 0 0 0 0 0 85 671 0 1 1405 08:00 AM 31 0 35 0 0 107 28 0 0 0 0 0 42 177 0 0 420 08:15 AM 43 0 55 0 0 111 59 1 0 0 0 0 31 212 0 0 512 08:30 AM 32 0 29 0 0 104 32 0 0 0 0 0 30 161 0 0 388 08:45 AM 26 0 20 0 0 127 34 0 0 0 0 0 33 186 0 01 426 Total 132 0 139 01 0 449 153 1 0 0 0 0 136 736 0 01 1746 Grand Total 238 0 274 0 0 780 229 1 0 0 0 0 I 221 1407 0 1 l 3151 Apprch% 46.5 0.0 53.5 0.0 0.0 77.2 22.7 0.1 0.0 0.0 0.0 0.0 13.6 86.4 0.0 0.1 Total% 7.6 0.0 8.7 0.0 0.0 24.8 7.3 0.0 0.0 0.0 0.0 0.0 7.0 44.7 0.0 0.0 FERG 191 FERG 191 From North From East From South From West Start Time Left Thr Rig Ped App. Left Thr Rig Ped App- Left Thr Rig Ped App. Left ERig Ped App. Int. U. ht s Total u ht s Total u ht s Total Thr t s Tote] Total Peak Hour From 07:00 AM to 08:00 AM-Peak 1 of 1 Intersectio 07:15 AM n Volume 113 0 148 0 261 0 388 87 0 475 0 0 0 0 0 115 745 0 0 860 '1596 43 56 81. 18. 13. 86. Percent 3 0.0 7 0.0 0.0 7 3 0.0 0.0 0.0 0.0 0.0 4 6 0.0 0.0 07:45 36 0 55 0 91 0 105 28 0 133 0 0 0 0 0 42 243 0 0 285 509 Volume Peak 0.784 Factor High Int. 07:45 AM 08:00 AM 6:45:00 AM 07:45 AM Volume 36 0 55 0 91 0 107 28 0 135 0 0 0 0 0 42 243 0 0 285 Peak 0.717 0.880 0.754 Factor Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : count4 (406)447-5000 Site Code : 00000000 Start Date : 01/20/2003 Page No : 2 FERG Out In Total 20� 463 I 148i 01 113 _ Right Thru Left Peds Mknm� TROD OD J + 4 W Cy North i=� ~_OD — /20/2003 7:15:00 AM 0 c /20/2003 8:00:00 AM o� o_ Tc UrrshhWCD �o a CL w 5 w— Left 1 hr Right Pe_d_s 0 0 0 0 0 0 F0 Out In Total FERG Peak Hour From 08:15 AM to 08:45 AM-Peak 1 of 1 Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : count6 (406)447-5000 Site Code : 00000000 Start Date : 01/16/2003 Page No 1 Groups Printed-Unshifted FERGUSON 191 FO 191 From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total Factor 1.01 1.01 1.01 1.0 1.0 1.01 1.01 1.01 1.0 1.0 1.0 1.0 04:00 PM 23 0 40 0 0 210 53 0 0 0 0 0 16 128 0 0 470 04:15 PM 40 0 39 0 0 206 46 0 0 0 0 0 30 144 0 0 505 04:30 PM 47 0 37 0 0 190 58 0 0 0 0 0 33 131 0 0 496 04:45 PM 37 0 44 0 0 223 40 0 0 0 0 0 40 166 0 0 550 Total 147 0 160 0 0 829 197 01, 0 0 0 0 119 569 0 0 2021 05:00 PM 34 0 54 0 0 211 59 0 0 0 0 0 31 169 0 01 558 05:15 PM 41 0 54 0 0 204 52 0 0 0 0 0 28 148 0 0 527 05:30 PM 43 0 36 0 0 229 35 0 0 0 0 0 34 159 0 0 536 05:45 PM 36 0 35 0 0 167 43 0 0 0 0 0 33 154 0 01 468 Total 154 0 179 01 0 811 189 0 0 0 0 0 126 630 0 01 2089 Grand Total 301 0 339 0 0 1640 386 01 0 0 0 0 245 1199 0 0 I 4110 Apprch% 47.0 0.0 53.0 0.0 I 0.0 80.9 19.1 0.0 0.0 0.0 GO 0.0 17.0 83.0 0.0 0.0 Total% 7.3 0.0 8.2 0.0 0.0 39.9 9.4 0.0 0.0 0.0 0.0 0.0 6.0 29.2 0.0 0.0 FERGUSON 191 FO 191 From North From East From South From West Start Time Left Thr Rig I Ped I App. Left Thr I Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u ht s Total Total Peak Hour From 04:00 PM to 05:00 PM-Peak 1 of 1 Intersectio 04:15 PM Volume 158 0 174 0 332 0 830 203 0 1033 0 0 0 0 0 134 610 0 0 7441 2109 47. 52. 80. 19. 18. 82. Percent 6 0.0 4 0.0 0 0 3 7 0.0 0.0 0.0 0.0 0 0 0 0 0.0 0.0 05:00 34 0 54 0 88 0 211 59 0 270 0 0 0 0 0 31 169 0 0 200 558 Volume Peak 0.945 Factor High Int. 05:00 PM 05:00 PM 3:45:00 PM 04:45 PM Volume 34 0 54 0 88 0 211 59 0 270 0 0 0 0 0 40 166 0 0 206 Peak 0.943 0.956 0.903 Factor i Robert Peccia & Associates 825 Custer Ave. - Helena, MT 59601 File Name : count6 (406)447-5000 Site Code : 00000000 Start Date : 01/16/2003 Page No : 2 FERGUSON Out In Total 337 332 174 158 0 Right Left Peds rl L+ m T �o North �c 116rM 4 Wo0 PM i-2 w /16/2003 5:00:00 PM r�o Unshitted T o W e - 00 0� Peak Hour From 05:15 PM to 05:45 PM-Peak 1 of 1 Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : college (406)447-5000 Site Code : 00000000 Start Date : 01/21/2003 Page No 1 Groups Printed-1 -Unshifted COLLEGE 191 COLLEGE 191 From North From East From South From West Start Time Left ETI- Right Peds Left Th. Right Ped, Left Thru Right Peds Left Thru Right Peds Int. Total Factor 1.0 1.0 1.0 1.0 1.0 I.0 1.0 1.0 1.0 1.01 1.0 1.0 1.01 1.01 1.0 07:00 AM 0 0 0 0 5 41 0 0 39 2 1 0 1 63 58 0 210 07:15 AM 3 0 1 0 3 42 3 0 47 4 2 0 2 77 74 0 258 07:30 AM 1 3 0 0 7 60 4 0 41 7 3 0 3 134 165 0 428 07:45 AM 8 3 1 0 11 87 2 0 52 4 2 0 1 193 250 0 614 Total 12 6 2 01 26 230 9 0 179 17 8 0 7 467 547 0 1510 08:00 AM 6 2 0 0 8 84 4 0 77 7 5 0 2 166 140 0 501 08:15 AM 9 1 0 0 7 95 4 0 71 7 7 0 2 125 148 0 476 08:30 AM 13 4 1 0 11 90 2 0 55 12 7 0 0 109 114 0 418 08:45 AM 12 1 1 0 _ 9 98 6 0 69 2 7 0 4 121 126 0 456 Total 40 8 2 OF 35 367 16 01 272 28 26 0 8 521 528 0 1851 Break 04:00 PM 71 27 21 0 5 127 23 0 68 27 3 0 18 129 70 0 589 04:15 PM 57 30 19 01 6 147 29 0 59 26 3 0 5 129 77 0 587 04:30 PM 64 24 15 0 3 139 18 0 76 23 8 0 5 119 70 0 564 04:45 PM 51 24 9 0 2 161 20 0 73 24 10 0 11 148 97 0 630 Total 243 105 64 0 16 574 90 0 276 100 24 0 39 525 314 0 2370 05:00 PM 76 31 11 0 10 159 20 0 91 22 5 0 6 124 98 0 653 05:15 PM 47 22 9 0 6 184 9 0 102 11 4 0 8 128 86 0 616 05:30 PM 49 31 9 0 7 132 16 0 85 25 5 0 9 113 77 0 558 05:45 PM 68 25 8 0 3 133 16 0 71 15 2 0 3 105 80 0529 529 Total 240 109 37 0 26 608 61 0 349 73 16 0 26 470 341 0 2356 Grand Total 535 228 105 0 103 1779 176 0 1076 2111 74 0 80 1983 1730 0 110117 Apprch% 61.6 26.3 12.1 0.0 I 5.0 86.4 8.6 0.0 78.7 15.9 5.4 0.0 2.1 52.3 45.6 0.0 Total% 6.6 2.8 1.3 0.0 1.3 22.0 2.2 0.0 13.3 2.7 0.9 0.0 1.0 24.5 21.4 0.0 COLLEGE 191 COLLEGE 191 From North From East From South From West Start Time Left Thr Rig Ped App. Left Thr RigF App. LeftThr Rig Ped App. Left Thr Rig Ped App. Int. u ht s Total u hts Total u ht s Total u_ ht s Total Total Peak Hour From 07:00 AM to 12:30 PM-Peak 1 of 1 Intersectio 07:30 AM n Volume 24 9 1 0 34 33 326 14 0 373 241 25 17 0 283 8 618 703 0 1329 2019 70. 26. 87. 85. 46. 52. Percent 6 5 2.9 0.0 8.8 4 3.8 0.0 2 8.8 6.0 0.0 0 6 5 9 0.0 07:45 8 3 1 0 12 11 87 2 0 100 52 4 2 0 58 1 193 250 0 444 614 Volume Peak 0.822 Factor High Int. 07:45 AM 08:15 AM 08:00 AM 07:45 AM Volume 8 3 1 0 12 7 95 4 0 106 77 7 5 0 89 1 193 250 0 4441 Peak Factor 0.708 0.880 0.795 0.748 Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : college (406)447-5000 Site Code : 00000000 Start Date : 01/21/2003 Page No : 2 COLLEGE Out In Total 47 —' 34 81 11 91 241 0 Right Thru Left Pods �0 ,A� North 20 i/21/2003 7:30:00 AM w g 1012003 8:15:00 AM r� w 1-Unshifted 0 O N- I Left Thru Right Peds 241 261 171 0 745 283 1028 Out II Total COLLEGE Peak Hour From 12:45 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:30 PM I I Volume 238 101 44 0 383 21 643 67 0 731 342 80 27 0 449 30 519 351 0 900 2463 62. 26. 11. 88 76. 17. 57. 39. Percent 1 4 5 0.0 2.9 0 9.2 0.0 2 8 6.0 0.0 3.3 7 0 0.0 05:00 76 31 11 0 118 10 159 20 0 189 91 22 5 0 118 6 124 98 0 228 653 Volume Peak I 0.943 Factor I High Int. 05:00 PM 05:15 PM 05:00 PM 04:45 PM Volume 76 31 11 0 118 6 184 9 0 199 91 22 5 0 118 11 148 97 0 256 Peak 0.811 0.918 0.951 0 879 Factor Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : college (406)447-5000 Site Code : 00000000 Start Date : 01/21/2003 Page No : 3 COLLEGE Out In Total 177 383560 441 1011 2381 0 Right Thru Left Peds N 1 ,A F- J r 4 HO o North —2 w rn— 121/2003 4:30 00 PM — w S in trn I212003 6:15:00 PM N 1-UnshHted O� a N H - 0 Left Thru Right Peds 3421 801 271 0 473 449 922 Out In Total COLLEGE Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : boz6 (406)447-5000 Site Code : 00000000 Start Date : 02/13/2003 Page No : 1 Groups Printed Unshifted 19TH GARFIELD 19TH GARFIELD From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left I Thru Right Peds Left Thru Right Peels Int. Total Factor 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.01 1.01 1.0 1.0 1.0 1.0 1.0 07:00 AM 6 90 1 0 1 1 8 0 6 91 0 0 1 0 0 0 205 07:15 AM 2 185 2 0 1 0 6 0 4 110 3 0 0 0 2 0 315 07:30 AM 10 287 1 0 2 0 12 0 7 142 0 0 0 0 2 0 463 07:45 AM 5 251 3 01 2 1 17 0 9 182 2 01 0 0 9 0 481 Total 23 813 7 0 i 6 2 43 0 26 525 5 0 1 0 13 0 1464 08:00 AM 5 159 3 0 5 0 8 0 9 191 0 0 0 0 3 0 3113 08:15 AM 6 150 4 0 3 0 3 0 9 149 0 0 0 0 3 0 327 08:30 AM 7 187 3 0 3 0 3 0 2 128 3 0 0 1 2 0 339 08:45 AM 5 206 20 2 0 5 0 1 145 1 0 0 0 1 0 368_ Total 23 702 12 0 13 0 19 0 21 613 4 0 0 1 9 01 1417 Grand Total 46 1515 19 01 19 2 62 0 47 1138 9 0 1 1 22 0 2881 Apprch% 2.9 95.9 1.2 0.01 22.9 2.4 74.7 0.0 3.9 95.3 0.8 0.0 4.2 4.2 91.7 0.0 Total% 1.6 52.6 0.7 0.0 0.7 0.1 2.2 0.0 1.6 39.5 0.3 0.0 0.0 0.0 0.8 0.0 19TH GARFIELD 19TH GARFIELD From North From East Fro_m South From West Start Time Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped APP• Left Thr Rig Ped ` App. Int u ht s Total u ht s Total u ht s. Total: u`ht, s I Total Total 1 Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersectio 07:30 AM n Volume 26 847 11 0 884 12 1 40 0 53 34 664 2 0 7001 0 0 17 0 17 1654 Percent 2.9 95. 1.2 0.0 22' 1.9 75. 0.0 4.9 94. 0.3 GO 0.0 0.0 100 0.0 8 6 5 9 .0 07 Volume 251 3 0 259 2 1 17 0 20 9 182 2 0 1931 0 0 9 0 9 481 Peak 0.860 Factor High Int. 07:30 AM 07:45 AM 08:00 AM 07:45 AM Volume 10 287 I 0 298 2 1 17 0 20 9 191 0 0 200 0 0 9 0 9 Peak 0.742 0.662 0.875 0.472 Factor Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz6 (406)447-5000 Site Code 00000000 Start Date : 02/13/2003 Page No 2 Out In Total 704 884 1588 11 847 28 0 Right Thru Left Pods IA O 3g �� o North � oW �w�L.I u — 2M W003 7:30:00 AM — „ '_l 13/2003 8:15:00 AM r m O r- Q v o Unshilted O _ c a� CFo o �� Left Thru Right Pods F-34-1 6641 21 0 876 700 ,576 Out In Total 1 TH Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz5 (406)447-5000 Site Code : 00000000 Start Date : 02/12/2003 Page No : 1 Groups Printed-Unshifted 19TH GARFIELD 19TH GARFIELD From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Ina. Total Factor 1.01 1.01 1.01 1.0 1.01 1.01 1.01 1.0 1.01 1.01 1.01 1.01 1.0 1.0 1.01 1.0 04:00 PM 12 163 2 0 2 0 14 0 0 199 2 0 0 1 9 0 404 04:15 PM 8 139 0 0 0 0 19 0 3 186 4 0 1 0 4 0 364 04:30 PM 19 159 0 0 2 0 20 0 1 186 5 0 0 1 7 0 400 04:45 PM 16 190 1 0 3 0 9 0 0 214 1 01 0 0 15 0 449 "rota! 55 651 3 0 7 0 62 0 4 785 12 0 1 2 35 0 1617 05:00 PM 12 214 0 0 3 2 11 0 5 262 9 0 0 1 10 0 529 05:15 PM 15 202 0 0 2 1 20 0 27 217 8 0 1 0 13 0 506 05:30 PM 15 211 0 0 1 0 9 0 7 190 3 0 0 0 12 0 448 05:45 PM 13 203 0 0 0 0 6 0 5 177 5 01 0 0 11 0 420 Total 55 830 0 0 6 3 46 01 44 846 25 0 1 1 46 0 1903 Grand Total 110 1481 3 0 13 3 108 01 48 1631 37 0 2 3 81 0 3520 Apprch% 6.9 92.9 0.2 0 0 ' 10.5 2.4 87.1 0.0 2.8 95.0 2.2 0.0 2.3 3.5 94.2 0.0 Total% 3.1 42.1 0.1 00 0.4 0.1 3.1 0.0 1.4 46.3 1.1 0.0 0.1 0.1 2.3 0.0 19TH GARFIELD 19TH GARFIELD From North From East From South From West Start Time Left Thr I Rig I Ped I APP• Left Thr I Rig Ped App. Left I Thr Rig Ped APp' Left Thr Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u ht s Total Total Peak Hour From 04:00 PM to 05:45 PM-Peak 1 of 1 Intersectio 04:45 PM n Volume 58 817 1 0 876 9 3 49 0 61 39 883 21 0 943 1 1 50 0 52I 1932 Percent 6.6 93. 0.1 0.0 14. 4.9 80. 0.0 4.1 93. 2.2 0.0 1.9 1.9 96, 0.0 2 Volume 12 214 0 0 226 3 2 11 0 16 5 262 9 0 276 0 1 10 0 11 529 Peak 0.913 Factor High Int. 05:00 PM 05:15 PM 05:00 PM 04:45 PM Volume 12 214 0 0 226 2 1 20 0 23 5 262 9 0 276 0 0 15 0 15 Peak Factor 0.969 0.663 0.854 0.867 Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : boz5 (406)447-5000 Site Code : 00000000 Start Date : 02/12/2003 Page No : 2 157w— Out In Total 933 EP 1 1809 8171 581 0 Right Thru Left Peds � 1 � North � WCLO F—/ 1--2 w D 0 12l2003 4 45 NAM-] �5 0 - ff 21 12/2003 5:30:00 PM o � O o� Unshifted � v a C �m o Left Thru Right 39 BB3 21 0 876 943 1819 Out In Total 19TH Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz4 (406)447-5000 Site Code : 00000000 Start Date : 02/12/2003 Page No : 1 Groups Printed-Unshifted BA13COCK MAIN BABCOCK MAIN From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left I Thru Right Peds Left I Thru I Right Peds IntI Total Factor 1.0 1.01 1.01 1.0 1.01 1.0 i 1.0 1.0 1.01 1.0 1.0 1.0 1.01 1,01 1.0 j 1.0 07:00 AM 27 9 4 0 8 68 7 0 3 3 4 0 0 59 0 0 192 07:15 AM 38 15 3 0 14 84 10 0 8 4 17 0 1 104 0 0 298 07:30 AM 85 53 5 0 15 98 6 0 7 11 5 0 0 148 0 0 433 07:45 AM 100 52 6 0 22 125 9 01 13 5 25 0 2 182 0 0 541 Total 250 129 18 01 59 375 32 01 31 23 51 0 3 493 0 0 1464 08:00 AM 60 36 8 0 29 156 8 0 10 5 10 0 4 168 0 0 494 08:15 AM 45 40 2 0 25 165 17 0 11 12 19 0 5 144 1 0 486 08:30 AM 63 62 6 0 26 112 12 0 9 11 22 0 2 144 0 0 469 08:45 AM 59 43 9 0 19 149 14 0 12 11 15 0 4 139 0 0 474 Total 227 181 25 0 99 582 51 0 42 39 66 0 15 595 1 0 19M Grand Total 477 310 43 01 158 957 83 01 73 62 117 0 18 1088 1 01 3387 Apprch% 57.5 37.3 5.2 0.0 13.2 79.9 6.9 0.0 29.0 24.6 46.4 0.0 1.6 98.3 0.1 0.0 Total% 14.1 9.2 1.3 0.0 4.7 28.3 2.5 0.0 2.2 1.8 3.5 0.0 0.5 32.1 0.0 0.0 BABCOCK MAIN BABCOCK MAIN From North From East From South From West Start Time Left Thr Rig I Ped App. Left Thr I Rig Ped App. Left Thr Rig Ped App. Left Thr I Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u ht s Total Total Peak Hour From 07:00 AM to 08:45 AM-Peak 1 of 1 Intersectio 07:45 AM n Volume 268 190 22 0 480I 102 558 46 0 706' 43 33 76 0 152 13 638 1 0 652 1990 55. 39. 14. 79. 28. 21. 50. 97 Percent 8 6 4.6 0 0 4 0 6.5 0.0 3 7 0 0 0 2.0 9 0.2 0.0 Volume 100 52 6 0 158I 22 125 9 0 156 13 5 25 0 43 2 182 0 0 184 541 Peak 10.920 Factor High Int. 07:45 AM 08:15 AM 07:45 AM 07:45 AM Volume 100 52 6 0 158 25 165 17 0 2071 13 5 25 0 43 2 182 0 0 184 Peak 0.759 0.853 0.884 0.886 Factor Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz4 (406)447-5000 Site Code : 00000000 Start Date : 02/12/2003 Page No : 2 6AEr,CCK Out In Total 92 4 572 221 190 0 Right Thru Left Peds Pn N North ^� Z uNi ~—► —��n 2112rAM 7:4&00 AIM °D c L2112r2003 8:30:00 AM m r� O o un s shiftd -a �d o °D- L Thru Right Peds 431 331 761 0 293 152 445 Out In Total 13WOCK Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz3 (406)447-5000 Site Code : 00000000 Start Date : 02/11/2003 Page No : 1 Groups Printed-Unshifted _ BABCOCK MAIN BABCOCK MAIN From North From East From South From West Start Time Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Left Thru Right Peds Ina. Total Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1 A 1.0 04:00 PM 20 25 6 0 46 245 47 0 29 34 42 0 7 200 0 0 701 04:15 PM 37 23 2 0 30 206 27 0 35 38 40 0 6 180 0 0 624 04:30 PM 35 21 6 0 38 248 27 0 26 31 40 0 5 212 0 0 689 04:45 PM 37 20 7 0 I 44 208 19 0 31 51 57 0 11 198 0 0 683 Total 129 89 21 -b-I 158 907 120 01 121 154 179 01 29 790 0 0 2697 05:00 PM 44 22 10 0 52 239 35 0 35 69 48 0 14 227 0 0 795 05:15 PM 37 25 12 0 32 218 50 0 38 80 47 0 12 222 0 0 773 05:30 PM 25 13 8 0 58 235 41 0 35 72 41 0 8 213 0 0 749 05:45 PM 41 37 9 _0 40 196 45 0 31 59 34 _0 I 9 189 0 0 690 Total 147 97 39 0 182 888 171 0 139 280 170 0 43 851 0 0 3007 Grand Total 276 186 60 01 340 1795 291 0 260 434 349 0 72 1641 0 0 I 5704 Apprch% 52.9 35.6 11.5 0.0 14.0 74.0 12.0 0.0 24.9 41.6 33.5 00 4.2 95.8 0.0 0.0 Total% 4.8 3.3 1.1 0.0, 6.0 31.5 5.1 0.01 4.6 7.6 6.1 00 1.3 28.8 0.0 0.0 BABCOCK MAIN BABCOCK MAIN From North From East From South From West Start Time Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rg Ped App. Left Thr Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u ht s Total Total Peak Hour From 04:00 PM to 05,45 PM-Peak 1 of 1 Intersectio 05:00 PM I I n Volume 147 97 39 0 2831 182 888 171 0 1241 139 280 170 0 589 43 851 0 0 894 3007 51. 34. 13. 14. 71. 13. 23. 47. 28. 95. Percent 9 3 8 0 0 7 6 8 0.0 6 5 g 0.0 4.8 2 0 0 0 0 05:00 44 22 10 0 76 52 239 35 0 326' 35 69 48 0 152 14 227 0 0 241 795 Volume 0 Peak ,946 Factor High Int. 05:45 PM 05:30 PM 05:15 PM 05:00 PM Volume 41 37 9 0 87 58 235 41 0 334 38 80 47 0 165 14 227 0 0 241 1 Peak 0.813 0.929 0.892 0.927 Factor Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz3 (406)447-5000 Site Code : 00000000 Start Date : 02/11/2003 Page No 2 BABCOCK Out In Total 494 283 [J777] 39 97] 14701 Right Thru Left Peds F(0 QqV 0� _ Narth r. o0 OD `9CO 11/2003 5:00:00 PM a � 11r2003 5:45:00 PM W Unshlfted 1— N O� a CL Left Thru Ri ht Peds 139 280 1701 0 279 589 Out In Total BABCOCK Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : fowbabl 406-447-5000 Site Code : 00000000 Start Date : 02/19/2003 Page No : 1 Groups Printed-1 -Unshifted BABCOCK FOWLER BABCOCK FOWLER Southbound Westbound Northbound Eastbound Tottali Start Time Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Right Thru Left Peds Factor 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 I.0 1.0 1.0 1.0 1.0 07:00 AM 0 0 0 0 0 10 3 0 10 0 1 0 6 17 0 0 47 07:15 AM 0 0 0 0 0 8 5 0 7 0 1 0 5 26 0 0 52 07:30 AM 0 0 0 0 0 19 8 0 10 0 0 0 12 24 0 0 73 07:45 AM 0 n 0 n 0 15 12 0 20 0 1 0 18 45 0 0 111 Total 0 0 0 01 0 52 28 01 4/ 0 3 0 41 112 0 0 283 08:00 AM 0 0 0 0 0 12 8 0 14 0 1 0 13 45 0 0 93 08:15 AM 0 0 0 0 0 14 4 0 I 10 0 3 0 11 23 0 0 65 08:30 AM 0 0 0 0 0 14 10 01 11 0 6 0 6 15 0 0 62 08:45 AM 0 0 0 0 0 12_ 6 01 8 0 5 0 8 18 0 0 57 Total 0 0 0 0 0 52 28 0j 43 0 15 0 38 101 0 0 277 Break 04:00 PM 0 0 0 0 0 51 17 0 22 0 7 0� 3 18 0 0 118 04:15 PM 0 0 0 0 0 15 9 0 13 0 7 0 3 21 0 0 68 04:30 PM 0 0 0 0 0 34 16 0 14 0 5 0 7 22 0 0 98 04:45 PM 0 0 0 0 0 33 18 0 15 0 6 0 8 22 _0 0 102 lotal 0 0 0 0 0 133 60 0 64 0 25 0 21 8113 0 0 386 05:00 PM 0 0 0 01 0 45 16 0 36 0 7 0 5 28 0 0 137 05:15 PM 0 0 0 0 0 52 28 0 16 0 17 0 5 21 0 0 139 05:30 PM 0 0 0 131 0 37 15 0 14 0 9 0 1 22 0 0 98 05:45 PM 0 0 0 01 0 48 8 0 22 0 7 0 1 _ 20 0 0 106 Total 0 0 0 0 0 182 67 0 88 0 40 Oj 12 91 0 0 480 Grand Total 0 0 0 01 0 419 183 0 242 0 83 0 112 387 0 01 1426 Apprch% 0.0 0.0 0.0 0.0 0.0 69.6 30.4 0.0 74.5 0.0 25.5 0.0 22.4 77.6 0.0 0.0 Total% 0.0 0.0 0.0 0.0 0.0 29.4 12.8 0.0 17.0 0.0 5.8 0.0 7.9 27.1 0.0 0.01 FOWLER BABCOCK FOWLER BABCOCK Southbound Westbound Northbound Eastbound 12i Thr Fed A RigThr Left =PedApp. Rig Thr Ped App. Rig Tw Left Ped App. Int. Start Time g Left pp Left ht u s Total ht u ht u s Total ht u s Total Total l Peak Hour From 07:00 AM to 12:30 PM-Peak 1 of I Intersecti 07:30 AM on Volume 0 0 0 0 0 0 60 32 0 92 54 0 5 0 59 54 137 0 0 191 34 Percent 0.0 0.0 0.0 0.0 0.0 65. 3 88 0.0 91.5 0.0 8 28. 71. 0.0 0.0 .5 0.0 3 7 07:45 0 0 0 0 0 0 15 12 0 27 20 0 1 0 21 18 45 0 0 63 111 Volume 0.770 Peak Factor 107:45 AM High Int. 6:45:00 AM 07:30 AM 07:45 AM Volume 0 0 0 0 0 0 19 8 0 27 � 20 0 1 0 21 18 45 0 0 0 65 Peak 0.85 0.70 Factor 2 21 8 Robert Peccia & Associates 825 Custer Avenue Helena, MT 59601 File Name : fowbabl 406-447-5000 Site Code : 00000000 Start Date : 02/19/2003 Page No : 2 (D 1 0 p N I -I t0.C. ~ � —► North ~-2 a p E U)tcv 19/03 7:30:00 AM N N Cr 19/03 8:15:00 AM m Oa o $ 1•UnsW ted o n� a a� I Lek RI M Peds �®pu 59 145 t In Total FOWLER Peak Hour From 12:45 PM to 05:45 PM-Peak 1 of 1 Intersect! 05:00 PM on Volume 0 0 0 0 0 0 182 67 0 249 88 0 40 0 128 12 91 0 0 103 4 73. 26. 68. 31. 11. 88. 0.0 0.0 1 9 8 Percent 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3 0.0 7 3 05:15 0 0 0 0 0 0 52 28 0 80 16 0 17 0 33 5 21 0 0 26 139 Volume j 0.863 Peak Factor High Int. 05:15 PM 05:00 PM 05:00 PM 33 Volume 0 0 0 0 0 0 52 28 0 80 36 0 7 0 43 5 28 0 0.78 0.77 0.74 Peak 81 4 0 Factor Robert Peccia &Associates 825 Custer Avenue Helena, MT 59601 File Name : fowbabl 406-447-5000 Site Code : 00000000 Start Date : 02/19/2003 Page No : 3 Ftol g ,, I � �F. IE—� NoAh —7 fO c X H N C•- i 19 5:00:00 19/03 5:45:00 PM v_ m o� m 1•Unshiked CL -I 0 N p r N N� m +, r► Len w M Peds ao 9s o �s 128 zoo Out In Total POWI.EFi Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz2 (406)447-5000 Site Code 00000000 Start Date : 02/11/2003 Page No 1 Groups Printed-Unshifted MALL 191 MALL 191 From North From East From South From West Start Time Left Thru Right Peds 4Lefthru Right Peds Left Thru Right Peds Left Thru Right Peds Int. Total Factor 1.0 1.0 1.0 1.01.01 1.01 1.0 1.01 1.01 1.0 1.0 1.01 1.01 1.01 1.0 08:00 AM 1 0 3 0 0 87 0 0 0 0 0 0 7 136 0 0 234 08:15 AM 1 0 3 0 0 88 1 0 0 0 0 0 6 188 0 0 287 08:30 AM 1 0 11 0 0 103 0 0 0 0 0 0 6 288 0 0 409 08:45 AM 0 0 3 01 0 161 0 0 0 0 0 0 6 410 0 0 580 Total 3 0 20 0 0 439 1 O j 0 0 0 0 25 1022 0 0 1510 09:00 AM 0 0 4 0 0 140 0 0 ' 0 0 0 0 12 315 0 0 471 09:15 AM 2 0 1 0 0 144 0 0 0 0 0 0 10 224 0 0 381 09:30 AM 3 0 2 0 0 167 1 0 0 0 0 0 8 247 0 0 428 09:45 AM 2 0 1 0 0 152 0 0 I _0_ 0 0 0 0 221 0 0 376 Total 7 0 8 0 0 603 1 0 I 0 0 0 0 30 1007 0 0 1656 Grand Total 10 0 28 01 0 1042 2 01 0 0 0 0 55 2029 0 01 3166 Apprch% 26.3 0.0 73.7 0.0 0.0 99.8 0.2 00 0.0 00 0.0 00 2.6 97.4 0.0 0.0 Total% 0.3 0.0 0.9 0.0 0.0 32.9 0.1 00 0.0 00 0.0 00 , 1.7 64.1 0.0 0.0 MALL 191 MALL 191 From North From East From South From West Start Time Left Thr Rig Ped I App. Left Thr Rig Ped App. Left Thr Rig Ped APP Left Thr Rig Ped App. Int. u ht s Total u ht s Total u I ht s I Total u_L ht s Total Total Peak Hour From 08:00 AM to 09:45 AM-Peak 1 of 1 Intersectio 08:45 AM Volume 5 0 10 0 15 0 612 1 0 613 0 0 0 0 0 36 119 0 0 1232I 1860 Percent 33. 0.0 66. 00 0.0 99. 0.2 0.0 0.0 0.0 0.0 0.0 2.9 97. 0.0 0.0 08:45 0 0 3 0 3 0 161 0 0 161 0 0 0 0 0 6 410 0 0 416 580 Volume Peak 0.802 Factor High Int. 09:30 AM 09:30 AM 7:45:00 AM 08:45 AM Volume 3 0 2 0 5 0 167 1 0 168 0 0 0 0 0 6 410 0 0 416 Peak 0.750 0.912 0.740 Factor Robert Peccia &Associates 825 Custer Ave. Helena, MT 59601 File Name : boz2 (406)447-5000 Site Code : 00000000 Start Date : 02/11/2003 Page No 2 MALL O 3 In Total 7 2 101 01 5 Rlht 'fhru L� Peds t 1 NO N 11/2003 8 45:00 AM 11/2003 8:30:00 AM r �' �o O m o Unshlfted D o m a N 2N Left Thru R1� Peds 0, 0, 0, 0 0 0 Out In Total Robert Peccia & Associates 825 Custer Ave. ` Helena, MT 59601 File Name : boz1 (406)447-5000 Site Code 00000000 Start Date : 02/10/2003 Page No 1 Groups Printed-Unshifted MALL 191 MALL 191 From North From East From South From West Start Time Left Thru Right Peds Left Thru Right I Peds Left Thru I Right Peds Left Thru Right Peds Irn' Total Factor 1.0 1.0 1.0 1.0 1.0 1 1.01 1.01 1.0 1.0 1.01 1.01 1.0 1.01 1.01 1.01 1.0 05:00 PM 0 0 15 0 0 256 1 0 0 0 0 0 12 208 0 0 492 05:15 PM 0 0 17 0 0 282 2 0 0 0 0 0 14 199 0 0 514 05:30 PM 2 0 37 0 0 248 3 0 0 0 0 0 21 212 0 0 523 05:45 PM 2 0 21 0 0 271 6 0 0 0 0 0 12 196 0 0 508 Total 4 0 90 0 0 1057 12 0 0 0 0 0 59 815 0 0 2037 06:00 PM 3 0 27 1 0 373 0 0 0 0 0 0 13 231 0 0 648 06:15 PM 7 0 16 0 0 302 1 0 0 0 0 0 14 192 0 0 532 06:30 PM 4 0 20 0 0 283 1 0 0 0 0 0 10 202 0 0 520 06:45 PM 0 0 11 0 0 222 1 0 0 0 0 0 11 168 0 0 413 Total 14 0 74 1 0 1180 3 0 0 0 0 0 48 793 0 0 2113 Grand Total 18 0 164 1 0 2237 15 O I 0 0 0 0 107 1608 0 01 4150 Apprch% 9.8 0.0 89.6 0.5 0.0 99.3 0.7 0.0 0.0 0.0 0.0 0.0 6.2 93.8 0.0 0.0 Total% 0.4 0.0 4.0 00 0.0 53.9 0.4 0.0 0.0 0.0 0.0 0.0 2.6 38.7 0.0 0.0 MALL 191 MALL 191 From North From East _ From South From West �! Start Time Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Left Thr Rig Ped App. Int. u ht s Total u ht s Total u ht s Total u ht s Total Total Peak Hour From 05:00 PM to 06:45 PM-Peak 1 of 1 Intersectio 05:30 PM n Volume 14 0 101 1 116 0 119 10 0 1204 0 0 0 0 0 60 831 0 0 891 2211 Percent 12. 0.0 87. 0.9 00 99. 0.8 0.0 0.0 0.0 0.0 0.0 6.7 93. 00 00 06m Volumee 3 0 27 1 31 0 373 0 0 373 0 0 0 0 0 13 231 0 0 244 648 Peak 0.853 Factor High Int. 05:30 PM 06:00 PM 4:45:00 PM 06:00 PM Volume 2 0 37 0 39 0 373 0 0 373 0 0 0 0 01 13 231 0 0 244 Peak Factor 0.744 0.807 0 913 Robert Peccia & Associates 825 Custer Ave. Helena, MT 59601 File Name : boz1 (406)447-5000 Site Code : 00000000 Start Date : 02/10/2003 Page No : 2 MALL Out In Total 70 1 61 166 1011 01 141 1 R{ght Thru Left Peds 4 �� + m 1 �N J I Op 0 r North ..o •• rn c o IE ,—V� 1012003 6:30:00 PM g i o 2/10/2003 6:15:00 PM o 0 N o a Unshifted r ro O� IND ao �m 4-1 T r Left Thru Right Peds 0 0 01 0 DO 0 Out In Total MALL 1 Bozeman Trans Plan 1999 Robert Peccia & Associates Site Code : 000000, Helena, MT Start Date: 10/12/1 (406) 447-5000 File I.D. BZ32 Page 1 Movement 1 19TH COLLEGE 19TH COLLEGE From North From East From South From West Start me Left Thru Rght Totl Left Thru R4ht Totl Left Thru Rght Totl Left Thru Rght Totl Total :00am 20 50 7 77 2 23 7 32 25 51 3 79 3 20 30 53 241 7:15 15 72 0 87 4 13 10 27 27 64 10 101 4 25 52 81 296 1:30 29 97 2 128 4 17 9 30 40 82 12 134 9 44 68 121 413 :45 67 120 8 195 13 57 13 83 66 106 16 188 15 90 160 265 731 Hour Total 131 339 1, 487 23 120 39 172 15B 303 41 502 31 179 310 520 168i :00am 31 101 3 135 6 46 13 65 44 106 10 160 15 39 90 144 504 U:15 35 81 9 125 4 42 8 54 60 112 18 190 11 42 65 118 487 6:30 24 72 15 111 13 46 17 76 37 74 15 126 11 73 72 156 469 :al 90 254 27 371 23 134 38 195 141 292 43 476 37 154 227 418 1460 -------------------------------------------`-------------.. - Break -- :15 18 95 15 128 21 59 25 105 92 100 13 205 22 48 50 120 558 4:30 24 95 8 127 6 57 26 89 79 94 17 190 15 41 69 125 531 Hour Total 42 190 23 255 27 116 51 194 171 194 30 395 37 89 119 245 1089 -45 23 92 10 125 16 83 27 126 71 87 11 169 24 55 66 145 565 ')Opm 37 105 13 155 18 87 25 130 93 101 15 209 10 69 82 161 655 5 24 119 8 151 31 95 30 156 94 119 17 230 16 66 68 150 687 JO 41 109 5 155 19 78 38 135 104 125 20 249 10 57 74 141 680 Hour Total 125 425 36 586 84 343 120 547 362 432 63 857 60 247 290 597 2587 45 28 115 8 151 22 82 34 138 87 100 9 196 14 56 97 167 652 6:OOpm 33 111 10 154 11 63 26 100 94 99 15 208 11 62 68 141 603 Total 61 226 is 305 33 145 60 238 181 199 24 404 25 lie 165 308 1255 G7 id 449 1434 121 2004 190 848 308 1346 1013 1420 201 2634 190 787 1111 2088 8072 % of Total 5..6t 17.81 1.5% 2.4t 10.5% 3.81 12.5% 17.6% 2.5t 2.4% 9.74 13.8% AF -ch 1 24.84 16.7% 32.68 25.9% V Apprch 22.4% 71.6% 6.0% 14.1% 63.0t 22.9% 38.5t 53.9% 7.6% 9.1% 37.7% 53.2% leak Hour Analysis By Entire Intersection for the Period: 07:00am to 09:00am on 10/12/99 Start Peak Hr ......... volumes ......... Percentages ...... Direction Street Name Peak Hour Factor Left Thru Rght Total Left Thru Rght from North 19TH 07:45am .726 157 374 35 566 27.7 66.0 6.1 rom East COLLEGE .837 36 191 51 278 12.9 68.7 1B.3 From South 19TH .874 207 398 59 664 31.1 59.9 8.8 rom West COLLEGE .644 52 244 387 683 7.6 35.7 56.6 Bozeman Trans Plan 1999 Robert Peccia & Associates Site Code : 000000( Helena, MT Start Date: 10/12/5 (406) 447-5000 File I.D. BZ32 Page 2 Movement 1 Movement 1 19TH 35 374 157 52 398 51 501 Inbound 566 Outbound 501 COLLEGE Total 1067 51 207 433 191 35 191 52 Inbound 683 Inbound 278 Outbound 433 Outbound 460 36 244 Total 1116 Total 738 157 387 244 460 59 Inbound 664 COLLEGE Outbound 797 Total 1461 36 2071 398 59 374 387 ' 797 19TH Bozeman Trans Plan 1999 Robert Peccia & Associates Site Code : 000000( Helena, I+TP Start Date: 10/12/'. (406) 447-5000 File I.D. BZ32 Page 3 Peak Hour Analysis By Entire Intersection for the Period: 04:00pm to 06:00pm on 10/12/99 Start Peak Hr ......... Volumes ......... ... .... Percentages ....... Direction Street Name Peak Hour Factor Left Thru Rght Total Left Thru Rght From North 19TH 05:00pm .987 130 448 34 612 21.2 73.2 5.5 From East COLLEGE .896 90 342 127 559 16.1 61.1 22.7 From South 19TH -888 378 445 61 884 42.7 50.3 6.9 From West COLLEGE .927 50 248 321 619 8.0 40.0 51.8 Movement 1 19TH 34 448 130 50 445 127 622 Inbound 612 Outbound 622 COLLEGE Total 1234 127 378 754 342 34 342 50 Inbound 619 Inbound 559 Outbound 754 Outbound 439 90 248 Total 1373 Total 998 130 321 248 439 61 Inbound 884 COLLEGE Outbound 859 Total 1743 74 6 90 378 445 61 448 321 859 859 ( _I 19TH i _ ' t, �, .. �•• L, ���G, j,,� �, � ��. ^` � - BACKGROUND PROJECT TRAFFIC DATA • • 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 N O N r ) a 4 to to s , j L 1 ! t CY Jule amna A 10 E JI ..,—.r ,/� 1 �lihv�i �..f��iol�ssil 6°�n I Or 4+ j or �♦ �� glt�Aare 3 j n LP m", L Lo a Ul I"WL `■ 1 U O go a tw L }- 0 9L E Ad CL tr a s � 1 a T - •, F'�. r� t �' ��_ „ . 00co Cm oSO- O O LC) r enueAv rn 446 6 1� 0 0 �R LO t� Cf) O O O C) hells uie W IT IT Lo rn co I'- (1) mm �Rt� o 10-0 of o c0 co M LO M N CO N I` � d to O Cl) O r- O (N co Lt) C U N o o U o 0 0 0 7 'cr LLO l0 CY) co 0 m A �' ♦� PeON ♦1��I R POOMUO}}O0 0 0 0 0 0 0 0 0 It l� M Ln 00 O O N MLi I,- vcM (D ti O CN c0 C � l0 J C � 0 C) 0 O N c C Lo (a.N .- cOn 0) 7 N = N N Z m CL O O N HS ? O o 0 Ln LO Lo rn c 0) CY) 0) O CY) 7 to 0 O_Q F- W O M N Q r.� C-4 C-4 rIj 7 =� a •� j �• •J to rr- V ok juia ::77777777 %Lob PAN—AYR-- GdbaGe P 0 1 L Or so Or C.i fw G rJ ua 40 1 CL EX CL tro oil 1 f � � I.I 4 ' e g v O N o O O IT Cf) anuany yi6� I `N 0 I Cl' OR o Iaailg uiew O O O o v v Lf) vovto 00 (oti - y Top, To o o 0 coo (cooM � V M N r N O) N 2 O N 00 00 NCY) +. f� (o C') N Y C U O O c R o Q 7 Lf) W Q CO t �I ♦� peob R poomuo}}o0 0 Lf) O Lf) Lf) Lf) LO O O IT Lf) C) r 00 a- 0) Lf) to C)) 0 OD rn N (o IT co � r � IT R (o g V 0) P -OR N COM (MO 0 J 0) C_ � O m 0m oU o � 0 �� R E0 0 0 0 Ln Lf) L!) M C IT m O r- — N (M 7 0 �a F- w o a ((N as �. ;l.- � � �� �i-. t TRIP GENERATION CHARACTERISTICS OF PROJECT • • � t i i i i VhgSe Land Use Category: Business Hotel (312) Independent Variable: Occupied Rooms Amount of Ind. Var.: 150 Date: 02/28/03 Rate/Percent Volume AM Rate-Total 0.58 87 AM Rate- Entering 59% 51 AM Rate- Exiting 41% 36 PM Rate-Total 0.62 93 PM Rate- Entering 60% 56 PM Rate- Exiting 40% 37 ADT Rate-Total 7.27 1091 Land Use Category: Shopping Center(820) Independent Variable: ksf Amount of Ind. Var.: 100 Addmg-retai"Ggether 99-77 r\ cn t Rate/Percent Volume AM Rate-Total 1.60 160 AM Rate- Entering 61% 98 AM Rate- Eixiting 39% 62 PM Rate-Total 6.28 628 ►ZS S� c� r PM Rate- Entering 48% 301 PM Rate- Exiting 52% 327 ADT Rate-Total 68.17 6817 Land Use Category: Supermarket(850) Independent Variable: ksf Amount of Ind. Var.: 58.3 Rate/Percent Volume AM Rate-Total 3.25 189 AM Rate- Entering 61% 115 AM Rate- Exiting 39% 74 PM Rate-Total 12.02 701 PM Rate- Entering 53% 372 3 4 2 21 PM Rate- Exiting 47% 329 6 {; ADT Rate-Total 111.51 6501 Land Use Category: (844) Independent Variable: vehicle fueling positions Amount of Ind.Var.: 10 lSu '" Rate/Percent Volume AM Rate-Total 12.8 128 AM Rate- Entering 50% 64 AM Rate- Exiting 50% 64 PM Rate-Total 16.18 162 g PM Rate- Entering 50% 81 '`t PM Rate- Exiting 50% 81 ADT Rate-Total 168.56 1686 _ i�d' ;� ti i t� �1: ,' � �'~ �,. Q Q . .� = Y� I v a) S 7TH 5F H8 20 Z r4 �1 n IVS VNVINOW L.6 Do O ry i a . a� H16 6 N w .J�1. w ON H1S 6 N / BLACK Q M IN N O3 W z FF W m r ail H16 S 0 l w i ♦ zz S 0 ' J .) (. dpo IL1 4- � 4T LU 311 t _47 H1LZ N AV WallC ►H i S 1N3WI2i3dX3 li Cl) V L4.. S HM TERS m CO b ,qILU N Y •�1�• NOQ o—► �-- MO O A o � + -- cr fA cr /kVM3ni u- NUSnJ?l3J { -19 C� ON OOOMNOJ � ON OOMNO co p aH NOSNHJJ � G �^� r� i � � ��' � ' t �, � j �- .-. r � ► . ::• y� � _ E o = CO CO $ $ cc - o E cl 2 £ k $ / � QGG /i O a � o k 0. w / q E a k » # k E 634 * co 0 f P m cr) � o � K K � § kis § $ $ w 2 p� ■ ( - ® § 2 w f ■ k C%A o 2 2 -8 CIJ E � � w2 # � o 0 $ 2 K A � � 3 S q &� @ " w G co 6ro0 � k co IDCL a � a o GN � _ CL k 20 � 0 � 2 c o � � a Of co _ � � 8 comes � JD J LU E 36 / ZR i � � _ i ,- ' ., .ff�- � l.' .r ` i . � .. �. �'�. !�i Q = �� v� S 7TH u j H. 8 Z d n lb S dNd1NOW ry Hl1.L N w � J ri W ILER J J ON�� H156 N —r .-- —► .-- 3' BLACK R o ' 18P N n3 Ir w rn H I F I. a (IN H16 6 S O ( un w 4T J , 11 tr v 31IC' t f7 13M H11Z N AVM W3114 r ►e I R 1N3WI213dX3 Li m LL S HM TERS /6� •- NN m W BA Co(; 1LL1 N `► NOa �—�, MO � O D . •-- - v~i r o Of m . Ab+M3Ai v rvosnJa33 - Cc C - c 9 i t5 '1 t ON OOOMNOJ r ON OOMNOL CO) ab NOSNdddb _� :Y..I r...' rr i f � r.: t 1� !„ �: f`� r� ;, ld 1-117 114 I / ' - J J W ¢ ¢ _ v a) S 77H > ~ o H. 8 2i13 N d n I S `dNVINOW z p 0 R 6N w � —! n� W co ON TRp,�L H15 6 N --► •— —► - � LACK R I�p Njf03 W rn _ H I R L C OBI H16 L S u1 I in \ ZZ s O E N d01 4T w ���► 3� '3M `d '1 J c ►b�a H1LZ N! - �ItJM Will `9 1N3V4lN3dX3 S HM TERS i6 WA CO ILLI N •� �► >n 8 M 0 NOC1 -- �— MO I 1 � �c A3lld/1 r` v O I r F=- -- CO) tr' -Itr V-0 y 1/7J !I r• s AVM3 U - NosnO83J cn t O (38 OOOMNOJ r ClUrAAN01 -i �: O (IN NOSNt/d-A t � I . fI �,; Q Q __ _ ,y� I ' U a) S 7TH > ~ o H. 8 �© z n ld S HNd1NOW 0 Hl t.6 N w ^ .:D .J W CO -�Rp,ILER '� ON i m Hl5 6 N LACK OR / 18P N C� - - Z ON H16 6 S'' W �._ rn I-1 I R L C J I � �1 � � S o l �l� J z Aida 4TIn '— "`yr~W1 t r' �GM H11Z N: kVM IN311 ►H I q 1N31NIUBdR S HU TERS �6� r'r" — m 1LL1 N Y r l�► 6A GO W NOQ — M MO �c A3TIen 0` `1 t f D ---- U) er Jlt/M3nl u NOSI1J213d -- _ CP - - .�jc� o t ON 000MN0J / ONOOMNOl � y ON NOSNV=I=F o 00 i i ..�� � � s � � , [:J . f � T � � ' �i Y Land Use Category: General Office (710) Independent Variable: ksf Date: 03/27/03 Amount of Ind.Var.: 65 Rate/Percent Volume AM Rate-Total 1.56 101 AM Rate- Entering 88% 89 AM Rate- Exiting 12% 12 Internal Pass-by New PM Rate-Total 1.49 97 97 PM Rate- Entering 17% 16 See (720) N/A 16 PM Rate- Exiting 83% 81 below 81 ADT Rate-Total 11.01 716 Land Use Category: Business Hotel (312) Independent Variable: Occupied Rooms Amount of Ind. Var.: 330 Rate/Percent Volume AM Rate-Total 0.58 191 AM Rate- Entering 59% 113 AM Rate- Exiting 41% 78 Internal Pass-by New PM Rate-Total 0.62 205 205 PM Rate- Entering 60% 123 N/A N/A 123 PM Rate- Exiting 40% 82 82 ADT Rate-Total 7.27 2399 Land Use Category: Shopping Center(820) Independent Variable: ksf Pass-by Percent 61 Amount of Ind.Var.: 400 17% I D Rate/Percent Volume .� AM Rate-Total 0.91 365 AM Rate- Entering 61% 223 AM Rate- Exiting 39% 142 Internal Pass-by New PM Rate-Total 3.92 1568 171 242 1155 PM Rate- Entering 48% 753 81 121 551 PM Rate- Exiting 52% 815 90 121 604 ADT Rate-Total 41.56 16622 Land Use Category: Medical- Dental Office (720) Independent Variable: ksf Amount of Ind. Var.: 35 Rate/Percent Volume AM Rate-Total 2.43 85 AM Rate- Entering 80% 68 AM Rate- Exiting 20% 17 Internal Pass-by New PM Rate-Total 3.66 128 48 80 PM Rate- Entering 27% 35 26 N/A 9 PM Rate- Exiting 73% 93 22 71 ADT Rate-Total 36.13 1265 _ I t� .. �� • ^, � `, �1. .�. r, Li�.�. � r Land Use Category: Supermarket(850) Independent Variable: ksf Pass-by Percent Amount of Ind.Var.: 58.3 21% `��+h lk-" j Rate/Percent Volume AM Rate-Total 3.25 189 AM Rate- Entering 61% 115 AM Rate- Exiting 39% 74 Internal Pass-by New PM Rate-Total 12.02 701 173 110 418 PM Rate- Entering 53% 372 89 55 228 PM Rate- Exiting 47% 329 84 55 190 ADT Rate-Total 111.51 6501 Land Use Category: 1 (844) Independent Variable: vehicle fueling posiumb Pass-by Percent f Amount of Ind.Var.: 10 21% ( p610 C� �N `NFU 1 1 Rate/Percent Volume R, AM Rate-Total 12.8 128 ck� ' AM Rate-Entering 50% 64 AM Rate- Exiting 50% 64 Internal Pass-by New PM Rate-Total 16.18 162 16 30 116 PM Rate- Entering 50% 81 8 15 58 PM Rate- Exiting 50% 81 8 15 58 ADT Rate-Total 168.56 1686 Land Use Category: (220) Independent Variable: Units Amount of Ind. Var.: 40 Rate/Percent Volume AM Rate-Total 0.56 22 AM Rate- Entering 28% 6 AM Rate- Exiting 72% 16 Internal Pass-by New PM Rate-Total 0.67 27 27 PM Rate- Entering 61% 16 N/A N/A 16 PM Rate- Exiting 39% 11 11 ADT Rate-Total 6.63 265 .. :. .� � �� , � ._ � ,iS' I .. r �� 1�' r � F �' �. ,t. ,... .�r 5 , T� Y Z � o- H1g N m S 7TH LL H 8 Z O f 2i fl 1`d S VNd1NOW O I- H1 L L N Lli co H156 N �— '� fiLo r' � _ACK R 0 �� IN J3 N a _ w CO H16 �z S o Q o w LN 4T b all 0 t J r3 rn r-— .� 'LS 1N3W12i3dX3 c S H M TERS m CO ILLI N Y o) -)t ' W BA , NOQ X MO >- �3IIVn \ � co 56 AVAGAl 0 NOSf1ON33 l '-' L —'acc _1 t� N. 0 Q 4 0 Z 0 t N W D o (IN OOOMN01100 ��.'� ab POOAANO O �''' i, ii � , f'. i [ :. �. `. :�;� .�" � � _ _ � � . � � .': � ._. �`. ���- i ►� . i H. 1!•4 :��• ` ... n c _ Ggm ■ @ � � tf) ti) ° 2 c w § tn�@ � p ■ ' o 00ODo � E2 - - m = u y g - u ) 2 I ty I E R 2 ) � ) k § ° co � � � � � § § 2 � M 2 2 =3 j2 - e k � 2OD m a § (L wI ) w2 ■ � 7 � o CL o 0 3 0 0 41 k i % o % E to K K / n nc" @ o m n a . § 00 JCL M ■ G ° * ° ° CN � � k � y o o K $ K K § G 7t A� / r k $ ® 9 � � o m2 ;z kk f - - � � 2 OD7 _ kE � f E § # � & � § I _ � j � kA 2%Ln K C,4� � RR s � C � / ■_ e ww� ■ . � � � � i r � � j � ., �. ,. � ' . � - - --- --- r;. -.; - - - I`:J r { i. i } - - - ��f� t �: [' �,� �, r. v ,J ,�, :� U ZTI IT O� a 15 m Q U) Q oc S 7TH H. 8 G5 Z N � fl lb' S VNd1NOW O 0 H14 6 N w C J ol� Q wJ co Hl. L N °' tACK R , n ry -RW N 03 a F` 3 28 w CO) H16 0 '6 6 S w 4T J w w b 311C C a ,n �3M �- H1LZ N AVM W311 'LS 1N3WRi3dX3 IDI —► �---o S HU TERS W 8A CO 1LL1 N s NOp _ 6 MO Jl3llV/1 N \ U (4 N CT i .—Ln �� L1� AVAA-DAI Q NosnO 13,JXx1 0 o `1t co O Ir o ON Q00MN01100 ON POOAANO O �r=. r i ,� Ji �' .. �` n� ' r ; ; .J ,� a; .:•s- . ; iv r+ In 4- o � IL w I Q Q = U S 7TH w � H 8 Z N n ld LS VN`d1NOW O H16 6 N L ry Q J t W m �1 �. 1 i� H15 6 N rn � E ACK Rryr, , r i i — I8 N J3 a - - - w co H16 S Lo 00 c w } L zz s oLl Q o EO 4T �J w � � d 3ll 0 J t �� = 6- 'r'r N L1Z N AVM W 311 j 'LS 1N3VVlN3dX3 S S HU TERS co 8 O � n p, C NOO — r MO A3lld/1 \ U 0 a� � 1 IL L/1 t �U o AVAGAI 0 NOSnEM33 i v CC .Ji -. t Z a21000MNO110O �' GN OOMNO O r' - 1i �, �. '� e �,�k� i � "/ ;_i� � r S'' 1 ;�.�, I�I���i e CISL a- 15 m H N � J Q Q = 7TH > H 9jfH �o z 2i S VN`d1NOW O H16 L N w o Q w m . ►N T��LER J J H1S 6 N _A CK R t� Itr 0 N Q3 1b O w � H16 _. . 'i6 L S /d0 4T J �t� 13 d 311 t�' M -4'1 �- H11Z N i ,ldM ' W 311 Y-Lu A:j J 'LS 1N3WIN3dX3 s S HU TERS Vk G , N Y W BA O ILL l NOQ _ o MOnAie A31lb'/\ \ v o t f* ►' 4L Itrf :5� r M 13n13n a NOsn 3d cc -'1 0 z � s it �- 42! QOOMN0110O OU OOMNO O; z ■ i � i i - � � �. - -1 � �� .- - - - ' ' - II - � - [J •-1 �� - I � - � - � I _ � I �.�1i � � 1 � t � � � ti /� � - �l � ..�_+- _ � ,Y. _ � ..1 �' J � }" I I ,57 •7l. :. �� �� EXISTING LEVELS OF SERVICE • • � i 1 1 1 1 1 1 1 1 1 I I Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2004 (No Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT INum. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 (Lane group L T T R L R Volume (v h) 132 840 420 131 134 185 % Heavy veh 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 Actuated P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 .Arrival type 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 IPed/Bike/RTOR Volume 1 0 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 (Parking/Grade/Parking N 1 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing IY= 7 Y= Y= IY= IY= 5 Y= Y= IY= Duration of Analysis (hrs) = 0.25 C cle Length C = 90.0 Lane Group Ca acit Control DeIaV, and LOS Determination EB WB NB SB Adj. flow rate 147 933 1467 146 149 206 Lane group cap. 470 1845 1845 825 642 574 v/c ratio 0.31 0.51 0.25 0.18 0.23 0.36 Green ratio 0.51 0.51 0.51 0.51 1 0.36 0.36 Unif. delay dl 12.8 14.5 12.4 11.8 20.4 21.4 Delay factor k 0.11 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.4 0.2 1 0.1 0.1 0.2 0.4 IPF factor 1.000 1,000 1.000 1.000 1.000 11.000 Control delay 13.2 14.7 112.4 11.9 20.6 21.8 Lane group LOS B B B B C C Apprch. delay 14.5 12.3 21.3 Approach LOS B B C Intersec. delay 15.0 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k87.tmp 9/5/03 Two-Way Stop Control - Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Date Performed 312412003 Analysis Year 2003(Existing) Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Fowler Ave 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 i T R L T R 'Volume 12 993 0 0 521 47 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 13 1102 0 0 578 52 (Percent Heavy Vehicles 0 - 0 -- -- IMedian Type Undivided IRT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Si nal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 0 156 0 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 (Hourly Flow Rate, HFR 0 1 0 1 0 173 1 0 1 5 (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IPT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay. Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(vph) 13 178 C (m) (vph) 962 187 vlc 0.01 0.95 '95% queue length 0.04 7.63 Control Delay 8.8 104.9 ILOS A F Approach Delay -- -- 104.9 Approach LOS -- -- F file://D:\d temp\u2kB4.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2003(Existing) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume (v h) 8 1618 703 33 326 14 241 25 17 24 9 1 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.82 0.82 0.82 10.82 0.82 10.82 0.82 10.82 0.82 0.82 0.82 0.82 Actuated P/A A A A I A A A A I A A A A A Startup lost time 2.0 2.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 2.0 Ext. eff. qreen 2.0 12.0 2.0 12.0 2.0 2.0 12.0 12.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 or 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 G = 40.0 G = G = G = G = 8.0 G = 27.0 G = G = Timing Y = 6 Y= Y= Y= Y= 4.5 Y = 4.5 Y= Y = Duration of Analysis (hrs) = 0.25 Cycle Length C= 90.0 Lane Grout) Capacity, Control Dela , and LOS Determination EB WB NB SB Adj. flow rate 10 754 857 40 415 294 51 29 11 1 Lane group cap. 420 1604 1615 246 1595 428 535 573 834 709 v/c ratio 0.02 0.47 0.53 0.16 0.26 0.69 0.10 0.05 0.01 0.00 Green ratio 0.44 0.44 1.00 0.44 0.44 0.30 0.30 1 0.44 0.44 0.44 Unif. delay d1 14.0 17.6 0.0 15.0 15.7 127.8 22.7 14.5 14.3 14.2 Delay factor k 0.11 10.11 0.13 0.11 0.11 10.26 0.11 0.11 0.11 0.11 Increm. delay d2 0.0 0.2 1 0.3 0.3 0.1 14.6 0.1 0.0 0.0 0.0 PF factor 1.000 1.000 0.950 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.1 17.8 0.3 15.3 15.8 32.3 22.8 14.6 14.3 114.2 Lane group LOS B B A B B C C B B B Apprch. delay 8.5 15.7 30.9 14.5 Approach LOS A B C B Intersec. delay 13.1 Intersection LOS B HCS2000TM Copyright©2000 University of Florida.All Rights Reserved Version 4.1c file://DAd_temp\s2k95.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Main/Babcock Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2003(Existing Conditions) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH I RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T L T R L T R L TR Volume v h' 13 638 102 558 46 43 33 76 268 190 22 Heavy veh 0 0 0 0 0 0 0 0 0 0 0 PHF 0.92 0.92 10.92 0.92 0.92 0.92 0.92 0.92 10.92 10.92 0.92 Actuated (PIA) A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 3 3 (Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 1 0 0 0 Lane Width 12.0 12.0 12.0 112.0 12.0 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left WB Only EW Perm 04 NS Perm 06 07 08 G = 5.0 1 G = 8.0 G = 31.5 G JG = 27.0 G = G = G = Timing Y= 4 IY= 4 Y= 4.5 Y= IY= 6 Y= IY= Y= Duration of Analysis hrs = 0.25 C cle Length C = 90.0 Lane Group Capacity, Control Del ay, and LOS Determination EB WB NB SB Adj.flow rate 14 693 111 607 50 47 36 83 291 231 Lane group cap. 381 1263 523 1745 781 308 570 485 418 561 v/c ratio 0.04 0.55 0.21 0.35 0.06 0.15 0.06 0.17 0.70 0.41 Green ratio 0.41 0.35 10.58 0.48 0.48 0.30 0.30 10.30 0.30 0.30 iUnif. delay d1 16.0 23.5 9.5 14.4 12.4 23.1 22.5 23.2 27.9 25.2 (Delay factor k 0.11 0.15 0.11 0.11 0.11 0.11 0.11 0.11 0.26 0.11 lncrem. delay d2 0.0 0.5 0.2 0.1 0.0 0.2 0.0 0.2 5.0 0.5 IPF factor 1.000 0.944 1.000 0.791 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 16.1 22.7 9.7 11.5 12.4 23.3 22.5 123.4 32.9 25.7 Lane group LOS B C A B B C C C C C Apprch. delay 22.6 11.3 1 23.2 29.7 Approach LOS C B I C C Intersec. delay 20.4 Intersection LOS C HCS2006TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://DAd_temp\s2kA0.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2003(Existing) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume v h 54 253 402 37 198 53 215 413 61 163 388 36 % Heavyveh 0 0 0 0 0 0 0 0 0 0 0 0 PH IF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Actuated P/A A A A A A A A A A A A A Startuplost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 1 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 1 12.0 112.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left I EW Perm 03 04 Excl. Left NS Perm 07 08 G = 6.0 1 G = 21.0 G = G = G = 10.0 G = 33.0 G = G = Timing Y= 4 IY= 6 Y= Y= IY= 4 Y= 6 Y = Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Delav, and LOS Determination EB WB NB SB Adj. flow rate 72 338 1537 49 335 287 1632 218 566 Lane group cap. 229 443 664 226 429 305 683 285 688 v/c ratio 0.31 0.76 0.81 0.22 0.78 0.94 0.93 10.76 0.82 Green ratio 0.34 0.23 0.41 0.34 0.23 0.52 0.37 0.52 0.37 Unif. delay di 21.6 32.2 23.4 21.4 32.3 20.4 27.3 19.3 25.8 Delay factor k 0.11 0.32 0.35 0.11 0.33 0.45 0.44 10.32 0.36 Increm. delay d2 0.8 7.7 1 7.4 0.5 1 9.0 36.2 18.6 11.7 8.0 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 22.4 39.9 30.8 21.8 41.4 56.6 45.9 31.0 33.8 Lane group LOS C D C C 1 D E D C C Apprch. delay 33.4 38.9 49.2 33.0 Approach LOS C D D C Intersec. delay 38.8 Intersection LOS D HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temp\s2kAB.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2003(Existing) Date Performed 312412003 Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave Intersection Orientation: North-South IStLJCIY 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 34 664 2 26 847 11 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 a86 0.86 Hourly Flow Rate, HFR 39 1 772 2 30 984 12 Percent Heavy Vehicles 0 -- -- 0 - -- Median Type Undivided IRT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 1 Minor Street Westbound Eastbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume 12 1 40 0 0 17 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 13 1 46 0 0 19 Percent Heavy Vehicles 0 0 0 0 t 0 0 Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Della , Queue Len th, and Level of Service Approach NB SB Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR v (vph) 39 30 60 19 C (m) (vph) 703 851 143 302 v/c 0.06 0.04 0.42 a 06 95% queue length a 18 0.11 1.84 a20 Control Delay 10.4 9.4 47.3 17.7 ILOS B A E C Approach Delay -- -- 47.3 17.7 Approach LOS -- -- E C file://D:\d_temp\u2kFE.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia & I Jurisdiction City of Bozeman Associates Analysis Year 2003 Existin ) Date Performed 312412003 Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway Eastest Street: Babcock St North/South Street: Fowler Ave 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 0 137 54 32 60 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 0 177 70 41 77 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 5 0 54 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 6 1 0 70 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th. and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 41 76 C (m) (vph) 1331 810 vlc 0.03 0.09 95% queue length 0.10 0.31 Control Delay 7.8 9.9 ILOS A A Approach Delay -- -- 9.9 ,Approach LOS -- -- A file://D:\d_temp\u2kB9.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Agency/Co. Robert Peccia & Jurisdiction MDT/CRY-of Bozeman Associates Date Performed 3/25/2003 Analysis Year 2003 (Existing) nal sis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Hutfine Ln North/South Street: Mall Driveway Intersection Orientation: East-West Stud 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 36 1196 0 0 612 1 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 44 1494 1 0 0 764 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 (Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 0 5 0 10 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 (Hourly Flow Rate, HFR 0 1 0 1 0 6 1 0 1 12 (Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 1 0 Configuration LR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR ,✓(vph) 44 18 C (m) (vph) 857 217 v/c 0.05 0.08 95% queue length 0.16 0.27 Control Delay 9.4 23.1 LOS A C Approach Delay -- -- 23.1 Approach LOS -- -- C file://D:\d temp\u2kBE.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2003(Existing) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume (v h) 133 642 867 186 155 188 % I-leaw veh 0 0 0 0 0 0 PH F 0.97 0.97 0.97 0.97 0.97 0.97 Actuated P/A A I A A A A A Startup lost time 2.0 12.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 1 SB Only 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing Y= 7 jY= Y= Y= IY= 5 Y = IY= Y = Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 137 662 1894 192 160 194 Lane group cap. 251 1845 1845 825 642 574 v/c ratio 0.55 0.36 0.48 0.23 0.25 0.34 Green ratio 0.51 10.51 0.51 10.51 0.36 0.36 Unif. delay d1 14.9 13.2 14.3 12.2 20.5 21.2 Delay factor k 0.15 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 2.5 0.1 1 0.2 0.1 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 17.4 13.3 14.5 12.4 20.7 121.6 Lane group LOS B B B B C C Apprch. delay 14.0 14.1 21.2 Approach LOS B B C Intersec. delay 15.2 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temp\s2kC7.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Date Performed 312412003 Analysis Year 2003 Existin Anal sis Time Period PM Peak Flour Project Description The Bozeman Gatewa East/West Street: Huffine Ln North/South Street: Fowler Ave 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 29 728 0 0 984 150 (Peak-Hour Factor, PHF 0.86 1 0.86 0.86 0.86 0.86 0.86 (Hourly Flow Rate, HFR 33 846 1 0 0 1 1144 174 (Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream stream Signal 1 1 1 1 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 50 0 5 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 1 0 0 58 1 0 5 Percent Heavy Vehicles 0 0 0 0 0 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 Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v (vph) 33 63 C (m) (vph) 531 82 v/c 0.06 0.77 195% queue length 0.20 3.82 Control Delay 12.2 130.5 LOS B F ,Approach Delay -- -- 130.5 Approach LOS -- -- F file://D:\d_temp\u2kDA.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2003(Existing) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R I L TR L TR L T R 701ume (v h) 30 1519 351 21 643 67 342 80 27 238 101 44 % Heavy veh 0 1 0 0 0 0 0 0 0 0 0 0 0 PH IF 0.94 10.94 0.94 10.94 0.94 10.94 0.94 0.94 0.94 0.94 0.94 0.94 Actuated (P/A) A I A A I A A A A A A A A A Startup lost time 2.0 12.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Arrival type 3 3 3 3 3 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq EW Perm 02 03 04 SB Only NS Perm 07 08 G = 35.0 G = G = G = G = 8.0 G = 32.0 G = G = Timing Y= 6 ly= Y= IY= I Y= 4.5 Y = 4.5 IY= IY= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 32 552 373 22 755 364 114 253 1107 47 Lane group cap. 196 1404 1615 286 1384 465 650 622 1939 799 v/c ratio 0.16 0.39 0.23 0.08 0.55 10.78 0.18 0.41 0.11 0.06 Green ratio 0.39 0.39 11.00 0.39 0.39 10.36 0.36 0.49 0.49 0.49 Unif. delay d1 17.9 19.8 0.0 17.3 21.3 25.9 19.9 13.5 12.2 11.8 Delay factor k 0.11 0.11 0.11 0.11 0.15 0.33 0.11 0.11 0.11 0.11 Increm. delay d2 0.4 0.2 0.1 0.1 0.5 8.5 0.1 1 0.4 1 0.1 0.0 PF factor 1.000 1.000 0.950 1.000 1.000 1 1.000 1.000 1.000 11.000 1.000 Control delay 18.3 20.0+ 0.1 17.4 21.8 34.4 20.1 14.0 112.2 11.9 Lane group LOS B C A B C C C B B B Apprch. delay 12.2 21.7 31.0 13.3 Approach LOS B C C B Intersec. delay 18.6 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temp\s2kD5.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection Main/Babcock Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2003(Existing Conditions) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T L T R L T R L TR Volume v h) 43 851 182 888 171 139 280 170 147 97 39 % Heav veh 0 0 0 0 0 0 0 0 0 0 0 PH IF 0.95 0.95 0.95 0.95 0.95 a 95 a95 0.95 0.95 0.95 0.95 Actuated P/A A A A A A A A A A A A Startuplost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Pod/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12do 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 33.0 3.0 3.0 Phasic Excl. Left WB Only EW Perm 04 NS Perm 06 07 08 G = 3.0 G = 8.0 G = 40.5 G = G = 27V G = (a = G = iming Y= 0 Y= 0 Y= 4.5 IY= IY= 7 Y = Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control DelaV, and LOS Determination EB WB NB SB Adj. flow rate 45 900 192 939 181 147 296 180 155 144 Lane group cap. 300 1624 374 1945 870 379 570 485 264 546 /c ratio 0.15 0.55 a51 0.48 0.21 0.39 0.52 0.37 10.59 0.26 Green ratio 0.48 0.45 0.57 0.54 0.54 0.30 0.30 0.30 10.30 0.30 Unif. delay d1 12.4 18.1 11.8 12.9 10.8 125.0 26.1 24.8 26.8 23.9 Delay factor k 0.11 0.15 0.12 0.11 0.11 0.11 0.13 0.11 0.18 0.11 Increm. delay d2 0.2 0.4 1.2 0.2 0.1 0.7 0.8 1 0.5 3.4 0.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Control delay 12.6 18.6 13.0 13.1 10.9 25.6 27.0 25.3 30.2 24.2 Lane group LOS B B B B B C C C C C Apprch. delay 18.3 12.8 26.2 27.3 Approach LOS B B C C Intersec. delay 18.4 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temu\s2kE3.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 312412003 JUriscliction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2003(Existing) Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume v)h 54 270 349 98 1372 138 411 484 66 1141 487 37 % Heavy veh 0 0 0 0 0 1 0 0 0 0 1 0 0 0 P H F 0.97 0.97 0.97 0.97 0.97 10.97 0.97 0.97 0.97 10.97 0.97 0.97 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 1 0 1 0 1 0 Lane Width 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 1 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 1 Excl. Left NB Only NS Perm 1 08 G = 3.0 G = 27.0 G = G = G = 5.0 G = 9.0 G = 26.0 G = Timing Y= 4 Y= 6 Y = Y= JY= 4 Y= 0 IY= 6 Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adj. flow rate 56 278 360 101 526 424 567 145 540 Lane group cap. 144 570 915 302 547 445 726 288 543 v/c ratio 0.39 0.49 0.39 0.33 0.96 0.95 0.78 0.50 0.99 Green ratio 0.38 0.30 0.57 0.38 0.30 0.49 0.39 0.34 0.29 Unif. delay d1 21.9 25.8 j 10.9 21.9 31.0 24.2 24.1 24.4 31.9 Delay factor k 0.11 0.11 0.11 0.11 a47 a46 0.33 10.11 0.50 Increm. delay d2 1.7 0.7 1 0.3 0.7 29.0 30.8 1 5.5 1.4 37.1 PF factor 1.000 1.000 1.000 1.000 1.000 1 1.000 1.000 11.000 1.000 Control delay 23.6 26.5 111.2 22.6 59.9 55.1 29.6 25.8 69.1 Lane group LOS C C B C E E C C E Apprch. delay 18.3 53.9 40.5 59.9 Approach LOS B D D E Intersec. delay 42.6 Intersection LOS D HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d tempWkEEArnp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Date Performed 312412003 Analysis Year 2003(Existing) Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 39 883 21 58 817 1 Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 42 1 967 23 63 1 894 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR iU stream Signal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 9 3 49 1 1 50 (Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 9 3 1 53 1 1 54 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(vph) 42 63 65 56 CC (m) (vph) 767 706 116 259 V/c 0.05 0.09 0.56 0.22 95% queue length 0.17 0.29 2.69 0.80 Control Delay 10.0- 10.6 69.8 22.7 LOS A B F C Approach Delay -- -- 69.8 22.7 .Approach LOS -- -- F C file://D:\d temp\u2kF3.tmv 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Anal st RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia & Jurisdiction City of Bozeman Associates Analysis Year 2003(Existing) Date Performed 312412003 Anal sis Time Period PM Peak Hour Project Description The Bozeman Gateway EastA/Vest Street: Babcock St North/South Street: FowlerAve 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 0 91 12 67 182 0 (Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 105 13 77 211 0 (Percent Heavy Vehicles 0 -- 0 -- -" Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 ,Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 40 0 88 0 0 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 (Hourly Flow Rate, HFR 46 0 102 0 0 1 0 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 Danes 0 1 0 0 0 0 0 Configuration I LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 77 148 C (m) (vph) 1483 756 v/c 0.05 0.20 95%queue length 0.16 0.72 Control Delay 7.6 10.9 LOS A B .Approach Delay -- -- 10.9 .Approach LOS -- -- B file://D:\d temp\u2kF6.tmp 9/5/03 Two-Way Stop Control - Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mail Drivewa Agency/Co. Robert Peccia& Jurisdiction MDT/Cif of Bozeman Associates Date Performed 312512003 Analysis Year .2003(Existin [Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln (North/South Street: Mall Driveway 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 i R 'Volume 60 831 0 0 1194 10 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 70 977 0 0 1404 11 Percent Heavy Vehicles 0 -- -- 0 -- -- (Median Type Undivided RT Channelized 0 0 (Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 0 14 0 101 (Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1 0 0 16 0 118 Percent Heavy Vehicles 0 0 0 0 0 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 Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(vph) 70 134 C (m) (vph) 488 197 vlc 0.14 0.68 !95%queue length 0.50 4.17 Control Delay 13.6 55.1 ILOS B F Approach Delay - -- 55.1 ,Approach LOS -- -- F file://D:\d temp\u2kFB.tmp 9/5/03 LEVELS OF SERVICE IN 2005 WITHOUT PROJECT • • t 0 i i e i Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312412003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(No Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume (v h) 139 1001 494 138 141 195 % Heavy veh 0 0 0 0 0 0 IPHF 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (P/A A A A A A A Startup lost time 2.0 2.0 1 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 1 2.0 2.0 2.0 2.0 .Arrival type 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 (Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 (Parking/Grade/Parking N 0 N N 0 N N N N 0 N (Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 13.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing Y= 7 Y= Y= Y= Y= 5 Y= Y= IY= (Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 154 1112 549 153 157 217 Lane group cap. 421 1845 1845 825 642 574 v/c ratio 0.37 0.60 0.30 0.19 10.24 0.38 Green ratio 0.51 0.51 0.51 0.51 1 0.36 10.36 Unif. delay d1 13.2 15.5 12.7 11.9 20.5 21.6 Delay factor k 0.11 0.19 0.11 0.11 0.11 0.11 Increm. delay d2 0.5 0.6 0.1 0.1 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 13.8 16.1 12.8 12.0 20.7 22.0 (Lane group LOS B B B B C C Apprch. delay 15.8 12.6 21.4 Approach LOS B B C Intersec. delay 15.8 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k114.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Date Performed 312512003 Analysis Year 2005 no project) [Analysis Time Period AM Peak Hour Project Description 7-Ae East/West Street: Huffine Ln North/South Street: FowlerAve 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 13 1162 0 0 601 50 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 (Hourly Flow Rate, HFR 14 1289 1 0 0 1 667 55 (Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR IU stream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 165 0 5 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 1 0 1 0 183 1 0 1 5 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration I I I I LR Dela , Queue Len th, and Level of Service ,Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(vph) 14 188 C (m) (vph) 889 152 v/c 0.02 1.24 95% queue length 0.05 10.94 Control Delay 9.1 208.6 LOS A F I.Approach Delay -- -- 208.6 Approach LOS -- -- F file://D:\d_temp\u2k119.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection Huffine/Main/College Agency or Co. Robert Peccia& Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(no project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume (v h) 8 652 856 35 344 15 305 26 18 25 10 1 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.82 0.82 0.82 0.82 0.82 0.82 0.82 10.82 0.82 10.82 0.82 0.82 ,Actuated (P/A) A A A A A I A A A A I A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 2.0 2.0 12.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 1 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 1 3.0 Ped/Bike/RTOR Volume 0 0 0 1 0 0 1 0 0 1 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 112.0 . Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 1 N Parking/hr (Bus stops/hr 0 1 0 0 1 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 30703.0 3.0 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 G = 40.0 G = G = G = G = 8.0 G = 27.0 G = G = Timing IY= 6 Y= Y= IY= I Y= 4.5 Y= 4.5 IY= IY= Duration of Analysis (hrs) = 0.25 C cle Len th C = 90.0 Lane Group Ca a ity, Control Dela and LOS Determination EB WB NB SB Adi. flow rate 10 795 1044 43 1438 372 54 30 12 1 Lane group cap. 406 1604 1615 229 1595 427 535 571 834 709 v/c ratio 0.02 0.50 0.65 0.19 0.27 0.87 0.10 10.05 0.01 0.00 Green ratio 0.44 0.44 1.00 0.44 0.44 0.30 0.30 0.44 0.44 0.44 Unif. delay d1 14.0 17.8 0.0 15.2 15.8 29.9 22.7 14.5 14.3 14.2 (Delay factor k 0.11 0.11 0.22 0.11 0.11 0.40 0.11 0.11 0.11 0.11 Increm. delay d2 0.0 0.2 0.9 0.4 0.1 17.5 0.1 0.0 0.0 0.0 PF factor 1.000 1.000 10.950 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Control delay 14.1 18.1 0.9 15.6 15.9 47.4 22.8 14.6 14.3 14.2 Lane group LOS B B A B I B D C B B B Apprch. delay 8.4 15.9 44.2 14.5 Approach LOS A B D B Ilntersec. delay 15.2 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k122.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Main/Babcock Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(no project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT TH RT INum. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T L T R L T R L TR 'Volume (v h) 48 694 108 598 49 46 35 80 283 201 38 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 PHF 0.92 0.92 1 10.92 10.92 JO.92 0.92 0.92 0.92 10.92 0.92 10.92 Actuated (P/A) A A A A A A A A I A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 IExt. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Arrival type 3 1 4 3 4 3 3 3 3 3 3 Unit Extension 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 1 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr (Bus stops/hr 0 0 0 0 0 0 0 0 0 0 iUnit Extension 3.0 3.0 1 13.0 1 3.0 13.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left WB Only EW Perm 04 NS Perm 06 07 08 G = 3.0 G = 8.0 G = 31.5 G = G = 27.0 G = G = G = Timing Y= 4.5 Y= 4.5 Y= 4.5 Y= IY= 7 Y= IY= 1Y= Duration of Analysis hrs = 0.25 Cycle Lenc th C = 90.0 Lane Group Ca a ity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 52 754 117 650 53 50 38 87 308 259 Lane group cap. 329 1263 473 1765 790 296 570 485 417 557 v/c ratio 0.16 0.60 0.25 0.37 0.07 10.17 0.07 0.18 0.74 0.46 Green ratio 0.38 0.35 0.57 0.49 0.49 0.30 0.30 0.30 0.30 0.30 Unif. delay dl 17.6 24.0 10.3 14.3 12.2 23.2 22.5 23.3 28.3 25.6 (Delay factor k 0.11 0.19 0.11 0.11 0.11 0.11 0.11 0.11 0.30 0.11 Increm. delay d2 0.2 0.8 0.3 0.1 0.0 0.3 0.0 0.2 6.8 0.6 PF factor 1.000 0.944 1.000 0.783 1.000 11.000 1.000 1.000 1.000 1.000 Control delay 17.8 23.5 10.6 11.4 12.2 23.5 22.5 23.5 35.2 26.2 Lane group LOS B C B B B C C C D I C Apprch. delay 23.1 11.3 23.3 31.1 Approach LOS C B C C Ilntersec. delay 20.9 Intersection LOS C HCS2006TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k12D.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 urisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(no project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume Nph) 57 318 487 39 232 56 255 436 65 172 410 38 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 10.75 0.75 0.75 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 1 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Iped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr (Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G = 6.0 G = 21.0 G = G = G = 10.0 G = 33.0 G = G = Timing IY= 4 Y= 6 Y= IY= IY= 4 Y= 6 Y= IY= Duration of Analysis (hrs) = 0.25 Cycle Len th C = 90.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 76 425 650 52 385 340 1669 230 598 Lane group cap. 204 443 664 204 430 285 683 285 688 v/c ratio 0.37 0.96 0.98 0.25 0.90 1.19 0.98 10.81 0.87 Green ratio 0.34 0.23 0.41 0.34 0.23 0.52 0.37 0.52 0.37 Unif. delay d1 22.3 34.1 26.1 22.4 133.4 24.5 28.2 20.9 26.5 Delay factor k 0.11 0.47 0.48 0.11 0.42 0.50 0.48 0.35 0.40 lncrem. delay d2 1.1 32.4 29.6 0.7 20.8 116.1 29.2 15.6 11.6 IPF factor 1.000 1.000 11.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 23.4 66.5 55.7 23.1 54.2 140.6 57.4 36.5 38.1 Lane group LOS C E E C D F E D D ,Apprch. delay 57.5 50.5 85.4 37.6 Approach LOS E D F D lntersec. delay 60.0 Intersection LOS E HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k138.tmp 9/5/03 Two-Way Stop Control Page 1 of 1 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(no project) Date Performed 312512003 Analysis Time Period AM Peak Hour Project Descri tion The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 36 729 2 27 957 12 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 (Hourly Flow Rate, HFR 41 847 1 2 31 1 1112 13 (Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR U)stream Signal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 13 1 42 0 0 18 (Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 (Hourly Flow Rate, HFR 15 1 1 48 0 0 20 _+ Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L LTR LTR v(vph) 41 31 64 20 C (m) (vph) 628 798 100 254 v/c 0.07 0.04 0.64 0.08 95% queue length 0.21 0.12 3.14 0.25 Control Delay 11.1 9.7 90.1 20.4 LOS B A F C Approach Delay -- -- 90.1 20.4 Approach LOS -- -- F C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\u2k13D.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALIN Intersection Babcock/Fowler Agency/Co. Robert Peccia & Jurisdiction City of Bozeman Associates Analysis Year 2005(noproject) Date Performed 312512003 Anal sis Time Period AM Peak Hour Project Description The L a24,e << East/West Street: Babcock St North/South Street: FowlerAve Intersection Orientation: East-West IStudv 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 0 202 57 34 88 0 (Peak-Hour Factor, PHF 0.77 1 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 0 262 74 44 114 0 Percent Heavy Vehicles 0 - -- 0 -- -- Median Type Undivided FIT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 5 0 57 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 6 1 0 1 74 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 1 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 IDela , Queue Len th, and Level of Service Approach ES WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v(vph) 44 80 C (m) (vph) 1235 721 vlc 0.04 0.11 95% queue length 0.11 0.37 Control Delay 8.0 10.6 LOS A B .Approach Delay -- -- 10.6 Approach LOS -- -- B file://D:\d_temp\u2k140.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Agency/Co. Robed Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005 noproject) Date Performed 312512003 ,Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Mall Driveway 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 38 1377 0 0 697 1 iPeak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 47 1721 0 0 871 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 (Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 0 _ 5 0 11 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 1 0 1 0 6 0 1 13 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 LR IDelay. Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L LR v(vph) 47 19 C. (m) (vph) 782 167 v/c 0.06 0.11 '95% queue length 0.19 0.38 Control Delay 9.9 29.3 ILOS A D Approach Delay -- 29.3 Approach LOS -- -- D file://D:\d_temp\u2k143.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(no project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R Volume (v h) 140 776 1053 196 1164 198 % Heavv veh 0 0 0 0 0 0 PHF 0.97 0.97 0.97 0.97 0.97 10.97 Actuated P/A) A A A A A I A Startup lost time 2.0 2.0 1 2.0 2.0 2.0 12.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 12.0 Arrival type 3 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N (Parking/hr Bus stops/hr 0 0 0 0 0 0 (Unit Extension 3.0 13.0 1 1 1 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing IY= 7 Y= Y= IY= IY= 5 Y= Y= Y= Duration of Analysis hrs) = 0.25 C cle Len th C = 90.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 144 800 11086 202 169 1204 Lane group cap. 180 1845 1845 825 642 574 v/c ratio 0.80 0.43 0.59 0.24 0.26 0.36 Green ratio 0.51 0.51 0.51 10.51 1 0.36 0.36 Unif. delay d1 18.2 13.8 15.4 12.3 20.6 21.4 Delay factor k 0.34 0.11 0.18 0.11 0.11 0.11 Increm. delay d2 22.1 0.2 0.5 0.2 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 40.3 14.0 15.9 12.4 20.8 1 21.8 (Lane group LOS D B B B C C Apprch. delay 18.0 15.3 21.3 Approach LOS B B C Intersec. delay 17.2 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4,1c file://D:\d_temp\s2k160.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Robert Peccia& Agency/Co. Jurisdiction MDT/City of Bozeman Associates Date Performed 312512003 Analysis Year 2005 noproject) ,Analysis Time Period PM Peak Hour Project Description 769 601 q" Gg3t<.x� East/West Street: Huffine Ln North/South Street: FowlerAve 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 31 867 0 0 1177 158 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 36 1 1008 1 0 0 1368 183 Percent Heavy Vehicles 0 -- -- 0 -- (Median Type Undivided IRT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 1 1 (Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume _ 0 0 0 53 0 5 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 1 0 0 61 0 5 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 LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration L LR v (vph) 36 66 C (m) (vph) 433 49 v/c 0.08 1.35 95% queue length 0.27 6.15 Control Delay 14.1 381.5 ILOS B F Approach Delay -- -- 381.5 Approach LOS -- -- F file://D:\d_temp\u2k165.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(no project) Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1- ,Lane group L T R L TR L TR L T R Volume (vph) 32 548 469 22 679 71 499 84 29 251 107 46 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.94 0.94 0.94 0.94 0.94 0.94 0.94 10.94 0.94 0.94 0.94 0.94 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 Ext. eff. preen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12,0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 1 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N (Parking/hr 13us stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB OnlyNS Perm 07 08 G = 35.0 G = G = G = G = 8.0 G = 32.0 G = G = Timing Y= 6 Y= Y= Y= Y= 4.5 Y= 4.5 Y= Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca acit , Control Dela and LOS Determination EB WB NB SB Adj. flow rate 34 583 499 23 798 531 120 267 114 1 49 Lane group cap. 179 1404 1615 271 1384 462 649 619 939 799 v/c ratio 0.19 0.42 0.31 0.08 0.58 1.15 0.18 0.43 0.12 0.06 Green ratio 0.39 0.39 11.00 0.39 10.39 0.36 0.36 0.49 0.49 0.49 Unif. delay d1 18.1 20.0 0.0 17.4 21.7 29.0 20.0 13.6 12.2 11.9 (Delay factor k 0.11 0.11 0.11 0.11 0.17 0.50 0.11 0.11 0.11 0.11 Increm. delay d2 0.5 0.2 0.1 0.1 0.6 89.7 0.1 0.5 0.1 0.0 PF factor 1.000 1.000 10,950 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 18.7 20.2 0.1 17.5 22.3 1 118.7 20.1 14.1 12.3 11.9 Lane group LOS B C A B C F C B 1 B B Apprch. delay 11.2 22.1 100.5 13.4 Approach LOS B C F B Ilntersec. delay 33.7 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file://D:\TEMP\s2kA5.tmp 2/18/04 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Main/Babcock Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(no project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T I L T R L T R L TR Volume (v h) 75 915 1192 962 181 150 296 179 1155 102 83 % Heave veh 0 0 0 0 0 0 0 0 0 0 0 PH IF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 6. 55 0.95 0.95 Actuated P/A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 4 3 4 1 3 3 3 3 3 3 Unit Extension 3.0 13.o 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Narking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 P3O 0 0 0 0 0 0 0Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left I WB Only EW Perm 04 NS Perm 06 07 08 G = 3.0 1 G = 8.0 G = 40.5 G = G = 27.0 G = G = G = Timing Y= 0 Y= 0 Y = 4.5 Y= Y= 7 Y= IY= Y = Duration of Analysis hrs) = 0.25 C cle Len th C = 90.0 Lane Group Ca acity, Control Delay, and LOS Determination EB WB NB SIB Adj.flow rate 79 967 203 1017 191 159 313 189 164 196 Lane group cap. 301 1624 372 1945 870 352 570 485 250 532 v/c ratio 0.26 0.60 0.55 0.52 0.22 10.45 0.55 0.39 0.66 0.37 Green ratio 0.48 0.45 1 10.57 0.54 0.54 0.30 0.30 10.30 0.30 0.30 Unif. delay d1 12.6 18.6 11.6 13.3 10.9 25.5 26.4 25.0 27.5 24.8 Delay factor k 0.11 0.18 0.15 0.13 0.11 0.11 0.15 0.11 0.23 0.11 Increm. delay d2 0.5 0.6 1.7 0.3 0.1 1 0.9 1.1 0.5 6.1 0.4 PF factor 1.000 0.836 1 1.000 0.702 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 13.0 16.2 13.3 9.6 11.0 26.4 27.5 25.5 33.6 25.2 Lane group LOS B 8 B A B C C C C C Apprch. delay 15.9 10.3 26.7 29.0 Approach LOS B B C C Intersec. delay 17.1 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k171.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312512003 urisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(no project) Volume and Timing Input Eg Wg NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 1 0 1 1 0 Lane group L T R L TR L TR L TR Volume (v h) 57 329 422 1103 454 146 510 1511 70 1149 514 39 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 P H F 0.97 10.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 10.97 Actuated (P/A) A I A A A A A A A A A A A Startup lost time 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 12.0 2.0 12.0 2.0 2.0 2.0 12.0 2.0 rrival type 3 1 3 3 1 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 13.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 13.0 3.0 3.0 3.0 3.0 Phasing Excl. Left I EW Perm 03 04 Excl. Left NB Only NS Perm 08 G = 3.0 1 G = 27.0 G = G = G = 5.0 G = 9.0 G = 26.0 G = Timing Y= 4 JY= 6 Y= Y= IY = 4 Y= 0 Y= 6 Y - Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 59 339 1435 106 619 526 599 154 570 Lane group cap. 144 570 915 253 549 445 726 263 543 v/c ratio 0.41 0.59 0.48 0.42 1.13 1.18 0.83 0.59 1.05 Green ratio 0.38 0.30 0.57 0.38 0.30 0.49 0.39 0.34 0.29 Unif. delay d1 22.2 26.8 11.6 23.9 31.5 25.2 24.7 126.1 32.0 Delay factor k 0.11 0.18 0.11 0.11 0.50 0.50 0.36 0.18 0.50 Increm. delay d2 1.9 1.7 0.4 1.1 78.6 102.8 7.7 3.4 52.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 24.1 28.5 12.0 25.0 1110.1 128.0 32.5 29.5 84.3 Lane group LOS C C B C F F C C F Apprch. delay 19.6 97.6 77.2 72.6 Approach LOS B F E E Intersec. delay 66.5 Intersection LOS E HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k17C.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(no project) Date Performed 312512003 Analysis Time Period PM Peak Hour Project Descri tion The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave Intersection Orientation: North-South IStudy Period (firs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 L T R L T R 'Volume 41 1008 22 61 917 1 Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 44 1 1104 24 66 1004 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 (Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 10 3 52 1 1 53 (Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 10 1 3 1 56 1 1 58 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 1 1 0 1 1 Configuration LT R LT R Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R LT R v (vph) 44 66 13 56 2 58 C (m) (vph) 697 627 19 255 21 296 v/c 0.06 0.11 0.68 0.22 0.10 0.20 95% queue length 0.20 0.35 1.86 0.82 0.28 0.71 Control Delay 10.5 11.4 375.2 23.0 193.7 20.1 LOS B B F C F C Approach Delay -- -- 89.4 25.9 .Approach LOS -- -- F D file://D:\d temp\u2k18A.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia & Jurisdiction Citv of Bozeman Associates Analysis Year 2005 no projeco Date Performed 312512003 Analysis Time Period PM Peak Hour Project Description 7,c_ /4Q 61-141__L`-1 East/West Street: Babcock St North/South Street: Fowler Ave 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 0 145 13 71 261 0 (Peak-Hour Factor, PHF 0.86 1 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 168 15 82 303 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume 42 0 93 0 0 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 48 0 108 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 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 Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 82 156 C (m) (vph) 1404 651 V/c 0.06 0.24 95% queue length 0.19 0.93 Control Delay 7.7 12.3 ILOS A B Approach Delay -- -- 12.3 Approach LOS -- -- B file://D:\d_temp\u2k184.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Agency/Co. Robert Peccia& 5urisdiction MDT/City of Bozeman Associates Date Performed 312512003 Analysis Year 2005 no ro'ect ,Analysis Time Period PM Peak Hour Project Description do ice.4,— C •»I cw•i East/West Street: Huffine Ln North/South Street: Mall Driveway Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 j 4 5 6 L T R L T R 'Volume 63 975 0 0 1399 11 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 74 1147 0 0 1645 12 Percent Heavy Vehicles 0 -- -- 0 -- "- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR 'Upstream Signal 0 0 Minor Street Northbound Southbound IMovement 7 8 9 10 11 12 L T R L T R Volume 0 0 0 15 0 107 Peak-Hour Factor, PHF 0.85 a85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 0 17 1 0 125 Percent Heavy Vehicles 0 0 0 0 1 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 Len th, and Level of Service Approach EB WB Northbound Southbound IMovement 1 4 7 8 9 10 11 12 (Lane Configuration L LR v(vph) 74 142 C. (m) (vph) 394 129 v/c 0.19 1.10 95%queue length 0.68 8.15 Control Delay 16.2 175.3 LOS C F Approach Delay -- -- 175.3 Approach LOS -- -- F file://D:\d_temp\u2k187.tmp 9/5/03 LEVELS OF SERVICE IN 2005 WITHOUT PROJECT (MITIGATED) • • � t t t Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 410112003 Jurisdiction MDT/City of Bozeman, MT Time Period AM Peak Hour(Mitigated) Analysis Year 2005(No Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 0 0 0 0 0 0 0 (Lane group L T TR LR 'Volume (v h) 13 1162 601 50 165 5 % Heavy veh 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 ,Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 12.0 Arrival type 3 4 4 3 Unit Extension 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N (Parking/hr 13us stops/hr 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 24.0 G = G = G = G = 13.0 G = G = G = Timing IY= 5 IY= Y= Y= Y= 3 Y= Y= Y= (Duration of Analysis (hrs) = 0.25 Cycle Length C= 45.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 14 1291 724 189 (Lane group cap. 381 1925 1903 521 v/c ratio 0.04 0.67 0.38 0.36 Green ratio 0.53 0.53 1 10.53 1 10.29 Unif. delay d1 5.0 7.6 6.1 12.7 (Delay factor k 0.11 0.24 0.11 0.11 Increm. delay d2 0.0 0.9 0.1 0.4 PF factor 1.000 10.712 10.712 1 1.000 Control delay 5.0 6.4 4.5 13.1 Lane group LOS A A A B Apprch. delay 6.3 4.5 13.1 Approach LOS A A B Intersec. delay 6.3 Intersection LOS A HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k20B.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection College/19th Ave Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Mitigated Analysis Year 2005(no project) V01ume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 2 0 1 2 0 (Lane group L T R L TR L TR L TR 'Volume (vph) 57 318 487 39 232 56 255 436 65 1172 410 38 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 10.75 0.75 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Ext. eff.green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 ,Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 1 0 0 0 (Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 (Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N IParking/hr 13us stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasina Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G = 6.0 G = 26.0 G - G = G = 10.0 G = 28.0 G = G = Timing IY= 4 Y= 6 Y= IY= IY= 4 Y= 6 Y= IY= Duration of Analysis (hrs) = 0.25 C cle Len th C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 76 425 650 52 385 340 669 230 598 _ Lane group cap. 262 549 754 231 533 371 1101 343 1109 v/c ratio 0.29 0.77 0.86 0.23 0.72 0.92 0.61 10.67 0.54 Green ratio 0.40 0.29 10.47 0.40 0.29 10.47 0.31 10.47 10.31 Unif. delay d1 18.7 29.3 21.4 19.0 28.8 28.6 26.3 16.5 25.7 Delay factor k 0.11 0.32 0.39 0.11 0.28 0.43 0.19 0.24 0.14 lncrem. delay d2 0.6 6.8 10.1 0.5 4.8 27.0 1.0 5.0 0.5 IPF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 19.3 36.1 31.5 19.5 33.6 55.5 27.3 21.5 26.2 Lane group LOS B I D C 8 I C E C C C Apprch. delay 32.4 31.9 36.8 24.9 Approach LOS C C D I C Intersec. delay 31.8 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k1C5.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -AL IN Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(no project) Date Performed 312512003 Analysis Time Period AM Peak Hour Miti ated Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 36 729 2 27 957 12 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 41 1 847 2 31 1112 13 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 1 42 0 0 18 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 15 1 48 0 0 1 20 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 1 1 1 0 1 1 Configuration LT R LT R Delay, (queue Len th and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R LT R v (vph) 41 31 16 48 1 0 20 C (m) (vph) 628 798 68 584 475 v/c 0.07 0.04 0.24 0.08 0.04 95% queue length 0.21 0.12 0.82 0.27 0.13 Control Delay 11.1 9.7 73.5 11.7 12.9 LOS B A F B B Approach Delay -- -- 27.2 Approach LOS -- -- D file://D:\d temp\u2k214.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Drivewa Robert Peccia& Agency/Co. Jurisdiction MDT/City of Bozeman Associates 2005 no project) Date Performed 312512003 Analysis Year ) Analysis Time Period AM Peak Hour Mitigated Project Description The Bozeman Gateway EasUWest Street: Huffine Ln North/South Street: Mall Driveway Intersection Orientation: East-West Stud Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 _ 2 3 4 5 1 6 L T R L T R 'Volume 38 1377 0 0 697 1 Peak-Hour Factor, PHF 0.80 1 0.80 0.80 0.80 0.80 0.80 (Hourly Flow Rate, HFR 47 1721 1 0 0 871 1 (Percent Heavy Vehicles 0 -- -- 1 0 (Median Type Undivided IRT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L 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 0 0 0 0 0 11 (Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 (Hourly Flow Rate, HFR 0 1 0 1 0 0 0 13 (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 1 Configuration R Delay. Oueue Len th, and Level of Service .Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 ILane Configuration L R ,V (vph) 47 13 C. (m) (vph) 782 574 V/c 0.06 0.02 95% queue length 0.19 0.07 Control Delay 9.9 11.4 I_OS A B Approach Delay -- -- 11.4 Approach LOS -- -- B file:/[D:\d temD\u2k217.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 410112003 Puriscliction MDT/City of Bozeman, MT Time Period PM Peak Hour(Mitigated) nalysis Year 2005(no Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT TH RT INum. of Lanes 1 2 0 0 2 0 0 0 0 0 0 0 (Lane group L T TR LR 'Volume (v h) 31 867 1177 158 53 5 % Heavy veh 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 10.90 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 Arrival type 3 1 4 4 3 Unit Extension 3.0 3.0 3.0 1 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 (Lane Width 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N (Parking/hr Bus stops/hr 0 0 0 0 Unit Extension 3.0 13.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 08 G = 24.0 G = G = G = G = 13.0 G = G = G = Timing Y= 5 Y= Y= IY= Y= 3 Y= Y= Y= Duration of Analysis (hrs) = 0.25 C cle Length C = 45.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 34 963 1484 65 Lane group cap. 169 1925 1891 519 v/c ratio 0.20 0.50 0.78 0.13 Green ratio 0.53 0.53 0.53 0.29 Unif. delay d1 5.5 6.7 8.4 11.8 (Delay factor k 0.11 0.11 0.33 0.11 Increm. delay d2 0.6 0.2 2.3 0.1 PF factor 1.000 0.712 0.712 1 1 1.000 Control delay 6.1 5.0 8.3 11.9 Lane group LOS A A A B Apprch. delay 1 5.0 8.3 11.9 Approach LOS A A B lntersec. delay 7.1 Intersection LOS A HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k1D9.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Mitigated Analysis Year 2005(no project) Volume and Timing-input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 2 0 1 2 0 Lane group L T R L TR L TR L TR Volume v h) 57 329 422 103 454 1146 510 511 70 149 514 39 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr (Bus stops/hr 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 3.0 IPhasina EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 35.0 G = G G = G = 5.0 G = 14.0 G = 20.0 G = Timing Y= 6 IY= Y= IY= IY= 4 Y= 0 Y= 6 1 Y= Duration of Analysis (hrs) = 0.25 C cle Length C = 90.0 Lane Group Ca a ity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 59 339 1435 106 1619 526 599 154 570 (Lane group cap. 110 739 1148 332 712 545 1339 280 794 V/c ratio 0.54 0.46 0.38 0.32 0.87 0.97 0.45 0.55 0.72 Green ratio 0.39 0.39 0.71 0.39 0.39 10.48 0.38 0.28 10.22 Unif. delay d1 21.2 20.5 1 5.1 19.2 25.4 23.2 21.0 28.1 32.4 Delay factor k 0.14 0.11 0.11 0.11 0.40 0.47 0.11 0.15 0.28 Increm. delay d2 5.1 0.5 0.2 0.6 11.2 29.8 1 0.2 2.3 3.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 Control delay 26.3 20.9 5.4 19.7 36.6 1 53.0 21.2 30.4 35.5 Lane group LOS C C A B D D C C I D Apprch. delay 13.2 34.2 36.1 34.4 Approach LOS B C I D C Ilntersec. delay 29.7 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temn\s2k22F.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -AL IN Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(no project) Date Performed 312512003 Analysis Time Period PM Peak Hour(Mitigated) Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 41 1008 22 61 917 1 (Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 44 1104 24 66 1004 1 1 Percent Heavy Vehicles 0 1 -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 (Minor Street Westbound Eastbound (Movement 7 8 9 10 11 12 L T R L T R Volume 10 3 52 1 1 53 Peak-Hour Factor. PHF 0.91 0.91 0.91 0.91 0.91 0.91 (Hourly Flow Rate, HFR 10 1 3 1 56 1 1 58 (Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 1 0 1 1 Confi uration LT R LT R Dela , Queue Len th, and Level of Service Approach NB S13 Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R LT R v(vph) 44 66 13 56 2 58 C (m) (vph) 697 627 35 474 34 520 V/c 0.06 0.11 0.37 0.12 0.06 0.11 95% queue length 0.20 0.35 1.23 0.40 0.18 0.37 Control Delay 10.5 11.4 159.3 13.6 117.4 12.8 ILOS B B F B F B ,Approach Delay -- -- 41.1 16.3 Approach LOS -- -- E C file://D:\d_temp\u2k1F5.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Drivewa Agency/Co. Robert Peccia & Jurisdiction MDT/Cit of Bozeman Associates Analysis Year 2005 no ro.ect Date Performed 312512003 Analysis Time Period PM Peak Hour Miti ated Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Mall Driveway Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 8 L T R L T H Volume 63 975 0 0 1399 11 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 74 1147 1 0 0 1 1645 12 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 0 2 0 Configuration L T T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Vulurne 0 0 0 0 0 107 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 0 0 0 1 125 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 0 1 Configuration I I I R Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L R v (vph) 74 125 C (m) (vph) 394 318 v/c 0.19 0.39 95% queue length 0.68 1.81 Control Delay 16.2 23.5 LOS C C Approach Delay -- -- 23.5 Approach LOS -- -- C file://D:\d temp\u2k225.tmp 9/5/03 LEVELS OF SERVICE IN 2005 WITH PHASE 1 OF PROJECT • • � 1 1 i 1 1 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection Huffine/Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312412003 urisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T I T R L R Volume (v h) 139 1050 530 138 1141 195 % Heavy veh 0 0 0 0 0 0 P H F 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume I 1 0 0 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq EW Perm 02 03 04 SB Only06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing Y = 7 JY= Y= Y = IY= 5 Y = Y= Y= Duration of Analysis hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delav, and LOS Determination EB WB NB SB Adj. flow rate 154 1167 1589 153 157 1217 Lane group cap. 398 1845 1845 825 642 1574 v/c ratio 0.39 0.63 0.32 0.19 0.24 0.38 Green ratio 0.51 0.51 1 0.51 0.51 1 0.36 0.36 Unif. delay d1 13.4 15.9 12.9 11.9 20.5 21.6 Delay factor k 0.11 0.21 0.11 0.11 0.11 0.11 Increm. delay d2 0.6 0.7 0.1 0.1 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.0 16.6 13.0 12.0 20.7 22.0 Lane group LOS B B B B C C Apprch. delay 16.3 12.8 21.4 Approach LOS B B C Intersec. delay 16.0 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k245.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/-Fowler Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman, MT Time Period AM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR 'Volume (v h) 13 1202 9 30 611 50 26 12 30 165 16 E5 % Heavy veh 0 0 0 0 0 0 0 0 0 0 1 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 jo.90 0.90 .Actuated (P/A) A A A A A A A A A A A A Startue lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 (Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 1 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N (Parking/hr 13us stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G = 4.0 G = 41.0 v = G = G = 1U.0 (i = 20.0 G = G = Timing IY= 4 IY= 5 Y= IY= IY= 3 Y= 3 Y= 1Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca ac ty, Control Dela and LOS Determination EB WB NB SB .Adj. flow rate 14 1346 33 1735 29 46 183 24 (Lane group cap. 350 1643 165 1626 514 377 508 406 v/c ratio 0.04 0.82 0.20 0.45 0.06 0.12 0.36 0.06 Green ratio 0.54 0.46 1 0.54 0.46 10.37 0.22 0.37 0.22 Unif. delay d1 10.1 21.3 14.6 16.8 18.4 28.0 20.1 27.6 Delay factor k 0.11 0.36 0.11 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.0 3.4 0.6 0.2 0.0 0.1 0.4 0.1 IPF factor 1.000 0.829 1.000 0.829 1.000 11.000 1.000 1.000 Control delay 10.1 21.1 15.2 14.1 18.4 28.1 20.6 27.6 Lane group LOS B C B I B B C C C Apprch. delay 21.0 14.2 24.4 21.4 ,Approach LOS C B C C Ilntersec. delay 18.9 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k250.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection Huffine/Main/College Agency or Co. Robert Peccia& Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timinq In Put EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Vo I ume (v h) 8 758 891 35 492 15 354 26 18 25 10 1 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH IF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Actuated (P/A) A A A A A A A A A A A I A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Ext. eff. green 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 1 3 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 0 0 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 G = 40.0 G = G = G = G = 8.0 G = 27.0 G = G = Timing Y= 6 Y= Y = IY= I Y = 4.5 Y= 4.5 Y= IY= Duration of Analysis hrs = 0.25 C cle Length C= 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 10 924 1087 43 1618 432 54 30 12 1 Lane group cap. 308 1604 1615 180 1597 427 535 571 834 709 v/c ratio 0.03 0.58 0.67 0.24 0.39 1.01 0.10 0.05 0.01 0.00 Green ratio 0.44 0.44 11.00 0.44 0.44 10.30 0.30 0.44 0.44 0.44 Unif, delay d1 14.1 18.7 0.0 15.5 16.8 31.5 22.7 14.5 14.3 14.2 Delay factor k 0.11 0.17 0.24 0.11 0.11 0.50 0.11 0.11 0.11 0.11 Increm. delay d2 0.0 0.5 1.1 0.7 0.2 46.5 0.1 0.0 0.0 0.0 PF factor 1.000 1.000 0.950 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 Control delay 14.1 19.2 1.1 16.2 16.9 78.0 22.8 14.6 14.3 14.2 Lane group LOS B B A B B E C B B B Apprch. delay 9.4 16.9 71.9 14.5 Approach LOS A B E B Intersec. delay 20.5 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k25B.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection Main/Babcock Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 (Lane group L T L T R L T R L TR Volume (v h) 48 800 108 746 49 46 35 80 283 201 38 % Heavy veh 0 0 0 0 0 0 -0 0 0 1 0 0 PH IF 0.92 0.92 6.92 16.92 0.92 0.92 0.92 10.92 0.92 10.92 0.92 Actuated P/A A A A I A A A A A A A A Startup lost time 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 1 0 0 0 0 (Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 (Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N (Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing. Excl. Left WB Only EW Perm 04 NS Perm 06 07 08 G = 8.0 G = 31.5 G = G = 27.0 G = G = I G = Timing Y= 4.5 Y= 4.5 Y= 4.5 IY= Y= 7 Y= Y= IY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca a ity, Control Del a , and LOS Determination EB WB NB SB Adj. flow rate 52 870 117 811 53 50 38 87 308 259 Lane group cap. 290 1263 432 1765 790 296 570 485 417 557 v/c ratio 0.18 0.69 10.27 0.46 0.07 0.17 0.07 0.18 0.74 0.46 Green ratio 0.38 0.35 0.57 0.49 0.49 0.30 0.30 0.30 0.30 0.30 Unif. delay d1 17.6 25.1 11.1 15.2 12.2 23.2 22.5 23.3 28.3 25.6 Delay factor k 0.11 0.26 0.11 0.11 0.11 0.11 0.11 0.11 0.30 0.11 lncrem. delay d2 0.3 1.6 0.3 0.2 0.0 0.3 0.0 0.2 6.8 0.6 IPF factor 1.000 0.944 1.000 0.783 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 17.9 25.2 11.5 12.1 12.2 23.5 22.5 23.5 35.2 26.2 Lane group LOS B C B I B B C C C D C Apprch. delay 24.8 12.0 23.3 31.1 Approach LOS C B C C Intersec. delay 21.3 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k266.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman ime Period AM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT I TH RT Num. of Lanes 1 1 1 1 1 0 1 2 0 1 2 0 Lane group L T R L TR L TR L TR Vo l u m e v h 57 353 487 39 281 56 255 436 65 172 410 38 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Actuated (P/A) A A A A A A A A A A A A Startu lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 r12. 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N0 N N 0 N Parking/hrBus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 33.0 G = G = G = G = 7.0 G = 14.0 G = 20.0 G = Timing Y = 6 IY= Y = Y= IY= 4 Y= 0 IY= 6 IY= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB, WB NB SB Adj. flow rate 76 471 1650 52 1450 340 669 230 598 Lane group cap. 212 697 825 196 679 585 1337 308 792 v/c ratio 0.36 0.68 0.79 0.27 0.66 0.58 0.50 0.75 0.76 Green ratio 0.37 0.37 0.51 0.37 0.37 0.50 0.38 0.30 0.22 Unif. delay dl 20.8 24.0 18.0 20.0 23.8 15.5 21.5 30.5 32.7 Delay factor k 0.11 0.25 0.33 0.11 0.24 0.17 0.11 10.30 0.31 Increm. delay d2 1.0 2.6 5.1 0.7 2.4 1.5 1 0.3 9.6 4.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 21.8 26.6 23.2 20.7 26.3 1 16.9 21.8 40.1 36.9 Lane group LOS C I C C C C B C D D Apprch. delay 24.4 25.7 20.1 37.8 Approach LOS C C C D Intersec. delay 26.5 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k27B.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information_ Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(Phase 1 of Project) Date Performed 312512003 Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 102 729 2 27 957 12 Peak-Hour Factor, PHF 0.86 1 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 118 847 2 31 1112 13 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 1 42 0 0 65 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 15 1 1 48 0 1 0 1 75 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration. LTR LTR Delay, Queue Lencith and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(vph) 118 31 64 75 C (m) (vph) 628 798 138 475 /c 0.19 0.04 0.46 0.16 95% queue length 0.69 0.12 2.11 0.56 Control Delay 12.1 9.7 51.9 14.0 LOS B A F B Approach Delay -- -- 51.9 14.0 Approach LOS -- -- F B file://D:\d_ temp\u2k291.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia& Jurisdiction City of Bozeman Associates Date Performed 312512003 Analysis Year 2005(noproject) ,Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Babcock St North/South Street: FowlerAve 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 0 202 57 34 88 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 0 1 262 74 44 1 114 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 1 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 5 0 57 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 (Hourly Flow Rate, HFR 6 1 0 74 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 (Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 0 0 0 0 Configuration LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(vph) 44 80 C. (m) (vph) 1235 721 v/c 0.04 0.11 95% queue length 0.11 0.37 Control Delay 8.0 10.6 LOS A B Approach Delay -- -- 10.6 .Approach LOS -- -- B file://D:\d_temp\u2k284Arnp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Agency/Co. Robert Peccia & jurisdiction MDTI Cit,y of Bozeman Associates Date Performed 410112003 Analysis Year 2005 Phase 1 of Project) ,Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Mall Driveway 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 38 1467 40 167 727 1 Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 47 1833 1 49 208 1 908 1 Percent Heavy Vehicles 0 -- -- 0 -- (Median Type Undivided IRT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 111 0 0 11 (Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 (Hourly Flow Rate, HFR 0 1 0 138 0 0 1 13 (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 1 0 0 1 Configuration R R Delay. Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R v(vph) 47 208 138 13 C (m) (vph) 757 323 268 559 v/c 0.06 0.64 0.51 0.02 95% queue length 0.20 4.20 2.73 0.07 Control Delay 10.1 34.3 31.9 11.6 ILOS B D D B Approach Delay -- - 31.9 11.6 Approach LOS -- -- D B file://C:\Documents%20and%20Settings\jeffk\Local%20Settings\Temp\u2kD.tmp 2/19/2004 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 urisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input Eg WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R I L R Volume v h 140 847 1120 196 1164 198 % Heavy veh 0 0 0 0 1 0 0 PHF 0.97 0.97 0.97 10.97 10.97 10.97 Actuated (P/A) A A A A A I A Startup lost time 2.0 12.0 2.0 2.0 2.0 12.0 Ext. eff. preen 2.0 12.0 2.0 2.0 2.0 1 2.0 Arrival type 3 3 3 3 1 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 1 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Onl 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing IY= 7 Y= Y= Y= IY= 5 Y= IY= 1Y= Duration of Analysis hrs = 0.25 Cycle Length C= 90.0 Lane Group Ca acit Control Delay, and LOS Determination EB WB NB SB Adj.flow rate 144 873 11155 202 169 1204 Lane group cap. 158 1845 1845 825 642 1574 v/c ratio 0.91 0.47 0.63 0.24 0.26 10.36 Green ratio 0.51 0.51 1 0.51 0.51 1 1 0.36 0.36 Unif. delay d1 20.1 14.2 15.8 12.3 20.6 21.4 Delay factor k 0.43 0.11 0.21 0.11 0.11 0.11 lncrem. delay d2 46.6 0.2 0.7 0.2 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 66.7 14.4 16.5 12.4 20.8 21.8 Lane group LOS E B B B C C Apprch. delay 21.8 15.9 21.3 Approach LOS C B C Intersec. delay 18.8 Intersection LOS B HCS2000TM Copyright 0 2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k29D.tmp 9/5/03 Short Report - Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 410112003 Jurisdiction MDT/City of Bozeman, MT Time Period PM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume (v h) 31 844 94 22 1177 158 180 22 108 53 24 5 % Ideavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 10.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 '0.90 0.90 0.90 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 1 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 1 3.0 3.0 3.0 IPed/Bike/RTOR Volume 0 0 0 0 0 1 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr IBus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left WB Only EW Perm 1 04 Excl. Left NS Perm 07 08 G = 5.0 G = 10.0 G = 37.0 G = G = 8.0 619.0 G = G = Timing IY= 0 Y= 0 Y= 5 1Y= IY= 3 Y= 3 Y= IY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 34 1042 24 1484 200 144 59 33 Lane group cap. 189 1462 395 1852 455 351 382 390 V/c ratio 0.18 0.71 0.06 0.80 0.44 0.41 10.15 0.08 Green ratio 0.47 0.41 1 0.58 10.52 10.33 0.21 0.33 0.21 Unif. delay d1 14.1 22.1 1 10.7 17.7 22.6 3a7 20.9 28.5 Delay factor k 0.11 0.28 1 0.11 0.35 0.11 0.11 0.11 0.11 Increm. delay d2 0.5 1.7 0.1 2.6 a7 0.8 0.2 1 0.1 PF factor 1.000 0.882 1.000 0.731 11.000 1.000 1.000 1.000 Control delay 14.6 21.1 10.7 15.5 23.2 31.4 21.1 28.6 Lane group LOS B C B B C C C C Apprch. delay 20.9 15.5 26.7 23.8 Approach LOS C B C C Intersec. delay 18.9 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k2B2.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume (v h) 32 746 536 22 894 71 571 84 29 251 107 46 % Heavyveh 0 0 0 0 0 0 0 0 0 0 0 0 PH IF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 .0.94 0.94 0.94 0.94 Actuated P/A A A A A A A A A A A A A Startuplost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 112.0 T33 Parking/Grade/Parking N 0 N N 0 N N 0 N N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 34.5 G = G = G = G = 8.0 G = 17.0 G = 20.0 G = Timing y = 6 Y= Y= Y= ly = 0 Y= 0 1 Y= 4.5 IY= Duration of Analysis (firs) = 0.25 C cle Length C = 90.0 Lane Group Ca a ity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 34 794 570 23 11027 607 120 267 114 49 Lane group cap. 98 1384 1615 176 1368 721 751 447 422 359 v/c ratio 0.35 0.57 0.35 0.13 0.75 0.84 0.16 0.60 0.27 0.14 Green ratio 0.38 10.38 1.00 0.38 0.38 0.50 0.41 0.31 0.22 0.22 Unif. delay d1 19.7 21.9 0.0 18.0 24.0 17.2 16.7 26.2 29.0 28.1 Delay factor k 0.11 0.17 0.11 0.11 0.31 0.38 0.11 0.19 0.11 0.11 Increm. delay d2 2.1 0.6 0.1 0.3 2.4 8.9 0.1 2.2 0.3 0.2 PF factor 1.000 1.000 0.950 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 21.9 22.5 0.1 18.4 26.4 26.1 16.8 28.4 29.3 28.2 Lane group LOS C I C A B C C B C C C Apprch. delay 13.4 26.2 24.6 28.6 Approach LOS B C C C Intersec. delay 21.2 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k2BD.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -At IN Intersection Main/Babcock Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2005(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT I TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 (Lane group L T L T R L T R L TR Volume (v h) 75 1113 192 1177 181 150 296 179 155 102 83 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 12.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 (Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Larking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 IT hasin Excl. Left WB Onl EW Perm 04 NS Perm 06 07 08 iming G = 3.0 G = 8.0 G = 40.6 G = G = 27.0 G = G = G = Y= 0 Y= 0 Y= 4.5 Y= Y= 7 Y= IY= IY= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 79 1177 203 1244 191 159 313 189 164 196 Lane group cap. 226 1624 310 1945 870 352 570 485 250 532 v/c ratio 0.35 0.72 0.65 0.64 0.22 10.45 0.55 0.39 0.66 0.37 Green ratio 0.48 10.45 10.57 0.54 0.54 0.30 0.30 10.30 0.30 0.30 Unif. delay d1 12.8 20.2 15.0 14.6 10.9 25.5 26.4 25.0 27.5 24.8 Delay factor k 0.11 0.29 0.23 0.22 0.11 0.11 0.15 0.11 0.23 0.11 Increm. delay d2 0.9 1.6 4.9 0.7 0.1 0.9 1.1 0.5 6.1 0.4 PF factor 1.000 0.836 1.000 0.702 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 13.7 18.5 19.9 11.0 11.0 26.4 27.5 25.5 33.6 25.2 Lane group LOS B B B B B C C C C C Apprch. delay 18.2 12.1 1 26.7 29.0 Approach LOS B B I C C lntersec. delay 18.1 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k2C8.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312512003 Jurisdiction MDT/City of Bozeman ime Period PM Peak Hour Analysis Year 2005(Phase 1 w/Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 1 1 1 1 0 1 2 0 1 2 0 Lane group L T R L TR L TR L TR Volume v h 57 396 422 1103 526 146 510 511 70 1149 514 39 % Heavy veh 0 0 0 1 0 0 0 0 0 0 0 0 0 P H F 0.97 0.97 0.97 10.97 0.97 10.97 0.97 10.97 0.97 0.97 0.97 10.97 Actuated P/A A A A I A A A A I A A A A A Startup lost time 2.0 2.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 Arrival type 3 1 3 3 1 3 3 3 1 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 1 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 77 Phasing EW Perm 02 03 04 1 Excl. Left NB Only NS Perm 08 G = 33.0 G = G = G = G = 7.0 G = 14.0 G = 20.0 G = Timing Y= 6 Y= Y= IY= IY= 4 Y= 0 IY= 6 IY= Duration of Analysis hrs = 0.25 Cycle Len th C = 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 59 408 1435 106 693 526 599 154 570 Lane group cap. 84 697 1148 246 674 585 1339 320 794 v/c ratio 0.70 0.59 0.38 0.43 1.03 0.90 0.45 0.48 0.72 Green ratio 0.37 0.37 0.71 0.37 0.37 0.50 0.38 10.30 0.22 Unif. delay d1 24.3 23.0 1 5.1 21.4 28.5 121.6 21.0 24.1 32.4 Delay factor k 0.27 0.18 0.11 0.11 0.50 0.42 0.11 0.11 0.28 Increm. delay d2 23.1 1.3 0.2 1.2 42.1 16.9 0.2 1.1 3.2 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 47.4 24.3 5.4 22.6 70.6 38.5 21.2 25.2 35.5 Lane group LOS D I C I A C E D C C I D Apprch. delay 16.7 64.2 29.3 33.4 Approach LOS B E C I C Intersec. delay 34.8 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k2DD.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -AL W Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(Phase 1 of Project) Date Performed 312512003 Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 137 1008 22 61 917 1 Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 150 1104 24 66 1004 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR U stream Signal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 10 3 52 1 1 141 Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 10 3 1 56 1 1 1 154 Percent Heavy Vehicles 0 0 1 0 0 0 0 Percent Grade (%) 0 0 (Flared Approach N N Storage 0 0 IRT Channelized 0 0 Panes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR V (vph) 150 66 69 156 C (m) (vph) 697 627 80 396 v/c 0.22 0.11 0.86 0.39 95% queue length 0.81 0.35 4.45 1.84 Control Delay 11.6 11.4 154.8 19.9 LOS B B F C Approach Delay -- -- 154.8 19.9 Approach LOS -- -- F C f;lP.-/fr)-\d temp\u2k2E2.tmt) 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia & Jurisdiction City of Bozeman Associates Analysis Year 2005(Phase 1 of Project Date Performed 3/25/2003 Anal sis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Babcock St North/South Street: FowlerAve 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 0 145 13 85 261 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 168 1 15 98 303 0 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided TT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 42 0 106 0 0 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 48 1 0 1 123 0 0 0 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 0 0 Configuration LR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 98 171 C (m) (vph) 1404 650 v/c 0.07 0.26 95% queue length 0.22 1.05 Control Delay 7.8 12.5 LOS A B Approach Delay -- -- 12.5 Approach LOS -- "" B file://D:\d temp\u2k2E5.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General-Information Site Information Analyst RPA -ALW Intersection [2005 abcock/Fowler Agency/Co. Robert Peccia& Jurisdiction City of Bozeman Associates Analysis Year Phase 1 of Project) Date Performed 312512003 [Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway EasMest Street: Babcock St North/South Street: FowlerAve Intersection Orientation: East-West IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Eastbound I Westbound (Movement 1 2 3 4 5 6 L T R L T R Volume 0 145 13 85 261 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 168 15 98 1 303 1 0 Percent Heavy Vehicles 0 -- -- 0 - -- Median Type Undivided IRT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 42 0 106 0 0 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 (Hourly Flow Rate, HFR 48 0 1 123 0 1 0 0 (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 LR Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(vph) 98 171 C (m) (vph) 1404 650 'V/c 0.07 0.26 95% queue length 0.22 1.05 Control Delay 7.8 12.5 LOS A B Approach Delay -- -- 12.5 Approach LOS -- -- B file://D:\d temp\u2k2EA.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2005(Phase 1 of Project) Date Performed 410112003 ,Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway EasUWest Street: Huffine Ln North/South Street: Mall Driveway Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Allovement 1 2 3 4 5 6 L T R L T R Volume 63 1112 55 265 1421 11 Peak-Hour Factor, PHF a85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 74 1308 64 311 1 1671 12 Percent Heavy Vehicles 0 -- -- 0 -- "- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 0 (Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 235 0 0 107 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 276 0 0 125 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 0 1 0 0 1 Configuration R R Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R v(vph) 74 311 276 125 C (m) (vph) 385 507 395 312 vlc 0.19 0.61 0.70 0.40 95% queue length 0.70 4.08 5.16 1.86 Control Delay 16.6 22.7 32.7 24.0 LOS C C D C Approach Delay -- -- 32.7 24.0 Approach LOS -- -- D C file://C:\Documents%20and%20Settings\jeffk\Local%20Settings\Temp\u2k16.tmp 2/19/2004 • � � T �� �f`•. - _ �� I .� «, :�. -�:, : , :. ,s y. 1- � � 1 •I I LEVELS OF SERVICE IN 2007 WITH PHASE 1 OF PROJECT • • t � , t t 1 1 1 1 1 1 1 i Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 312812003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing In ut EB WB NB SB LT TH RT LT TI-I I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R I L R Volume v h 147 11099 555 146 1149 206 % Heavv veh 0 0 0 0 1 0 0 P H F 0.90 0.90 0.90 10.90 10.90 10.90 Actuated P/A A A A I A I A I A Startup lost time 2.0 2.0 2.0 12.0 12.0 12.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 12.0 Arrival type 3 1 3 3 3 3 1 3 Unit Extension 3.0 3.0 3.0 3:0 3.0 3.0 Ped/Bike/RTOR Volume 1 0 0 0 1 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 1 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ph,asing EW Perm 02 03 04 SIB Only 06 07 08 G = 46.0 G = G = G = G = 32.0 G = G = I G = Timing Y= 7 Y= Y= y IY= 5 Y= Y = I Y= Duration of Analysis hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control Delav, and LOS Determination EB WB NB SIB Adj. flow rate 163 1221 1617 162 166 1229 Lane group cap. 382 1845 11845 825 642 574 v/c ratio 0.43 0.66 10.33 0.20 10.26 10.40 Green ratio 0.51 0.51 0.51 0.51 10.36 10.36 Unif. delay d1 13.8 16.3 113.0 12.0 120.6 21.8 Delay factor k 0.11 0.24 10.11 0.11 10.11 0.11 Increm. delay d2 0.8 0.9 1 0.1 0.1 10.2 0.5 PF factor 1.000 1.000 11.000 1.000 11.000 1.000 Control delay 14.5 171 113.1 112.1 20.8 22.2 Lane group LOS B B B B C C Apprch. delay 16.8 12.9 1 21.6 Approach LOS B B C Intersec. delay 16.4 Intersection LOS B HCS2000T'M Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k310.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 410112003 urisdiction MDT/City of Bozeman, MT Time Period AM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR 'Volume (v h) 13 1261 9 30 642 52 36 12 30 174 16 6 Heav r_veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.90 0.90 0.90 0.90 0.90 0.90 0.90 10.90 0.90 0.90 0.90 0.90 Actuated (P/A) A A A A A A A A A A _ A A Startup lost time 2.0 2.0 1 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N (Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G = 4.0 G = 41.0 u = G = U = 10.0 G = 20.0 G = G = Timing Y= 4 IY= 5 Y= Y= JY= 3 Y= 3 IY= IY= Duration of Anal sis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acitY, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 14 1411 33 771 40 46 193 25 (Lane group cap. 335 1643 165 1626 514 377 508 404 v/c ratio 0.04 0.86 0.20 0.47 0.08 0.12 0.38 0.06 Green ratio 0.54 0.46 1 0.54 0.46 0.37 0.22 0.37 0.22 Unif. delay d1 10.1 21.9 15.7 17.0 18.5 28.0 20.3 27.6 Delay factor k 0.11 0.39 0.11 0.11 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 4.8 0.6 0.2 1 0.1 0.1 1 0.5 0.1 IPF factor 1.000 0.829 1 1.000 0.829 1.000 1.000 1.000 1.000 Control delay 10.2 23.0 16.3 14.3 18.6 28.1 20.7 277 Lane group LOS B C B B B C C C Apprch. delay 22.9 14.4 23.7 21.5 Approach LOS C B C C IIntersec. delay 20.1 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k32D.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 410112003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume (v h 9 790 933 37 511 16 369 28 19 32 10 1 % Heavyveh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.82 10.82 0.82 10.82 0.82 10.82 0.82 10.82 0.82 10.82 0.82 10.82 Actuated P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 12.0 112.0 112.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N I N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasin EW Perm 02 03 04 SB On NS Perm 07 08 G = 40.0 1 G = G = G = G = 8.0 G = 27.0 G = G = Timing Y = 6 Y = Y = IY- Y= 4.5 Y= 4.5 Y = Y = Duration of Anal sis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 11 963 11138 45 643 450 57 39 12 1 Lane group cap. 296 1604 1615 166 11597 427 536 570 834 709 v/c ratio 0.04 0.60 0.70 0.27 10.40 1.05 0.11 0.07 0.01 0.00 Green ratio 0.44 0.44 1.00 0.44 0.44 0.30 10.30 0.44 0.44 0.44 Unif. delay d1 14.1 18.9 1 0.0 15.8 16.9 31.5 22.8 14.6 114.3 14.2 Delay factor k 0.11 0.19 0.27 0.11 0.11 0.50 0.11 0.11 0.11 0.11 Increm. delay d2 0.1 0.6 1.4 0.9 0.2 58.4 0.1 0.1 0.0 0.0 PF factor 1.000 1.000 0.950 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.2 119.6 1 1.4 16.7 17.1 89.9 22.9 14.6 14.3 14.2 Lane group LOS B I B A B B I C B B B Apprch. delay 9.8 17.1 82.4 14.6 Approach LOS A B F B Intersec. delay771 22.3 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file-H Ad temn\s2k338.tmn 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Main%Babcock Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312812003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT TH RT LT I TH RT LT TH I RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T L T R L T R L TR Volume v h 48 837 1114 779 51 49 37 85 299 212 40 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 IPHF 0.92 0.92 0.92 0.92 0.92 10.92 0.92 0.92 0.92 0.92 0.92 Actuated P./A A A I A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Arrival type 3 1 4 3 4 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N I N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 +301 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 '0 3.0 3.0 3.0 3.0 3.0 Phasing I Excl. Left WB Ong EW Perm 04 NS Perm 06 07 08 G = 3.0 G = 8.0 G = 31.5 G = G = 27.0 G = G = G = Timing Y= 4.5 Y= 4.5 Y= 4.5 IY= IY= 7 Y= Y= IY= Duration of Analysis (hrs) = 0.25 C cle Length C= 90.0 Lane Group Ca a ity, Control Del a . and LOS Determination EB WB NB SB Adj.flow rate 52 910 124 847 55 53 40 92 325 273 Lane group cap. 282 1263 418 1765 790 284 570 485 417 557 v/c ratio 0.18 0.72 10.30 0.48 0.07 10.19 0.07 0.19 0.78 0.49 Green ratio 0.38 0.35 0.57 10.49 0.49 0.30 0.30 0.30 0.30 10.30 Unif. delay d1 17.6 25.4 11.6 15.4 12.2 23.4 22.5 23.4 28.8 25.9 Delay factor k 0.11 0.28 0.11 0.11 0.11 0.11 0.11 0.11 0.33 0.11 Increm. delay d2 0.3 2.0 1 0.4 0.2 0.0 0.3 0.1 0.2 9.2 0.7 PF factor 1.000 0.944 1.000 0.783 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 17.9 26.0 12.0 12.2 12.2 23.7 22.6 23.6 37.9 26.5 (Lane group LOS B C B B B C C C D C Apprch. delay 25.6 12.2 23.4 32.7 ,Approach LOS C B C C Ilntersec. delay 22.0 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temp\s2k34D.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection College/19th Ave Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312812003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT I TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Lane group L T R L T R L TR L TR Volume v h 60 368 511 42 293 59 267 460 68 182 433 40 % Heavy veh 0 0 0 0 0 0 1 0 0 0 0 0 0 P H F 0.75 0.75 0.75 0.75 0.75 0.75 0.75 a 75 0.75 0.75 0.75 0.75 Actuated P/A A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.6 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 112.0 12.0 112.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 1 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 30.0 IG = G = G = G = 5.0 G = 9.0 G = 30.0 G = Timing Y= 6 1 Y = Y= I Y = IY= 4 Y= 0 IY= 6 IY= Duration of Analysis hrs = 0.25 C cle Len th C= 90.0 Lane Group Ca a itV, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 80 491 682 56 1391 79 356 705 243 631 Lane group cap. 217 633 736 138 1633 538 504 1534 343 1188 v/c ratio 0.37 0.78 0.93 0.41 0.62 a 15 0.71 0.46 0.71 0.53 Green ratio 0.33 10.33 0.46 0.33 0.33 0.33 0.53 0.43 0.39 0.33 Unif. delay d1 22.8 127.0 23.1 23.1 25.2 21.0 14.1 18.0 24.6 24.3 Delay factor k 0.11 0.33 0.44 0.11 0.20 0.11 0.27 0.11 10.27 0.13 Increm. delay d2 1.1 6.0 17.8 1.9 1.8 0.1 1 4.5 0.2 6.6 0.5 PF factor 1.000 11.000 1.000 1.000 1.000 1.000 11.000 1.000 1.000 1.000 Control delay 23.9 33.0 40.9 25.1 27.0 21.2 18.6 18.3 31.2 24.8 Lane group LOS C I C D C I C C B B C I C Apprch. delay 36.7 25.9 18.4 26.6 Approach LOS D C B C Intersec. delay 27.6 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temv\s2k36C.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& urisdiction MDT/City of Bozeman Associates Analysis Year 2007(Phase 1 of Project) Date Performed 312812003 Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave 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 104 768 2 29 1007 12 (Peak-Hour Factor, PHF 0.86 1 0.86 0.86 0.86 0.86 0.86 hiourly Flow Rate, HFR 120 893 2 33 1170 13 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Si nal 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 13 1 45 0 0 66 (Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 15 1 1 52 0 1 0 76 (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 1 0 0 1 0 Configuration LTR LTR Delay. Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(vph) 120 33 68 76 C (m) (vph) 597 767 125 454 V/c 0.20 0.04 0.54 0.17 95%queue length 0.75 0.13 2.62 0.60 Control Delay 12.5 9.9 63.8 14.5 ILOS B A F B Approach Delay -- -- 63.8 14.5 Approach LOS -- -- F B file://D:\d_temp\u2k37D.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia& Jurisdiction City of Bozeman Associates Analysis Year 12007 Phase 1 of Pro ect Date Performed 312812003 Anal sis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Babcock St North/South Street: Fowler Ave 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 0 210 60 46 92 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 0 272 77 59 119 0 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 0 i 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 6 0 65 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 7 0 84 0 0 0 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 LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v(vph) 59 91 C (m) (vph) 1221 706 /c 0.05 0.13 95% queue length 0.15 0.44 Control Delay 8.1 10.9 ILOS A B Approach Delay -- -- 10.9 Approach LOS -- -- B file-//il:\d temp\u2k380.tmi) 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Robert Peccia& Agency/Co. Associates Jurisdiction MDT/Cit of Bozeman Date Performed 410112003 Analysis Year 2007(Phase 1 of Project) [Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Mall Driveway Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street I Eastbound Westbound Movement 1 1 1 2 3 4 5 6 L T R L T R 'Volume 40 1537 40 167 763 1 (Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 49 1921 49 208 953 1 Percent Heavy Vehicles 0 - -- 0 -- - Median Type Undivided FIT Channelized 0 0 (Lanes 1 2 0 1 2 0 Configuration I L T TR L T TR Upstream Si nal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 111 0 0 11 (Peak-Hour Factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 Hourly Flow Rate, HFR 0 1 0 1 138 0 1 0 13 Percent Heavy Vehicles 0 0 1 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 FIT Channelized 0 0 ILanes 0 0 1 0 0 1 Configuration R R Delay. Queue Len th, and Level of Service Approach EB WB Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R v (vph) 49 208 138 13 C (m) (vph) 729 299 251 540 v/c 0.07 0.70 0.55 0.02 95% queue length 0.22 4.82 3.02 0.07 Control Delay 10.3 40.5 35.6 11.8 ILOS B E E B Approach Delay -- -- 35.6 11.8 ,Approach LOS -- -- E B file://C:\Documents%20and%20Settings\jeffk\Local%20Settings\Temp\u2k7.tmp 2/19/2004 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312812003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T I T R L R Volume (v h) 148 885 1171 207 173 1210 % Heavy veh 0 0 0 0 0 1 0 P H F 0.97 10.97 0.97 0.97 0.97 10.97 Actuated P/A) A I A A I A A I A Startup lost time 2.0 2.0 2.0 12.0 12.0 12.0 Ext. eff. green 2.0 2.0 2.0 12.0 12.0 12.0 Arrival type 3 3 3 1 3 1 3 1 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 1 0 0 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 13.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only 06 07 G = 46.0 G = G = G = G = 32.0 G = G = E08 iming Y= 7 Y = Y= Y= Y = 5 Y= Y= Duration of Analysis (hrs) 0.25 Cycle Length C = 90.0 Lane Group Ca acit Control DeIaV, and LOS Determination EB WB NB SB Adj. flow rate 153 912 11207 213 178 1216 Lane group cap. 143 1845 1845 825 642 1574 v/c ratio 1.07 0.49 0.65 0.26 0.28 0.38 Green ratio 0.51 0.51 0.51 0.51 0.36 0.36 Unif. delay d1 22.0 14.4 16.2 12.4 20.7 21.6 Delay factor k 0.50 0.11 0.23 0.11 1 0.11 0.11 Increm. delay d2 95.2 0.2 0.8 0.2 0.2 10.4 PF factor 1.000 1.000 1.000 1.000 1.000 11.000 Control delay 117.2 14.6 17.0 12.6 21.0 22.0 Lane group LOS F B I B B C C Apprch. delay 29.3 16.3 21.5 Approach LOS C B C Intersec. delay 21.9 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k394.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection Hul(ine/Fowler Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 312812003 Jurisdiction MDT/City of Bozeman, MT Time Period PM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR 'Volume (v h) 32 886 94 135 1242 167 60 22 108 56 24 6 % Heavy_veh 0 0 0 0 0 0 0 0 0 0 0 0 IPHF 0.86 0.86 0.86 0.86 0.86 10.86 0.86 10,86 0.86 0.86 0.86 0.86 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 4 3 4 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 1 3.0 1 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 112.0 12.0 (Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G = 4.0 G = 48.0 G = u = G = 4.0 G = 20.0 G = G = Timing Y= 3 IY= 5 Y= Y= IY= 3 Y= 3 Y= Y= (Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SB Adj. flow rate 37 1139 157 11638 70 152 65 35 (Lane group cap. 164 1898 266 1891 390 370 311 410 v/c ratio 0.23 0.60 0.59 0.87 0.18 0.41 10.21 0.09 Green ratio 0.61 0.53 1 0.61 0.53 10.30 0.22 10.30 0.22 Unif. delay d1 14.1 14.4 9.5 18.2 23.0 30.0 123.1 27.7 Delay factor k 0.11 0.19 0.18 0.40 10.11 0.11 0.11 0.11 Increm. delay d2 0.7 0.5 3.5 1 4.5 0.2 0.7 0.3 0.1 PF factor 1.000 0.712 1.000 10.712 1.000 1.000 1.000 1.000 Control delay 14.8 10.8 1 12.9 17.5 23.2 30.7 23.5 27.8 Lane group LOS B I B B B C C C C Apprch. delay 10.9 17.1 28.3 25.0 Approach LOS B B C C Intersec. delay 15.9 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file://D:\TEMP\s2k1C9.tmp 2/17/04 Short Report Page 1 of 1 SHORT REPORT General Information Site Information s, Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 410112003 urisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume v h) 33 762 556 23 932 75 591 89 30 279 113 49 Heavy veh 0 1 0 0 0 0 0 0 0 0 0 0 0 PH F 0.94 10.94 0.94 0.94 0.94 10.94 0.94 0.94 0.94 0.94 0.94 0.94 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 1 3 3 3 3 Unit Extension 3.0 3.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 1 0 0 0 1 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 12.0 112.0 112.0 12.0 112.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 13.0 3.0 3.0 1 3.0 3.0 Phasinq EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 34.5 G = G = G = G = 8.0 G = 17.0 G = 20.0 1 G = Timing Y = 6 Y= Y = I Y IY= 0 Y= 0 Y= 4.5 1 Y = Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca a ity, Control Dela and LOS Determination EB WB NB SIB Adj. flow rate 35 811 1591 24 11071 629 127 297 120 52 Lane group cap. 85 1384 1615 169 11368 716 752 445 422 359 v/c ratio 0.41 0.59 0.37 0.14 0.78 0.88 0.17 0.67 0.28 0.14 Green ratio 0.38 0.38 1.00 0.38 0.38 0.50 0.41 0.31 0.22 0.22 Unif. delay d1 20.3 22.1 1 0.0 18.1 24.5 17.5 16.8 27.2 29.1 28.1 Delay factor k 0.11 0.18 0.11 0.11 10.33 0.41 0.11 0.24 0.11 0.11 Increm. delay d2 3.2 0.6 0.1 0.4 3.0 12.1 0.1 3.8 0.4 1 0.2 PF factor 1.000 1.000 0.950 1.000 1.000 1.000 1.000 11.000 1.000 1.000 Control delay 23.5 22.7 0.1 18.5 27.5 1 29.6 16.9 31.0 29.4 28.3 Lane group LOS C C A B C C I B C C C Apprch. delay 13.5 27.3 27.5 30.3 Approach LOS I B C C C Intersec. delay 22.4 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://DAd_temp\s2k3AA.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information .site Information Analyst RPA -ALIN Intersection Main/Babcock Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312812003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Phase 1 of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT I TH RT LT TH I RT LT I TH RT INum. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 i'_ane group L T L T R L T R L TR Volume (v h) 78 1164 203 1229 191 158 312 189 164 108 85 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0. 55 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A A A A A A �Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 1 4 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 1 3.0 3.0 1 3.0 3.0 3.0 3.0 3.0 IPed/Bike/RTOR Volume 0 1 0 0 0 0 0 0 Lane Width 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr IBus stops/hr 0 0 0 0 0 0 0 0 0 0 [Unit Extension 3.0 3.0 1 13.0 3.0 3.0 IPhasin Excl. Left WB Only EW Perm 04 1 NS Perm 06 07 08 G = 3.0 G = 8.0 G = 40.5 u = G = 27.0 G = G = G = Timing 1Y= 0 Y= 0 Y= 4.5 Y= Y= 7 Y= Y= Y= Duration of Analysis (hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj. flow rate 82 1230 215 1299 202 167 330 200 173 204 (Lane group cap. 210 1624 306 1945 870 345 570 485 235 532 v/c ratio 0.39 0.76 10.70 0.67 0.23 10.48 0.58 0.41 0.74 0.38 Green ratio 0.48 0.45 0.57 0.54 0.54 0.30 0.30 0.30 0.30 0.30 Unif. delay d1 12.9 20.7 17.9 14.9 10.9 25.8 26.7 25.2 28.3 24.9 Delay factor k 0.11 0.31 0.27 0.24 0.11 0.11 0.17 0.11 0.29 0.11 Increm. delay d2 1.2 2.1 1 7.1 0.9 0.1 1.1 1.5 0.6 11.5 0.5 PF factor 1.000 10.836 1.000 0.702 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.1 19.4 25.0 11.4 11.1 26.9 28.2 25.7 39.8 25.4 Lane group LOS B B C I B B C I C C D C Apprch. delay 19.1 13.0 1 27.2 32.0 Approach LOS B B I C C Intersec. delay 19.1 Intersection LOS B HCS2006TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d temp\s2k3C9.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection College/19th Ave Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 312812003 Puriscliction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Phase 1 w/Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Lane group L T R L T R L TR L TR Volume (v h) 61 411 443 109 548 154 534 1539 74 158 543 41 % Heavy veh 0 0 0 0 0 0 0 1 0 0 0 0 0 PHF 0.97 0.97 0.97 0.97 0.97 10.97 0.97 10.97 0.97 0.97 0.97 0.97 Actuated (P/A) A A A A A A A I A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 12.0 2.0 IExt. eff. gpeen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 12.0 2.0 ,Arrival type 3 3 3 3 3 3 3 3 1 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 1 0 0 Lane Width 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N I N 0 N Parking/hr (Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 13.0 1 3.0 1 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 30.0 G = G = G = G = 5.0 G = 18.0 G = 21.0 G = Timing IY= 6 Y= Y= Y= JY= 4 Y= 0 IY= 6 JY= Duration of Analysis hrs = 0.25 C cle Len th C = 90.0 Lane Group Ca acit , Control Dela and LOS Determination EB WB NB SB Adj. flow rate 63 424 457 112 565 159 551 632 163 602 (Lane group cap. 84 633 1130 190 633 538 626 1536 283 833 v/c ratio 0.75 0.67 0.40 0.59 0.89 0.30 0.88 0.41 10.58 0.72 Green ratio 0.33 0.33 10.70 0.33 10.33 0.33 0.53 0.43 10.29 0.23 Unif. delay d1 26.7 25.7 5.6 24.9 28.5 22.2 121.0 17.6 27.9 31.8 Delay factor k 0.31 0.24 0.11 0.18- 0.42 0.11 0.41 0.11 0.17 0.28 Increm. delay d2 30.8 2.7 0.2 4.8 15.0 0.3 13.7 0.2 2.9 3.1 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 57.5 28.5 5.9 29.7 43.5 22.5 34.7 17.8 30.7 34.9 (Lane group LOS E C A C I D C C B C C Apprch. delay 19.5 37.6 25.7 34.0 Approach LOS B D C I C IIntersec. delay 28.5 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k3D4.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007(Phase 1 of Project) Date Performed 312812003 Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound (Movement 1 2 3 4 5 6 'Volume 139 1060 23 65 965 1 (Peak-Hour Factor, PHF 0.91 0.91 0.91 1 0.91 0.91 0.91 Hourly Flow Rate, HFR 152 1161 25 71 1056 1 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided FIT Channelized 0 0 (Lanes 1 2 0 1 2 0 Configuration L T TR L T TR iU stream Signal 1 0 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 10 3 55 1 1 144 (Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 10 1 3 60 1 1 11 157 Percent Heavy Vehicles 0 1 0 0 0 0 L 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Len tl and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v(vph) 152 71 73 159 C (m) (vph) 667 596 70 362 V/c 0.23 0.12 1.04 0.44 95% queue length 0.87 0.40 5.42 2.17 Control Delay 12.0 11.9 221.7 22.5 LOS B B F C Approach Delay -- -- 221.7 22.5 Approach LOS -- -- F C file://D:\d_temp\u2k3DD.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia & Jurisdiction Cityof Bozeman Associates Analysis Year 2007 Phase 1 of Project) Date Performed 312812003 Anal sis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Babcock St North/South Street: FowlerAve 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 0 150 13 89 272 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 0 174 15 103 1 316 1 0 Percent Heavy Vehicles 0 -- -- 0 L "- "- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 45 0 111 0 0 0 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 52 0 129 0 0 0 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 0 0 Configuration LR Delay, (queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 103 181 C (m) (vph) 1397 630 v/c 0.07 0.29 95% queue length 0.24 1.18 Control Delay 7.8 13.0 LOS A B Approach Delay -- -- 13.0 Approach LOS -- -- B file://D:\d temp\u2k3E0.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007(Phase 1 of Project) Date Performed 410112003 ,Analysis Time Period PM Peak Hour Project Description Yellowstone Crossing East/West Street: Huffine Ln North/South Street: Mall Driveway 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 67 1161 55 265 1491 11 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 78 1365 64 311 1754 12 Percent Heavy Vehicles 0 0 -- -- (Median Type Undivided IRT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 j 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 235 0 0 113 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1 0 276 0 0 132 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 1 0 0 1 Configuration R R IDela , Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R R V(vph) 78 311 276 132 C (m) (vph) 358 482 378 293 V/c 0.22 0.65 0.73 0.45 95%queue length 0.82 4.51 5.63 2.22 Control Delay 17.8 25.1 36.4 27.0 LOS C D E D ,Approach Delay -- -- 36.4 27.0 Approach LOS -- -- E D file://C:\Documents%20and%20Settings\jeffk\Local%20Settings\Temp\u2k10.tmp 2/19/2004 LEVELS OF SERVICE IN 2007 WITH PROJECT COMPLETED • • � t i Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 313112003 urisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R I L R Volume v h 147 11152 580 146 1149 206 % Heavy veh 0 0 0 0 0 0 PFIF 0.90 0.90 0.90 10.90 0.90 0.90 Actuated (P/A) A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. qreen 2.0 12.0 1 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 1 0 0 0 0 0 Lane Width 12.0 112.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Phasinq EW Perm 02 03 04 nly 06 07 1 08 G = 46.0 G = G = G = G = 32.0 G = G = G = Timing Y= 7 Y = Y= IY= JY = 5 Y= Y = Y= Duration of Analysis (hrs) 0.25 C cle Len nth C = 90.0 Lane Group Ca acit Control DeIaV, and LOS Determination EB WB NB SB Adj. flow rate 163 1280 1644 162 166 1229 Lane group cap. 368 1845 1845 825 642 1574 v/c ratio 0.44 0.69 0.35 0.20 0.26 10.40 Green ratio 0.51 a51 0.51 0.51 0.36 10.36 Unif. delay di 13.9 16.7 113.1 12.0 20.6 121.8 Delay factor k 0.11 0.26 10.11 0.11 10.11 0.11 Increm. delay d2 0.9 1.1 0.1 0.1 0.2 0.5 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.8 17.8 13.2 12.1 20.8 22.2 Lane group LOS B B B B C C Apprch. delay 17.5 13.0 21.6 Approach LOS B B C Intersec. delay 16.7 Intersection LOS B HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k3F7.tmp 9/5/03 Short Report _ Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman, MT Time Period AM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT I RT LT TH RT LT TH RT INum. of Lanes 1 2 0 1 0 i 1 0 1 1 0 (Lane group L TR L L TR L TR Volume (vph) 13 1287 36 111 52 61 20 51 174 34 6 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 P H F 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N (Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 G = 4.0 G = 41.0 G = G = G = 10.0 (1, _ 9n0 G = G = Timing Y= 4 IY= 5 Y= Y= IY= 3 Y= 3 Y= Y= (Duration of Analysis (hrs) = 0.25 C cle Len th C = 90.0 Lane Group Ca acit , Control Dela , and LOS Determination EB WB NB SB Adj. flow rate 14 1470 123 1760 68 79 193 45 (Lane group cap. 340 1638 165 1626 508 376 496 412 v/c ratio 0.04 0.90 0.75 0.47 0.13 0.21 0.39 0.11 Green ratio 0.54 0.46 0.54 0.46 0.37 0.22 0.37 0.22 Unif, delay di 10.1 22.6 18.3 16.9 18.8 28.6 20.3 27.9 Delay factor k 0.11 0.42 0.30 0.11 0.11 0.11 0.11 0.11 lncrem. delay d2 0.1 7.0 16.8 0.2 0.1 a3 0.5 1 0.1 IPF factor 1.000 0.829 1.000 10.829 1.000 1.000 99E Control delay 10.2 25.7 35.1 14.3 18.9 28.8 Lane group LOS B C D B B C Apprch. delay 25.6 17.2 24.3 22.2 Approach LOS C B C C lntersec. delay 22.5 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file://D:\TEMP\s2k123.tmp 2/17/04 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 410112003 Jurisdiction MDT/City of Bozeman IT ime Period AM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T I R L TR L TR L T R Volume v h 9 865 947 116 592 16 422 28 19 32 10 1 % Heavy veh 0 0 0 0 1 0 0 0 1 0 0 0 0 0 PH IF a82 0.82 0.82 a82 lo.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Actuated (P/A) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N (Parking/hr 13us stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 SB Only NS Perm 07 08 G = 40.0 G = G = G = G = 8.0 G = 27.0 G = G = Timing IY= 6 1Y= Y= IY= I Y= 4.5 Y= 4.5 IY= IY= Duration of Analysis (hrs) = 0.25 Cvcle Length C = 90.0 Lane Group Ca acit , Control Dela and LOS Determination EB WB NB SB Adj. flow rate 11 1055 1155 141 1742 515 57 39 1 12 1 Lane group cap. 251 1604 1615 136 1598 427 536 570 834 709 v/c ratio 0.04 a66 0.72 1.04 0.46 1.21 0.11 0.07 0.01 0.00 Green ratio 0.44 10.44 1.00 a44 0.44 0.30 0.30 0.44 0.44 0.44 Unif. delay d1 14.2 19.6 0.0 25.0 17.5 31.5 22.8 14.6 114.3 14.2 Delay factor k 0.11 0.23 a28 0.50 10.11 0.50 0.11 0.11 0.11 0.11 lncrem. delay d2 0.1 1.0 1.5 87.3 0.2 113.0 0.1 0.1 0.0 0.0 IPF factor 1.000 1.000 0.950 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 14.2 20.6 1.5 112.3 17.7 144.5 22.9 14.6 14.3 14.2 Lane group LOS B I C A F B F I C B B B ,Apprch. delay 10.7 32.8 132.4 14.6 Approach LOS B C I F B Intersec. delay 34.6 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://DAd_temp\s2k40D.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection Main/Babcock Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SIB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T L T R I L T R L TR Volume v h 48 912 114 936 51 [49 37 85 R2.O 212 40 % Heavyveh 0 0 0 0 0 0 0 0 0 0 PH IF 0.92 0.92 0.92 0.92 0.92 6.92 0.92 6.92 0.92 0.92 Actuated P/A A A A A A A A A A A Startuplost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 Arrival type 3 4 3 4 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 112.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 13.0 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left I WB Only EW Perm 04 NS Perm 06 07 08 G = 3.0 G = 8.0 G = 31.5 G = G = 27.0 G = U = u = Timing Y = 4.5 Y= 4.5 Y= 4.5 IY= IY= 7 Y = Y = 1Y= Duration of Analysis hrs = 0.25 Cycle Len th C= 90.0 Lane Group Capacity, Control Delay, and LOS Determination EB WB NB SIB Adj.flow rate 52 991 124 1017 55 53 40 92 325 273 Lane group cap. 247 1263 395 1765 790 284 570 485 417 557 v/c ratio 0.21 0.78 10.31 0.58 0.07 laig 0.07 0.19 0.78 0.49 Green ratio a38 0.35 1 a57 0.49 a49 0.30 0.30 0.30 a30 0.30 Unif. delay d1 17.6 26.2 12.5 16.4 12.2 23.4 22.5 23.4 28.8 25.9 Delay factor k 0.11 a33 jail 0.17 0.11 0.11 0.11 0.11 0.33 0.11 Increm. delay d2 0.4 3.3 0.5 a5 0.0 0.3 0.1 0.2 9.2 0.7 PF factor 1.000 0.944 11.000 0.783 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 18.0 28.1 12.9 13.3 12.2 23.7 22.6 123.6 37.9 26.5 Lane group LOS B I C B B B C C C D C Apprch. delay 27.6 13.2 23.4 32.7 Approach LOS C B C I C Intersec. delay 22.6 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file,-//D-\d temp\s2k418.tmD 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection College/19th Ave Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman Time Period AM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0 1 2 0 Lane group L T R L TR R L TR L TR Volume (v h) 60 393 511 42 346 59 267 1460 68 182 433 40 % Heavyveh 0 0 0 0 0 0 0 0 0 0 0 0 P H F 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 Actuated P/A A A A A A A A A A A A A Startuplost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. reen 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 35.0 G = G = G = G = 5.0 G = 6.0 G = 28.0 G = Timing Y= 6 Y = Y= Y = IY = 4 Y= 0 Y = 6 Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control Dela and LOS Determination EB WB NB SIB Adj. flow rate 80 525 682 56 1462 79 356 705 243 631 Lane group cap. 231 739 825 182 739 628 423 1337 327 1109 v/c ratio 0.35 0.71 0.83 0.31 0.63 0.13 0.84 0.53 10.74 0.57 Green ratio 0.39 0.39 0.51 0.39 0.39 0.39 0.48 0.38 0.37 0.31 Unif. delay d1 19.4 23.2 18.6 19.1 22.2 17.7 1 17.3 21.8 26.5 25.9 Delay factor k 0.11 0.27 0.36 0.11 0.21 0.11 0.38 0.13 0.30 0.16 Increm. delay d2 0.9 3.2 7.0 1.0 1.7 0.1 14.2 0.4 8.9 0.7 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 11.000 1.000 11.000 1.000 Control delay 20.3 126.4 25.6 20.1 123.9 17.8 31.5 22.1 35.3 26.6 Lane group LOS C I C C C I C B C C D C Apprch. delay 25.6 22.7 25.3 29.1 Approach LOS I C C C Intersec. delay 25.9 1 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k460.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -AL IN Intersection 19th Ave/Garfield Agency/Co. Robert Peccia & Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007(Build Out of Project) Date Performed 313112003 Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave Intersection Orientation: North-South IStudy Period hrs : 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 T R L T R Volume 173 768 2 29 1007 12 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 201 893 1 2 33 1170 13 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided TT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 13 1 45 0 0 100 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 15 1 1 52 0 0 116 Percent Heavy Vehicles 0 1 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Lencqlth, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR LTR v (vph) 201 33 68 116 C (m) (vph) 597 767 79 454 v/c 0.34 0.04 0.86 0.26 95% queue length 1.48 0.13 4.41 1.01 Control Delay 14.1 9.9 155.7 15.6 LOS B A F C Approach Delay -- -- 155.7 15.6 Approach L IS -- -- F C f;IP•1/n•\d tPmn\u2k46B.tmn 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia & Jurisdiction Cityof Bozeman E] Associates Analysis Year 2007 Build Out of Project) Date Performed 313112003 [Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Babcock St North/South Street: Fowler Ave 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 0 210 60 56 92 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 0 272 77 72 119 0 Percent Heavy Vehicles 0 -- -- 0 -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration TR LT Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 6 0 72 0 0 0 Peak-Hour Factor, PHF 0.77 0.77 0.77 0.77 0.77 0.77 Hourly Flow Rate, HFR 7 0 93 0 0 0 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 0 1 0 Configuration LR Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (vph) 72 100 C (m) (vph) 1221 705 v/c 0.06 0.14 95% queue length 0.19 0.49 Control Delay 8.1 10.9 LOS A B Approach Delay -- -- 10.9 Approach LOS -- -- B file://D:\d tem1)\u2k46E.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information 'Site Information Analyst RPA -ALW Intersection Hutfine/Mall Driveway Robert Peccia& Agency/Co. Associates Jurisdiction MDT/Cit of Bozeman Date Performed Associates Analysis Year 2007(Build Out of Project) [Analysis Time Period AM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Mall Driveway Intersection Orientation: East-West IStudy Period (hrs): 0.25 'Vehicle Volumes and Adjustments (Major Street Eastbound Westbound (Movement 1 2 L 3 1 4 5 6 L T R L T R Volume 40 1551 56 220 844 1 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 47 1824 65 258 992 1 Percent Heavy Vehicles 0 -- -- 0 -- -- IMedian Type Undivided IRT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR 2 stream Signal 0 0 Minor Street Northbound Southbound (Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 0 169 0 0 11 (Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1 0 1 198 0 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration I i TR LTR Delay, Queue Len ti and Level of Service Approach EB WB Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration L L TR LTR v(vph) 47 258 198 12 C (m) (vph) 704 321 267 525 v/c 0.07 0.80 0.74 0.02 95%queue length 0.21 6.66 5.32 0.07 Control Delay 10.5 49.6 49.1 12.0 LOS B E E B Approach Delay -- -- 49.1 12.0 Approach LOS -- -- E B file://C:\Documents%20and%20Settings\jeffk\Local%20Settings\Temp\u2kA.tmp 2/19/2004 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection College/Site Driveway Robert Peccia& Jurisdiction MDT/Cityof Bozeman Agency/Co. Associates Analysis Year 2007 Build Out of Project) Date Performed Associates Analysis Time Period AM Peak Hour --- Project Description The Bozeman Gateway East/West Street: College St North/South Street: Site Driveway 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 0 983 86 0 468 0 Peak-Hour Factor, PHF 0.85 1 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1 1156 101 0 550 0 Percent Heavy Vehicles 0 -- -- 0 -- - Median Type Undivided RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR T iU stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 21 0 0 0 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1 0 1 24 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 IRT Channelized 0 0 (Lanes 0 0 1 0 0 0 Configuration R Delay. Queue Len th, and Level of Service Approach EB WB Northbound Southbound (Movement 1 4 7 8 9 10 11 12 Lane Configuration R v(vph) 24 C (m) (vph) 226 v/c 0.11 95% queue length 0.35 Control Delay 22.8 LOS C Approach Delay -- -- 22.8 Approach LOS -- -- C file://D:\d_temp\u2k47C.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALIN Intersection Huffine/-Ferguson Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TI-I RT LT TH RT LT TH RT INum. of Lanes 1 2 0 0 2 1 0 0 0 1 0 1 Lane group L T T R L R 'Volume (vph) 148 964 1268 207 173 210 % Heavy veh 0 0 0 0 0 0 PHF 0.97 0.97 0.97 0.97 0.97 0.97 Actuated P/A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 12.0 2.0 2.0 Arrival type 3 3 3 1 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 112.0 12.0 Parking/Grade/Parking N 0 N N 0 N N N N 0 N Parking/hr (Bus stops/hr 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 1 3.0 Phasing EW Perm 02 03 04 1 SB Only 06 07 08 G = 46.0 G = G = G = 16 = 32.0 G = G = G = Timing IY= 7 Y= Y= Y= IY= 5 Y= Y= Y= Duration of Analysis (hrs) 0.25 Cycle Length C = 90.0 Lane Group Ca acit , Control Delay, and LOS Determination EB WB NB SB Adj.flow rate 153 994 11307 213 178 216 Lane group cap. 114 1845 1845 825 642 574 v/c ratio 1.34 0.54 0.71 0.26 0.28 0.38 Green ratio 0.51 0.51 0.51 0.51 0.36 0.36 iUnif. delay d1 22.0 14.8 116.9 12.4 20.7 21.6 (Delay factor k 0.50 0.14 0.27 0.11 0.11 0.11 Increm. delay d2 201.3 0.3 1.3 0.2 0.2 0.4 PF factor 1.000 1.000 1.000 1.000 1.000 11.000 Control delay 223.3 15.2 18.1 12.6 21.0 22.0 Lane group LOS F B B B C C Apprch. delay 42.9 17.4 21.5 Approach LOS D B C IIntersec. delay 275 Intersection LOS C HCS2006TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://DAd_temp\s2k485.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Fowler Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman, MT Time Period PM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH RT LT TH RT Num. of Lanes 1 2 0 1 2 0 1 1 0 1 1 0 Lane group L TR L TR L TR L TR Volume (v h) 32 928 131 1163 1122 167 277 55 193 56 55 6 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 10.86 Actuated (P/A) A A A A A A A A A A A A 'Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 Arrival type 3 1 4 3 1 4 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr (Bus stops/hr 0 0 0 0 0 0 0 0 Unit Extension 13.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left I EW Perm 03 04 Excl. Left NS Perm 07 08 G = 7.0 G = 43.0 G = G = G = 5.0 G = 20.0 G = G = Timing y= 4 IY= 5 Y= Y= Y= 3 Y= 3 Y= Y= Duration of Analysis hrs) = 0.25 C cle Length C = 90.0 Lane Group Capacity, Control Dela , and LOS Determination EB WB NB SB Adj. flow rate 37 1231 190 1499 322 288 65 71 Lane group cap. 225 1693 257 1691 400 373 219 416 v/c ratio 0.16 0.73 0.74 0.89 0.81 0.77 0.30 0.17 Green ratio 0.60 0.48 0.60 10.48 10.31 0.22 0.31 0.22 Unif. delay d1 14.4 18.8 13.1 21.3 29.8 32.9 23.2 28.3 Delay factor k 0.11 0.29 0.30 0.41 0.35 0.32 0.11 0.11 lncrem. delay d2 0.3 1.6 10.8 6.1 11.4 9.6 0.8 0.2 IPF factor 1.000 10.799 1.000 10.799 1.000 1.000 1.000 1.000 Control delay 14.7 16.6 23.9 23.1 41.2 42.5 24.0 28.5 Lane group LOS B B C C D D C C Apprch. delay 16.6 23.2 41.8 26.3 Approach LOS B C D C lntersec. delay 24.1 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1d file://D:\TEMP\s2k1B4.tmp 2/17/04 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -ALW Intersection Huffine/Main/College Agency or Co. Robert Peccia & Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TI-I RT Num. of Lanes 1 2 1 1 2 0 1 1 0 1 1 1 Lane group L T R L TR L TR L T R Volume (vph) 33 1042 603 136 1055 75 669 89 30 265 113 49 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PH F 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Actuated P/A A I A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 IExt. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 12.0 Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 0 0 0 0 0 0 Lane Width 12.0 12.0 12.0 12.0 12.0 12.0 12.0 1 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 1 N Parking/hr IBus stops/hr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 34.5 G = G = G = G = 8.0 G = 17.0 G = 20.0 G = Timing IY= 6 IY= Y= Y= IY= 0 Y= 0 Y= 4.5 Y= Duration of Analysis (hrs) = 0.25 Cycle Length C = 90.0 Lane Group Ca a ity, Control Dela and LOS Determination EB WB NB SB Adj.flow rate 35 1109 641 145 11202 712 127 282 120 52 (Lane group cap. 84 1384 1615 84 1370 716 752 445 422 359 v/c ratio 0.42 0.80 0.40 1.73 0.88 0.99 0.17 0.63 0.28 0.14 Green ratio 0.38 0.38 11.00 0.38 0.38 0.50 0.41 1 0.31 10.22 0.22 Unif. delay dl 20.4 24.7 0.0 27.8 25.8 25.4 16.8 26.7 29.1 28.1 Delay factor k 0.11 0.35 0.11 0.50 0.40 0.50 0.11 0.21 0.11 0.11 Increm. delay d2 3.3 3.5 0.2 371.E 6.8 32.2 0.1 2.9 0.4 1 0.2 PF factor 1.000 1.000 0.950 1.000 1.000 1 1.000 1.000 1.000 1.000 1.000 Control delay 23.7 28.2 0.2 399.3 32.6 57.6 16.9 29.7 29.4 28.3 (Lane group LOS C C A F C E B C C C Apprch. delay 18.0 72.0 51.4 29.4 Approach LOS B E D C Intersec. delay 42.0 Intersection LOS D HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://DAd_temp\s2k49C.tmp 9/5/03 Short Report Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA -AL IN Intersection Main/Babcock Agency or Co. Robert Peccia &Associates Area Type All other areas Date Performed 313112003 Jurisdiction MDT/City of Bozeman ime Period PM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT I TH RT LT TH I RT LT TH I RT LT TH RT Num: of Lanes 1 2 0 1 2 1 1 1 1 1 1 0 Lane group L T L T R L T R L TR Volume (v h) 78 1460 203 1465 191 158 312 189 164 108 85 % Heavy veh 0 0 0 0 0 0 1 0 0 0 0 0 PHF 0.95 10.95 0.95 10.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Actuated (P/A) A A A A A A I A A A A I A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Ext. eff. preen 2.0 2.0 2.0 2.0 2.0 2.0 12.0 2.0 2.0 2.0 Arrival type 3 4 3 4 3 3 3 3 3 3 Unit Extension 3.0 13.0 13.0 3.0 3.0 3.0 3.0 3.0 1 3.0 3.0 Ped/Bike/RTOR Volume 0 1 0 0 0 0 0 0 Lane Width 12.0 12.0 112.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N 0 N N 0 N N 0 N N 0 N Parking/hr Bus stops/hr 0 1 0 0 0 0 0 0 0 0 0 Unit Extension 13.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 13.0 3.0 Phasing Excl. Left I WB Only EW Perm 04 NS Perm 06 07 08 G = 3.0 1 G = 8.0 G = 40.5 G = G = 27.0 G = G = G = Timing Y = 0 IY= 0 Y = 4.5 IY= IY = 7 Y= Y= Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Capacity, Control DelaV, and LOS Determination EB WB NB SB Adj. flow rate 82 1543 215 1549 202 167 330 200 173 204 Lane group cap. 145 1624 306 1945 870 345 570 485 235 532 v/c ratio 0.57 0.95 0.70 0.80 0.23 0.48 0.58 0.41 0.74 0.38 Green ratio 0.48 0.45 1 0.57 0.54 0.54 0.30 0.30 0.30 0.30 0.30 Unif. delay d1 14.6 23.8 20.2 16.8 10.9 25.8 26.7 25.2 28.3 24.9 Delay factor k 0.16 0.46 0.27 0.34 0.11 0.11 0.17 0.11 0.29 0.11 Increm. delay d2 5.1 12.5 7.1 2.4 0.1 1.1 1.5 0.6 11.5 0.5 PF factor 1.000 0.836 1 1.000 0.702 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 19.7 32.4 27.2 14.2 11.1 26.9 28.2 25.7 39.8 25.4 Lane group LOS B C C B B C C C D C Apprch. delay 31.8 15.3 27.2 32.0 Approach LOS C B C C Intersec. delay 24.1 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.lc file://D:\d_temp\s2k4A7.tmp 9/5/03 Short Report - Page 1 of 1 SHORT REPORT General Information Site Information Analyst RPA-ALW Intersection College/-19th Ave Agency or Co. Robert Peccia&Associates Area Type All other areas Date Performed 313112003 Puriscliction MDT/City of Bozeman Time Period PM Peak Hour Analysis Year 2007(Build Out of Project) Volume and Timing Input EB WB NB SB LT TH RT LT TH I RT LT I TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0 1 2 0 (Lane group L T R I L T R L TR L TR 'Volume v h 61 509 443 109 626 154 534 539 74 158 543 41 % Heavy_ veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 10.97 0.97 0.97 0.97 0.97 Actuated (P/A) A A A A A A A A A A A A ,Startup lost time 2.0 2.0 2.0 12.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eff. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Arrival type 3 1 3 3 3 1 3 3 3 3 3 3 Unit Extension 3.0 13.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Iped/Bike/RTOR Volume 0 0 0 0 0 0 0 0 Lane Width MO12. 12.0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/Grade/Parking N N 0 N N 0 N N 0 N Parking/hrBus stops/hr 0 0 0 0 0 0 0 0Unit Extension 3.0 3.0 3.0 1 3.0 1 3.0 3.0 3.0 3.0 Phasing EW Perm 02 03 04 Excl. Left NB Only NS Perm 08 G = 35.0 G = G = G = fY­= = 5.0 G = 14.0 G = 20.0 G = Timing Y= 6 Y= Y= Y= 4 Y= 0 Y= 6 Y= Duration of Analysis hrs = 0.25 Cycle Length C = 90.0 Lane Group Ca a ity, Control Dela , and LOS Determination EB WB NB SB Adj. flow rate 63 525 457 112 1645 159 551 632 163 602 Lane group cap. 91 739 1148 182 739 628 545 1339 274 794 v/c ratio 0.69 0.71 0.40 0.62 0.87 0.25 1.01 0.47 0.59 0.76 Green ratio 0.39 0.39 0.71 0.39 0.39 0.39 0.48 0.38 0.28 0.22 Unif. delay d1 23.0 23.2 5.2 22.1 25.4 18.6 124.0 21.2 28.8 32.7 (Delay factor k 0.26 0.27 0.11 0.20 0.40 0.11 0.50 0.11 0.18 0.31 Ilncrem. delay d2 20.2 3.2 0.2 6.1 11.2 0.2 41.3 0.3 3.5 4.3 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 43.2 26.4 5.5 28.2 36.6 18.9 65.3 21.5 32.3 37.0 Lane group LOS D I C A C D B E C C D Apprch. delay 18.3 32.5 41.9 36.0 ,Approach LOS B C I D D lntersec. delay 32.2 Intersection LOS C HCS2000TM Copyright©2000 University of Florida,All Rights Reserved Version 4.1c file://D:\d_temp\s2k4B2.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information `,t Analyst RPA -ALW Intersection 19th Ave/Garfield Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007(Build Out of Project) Date Performed 312812003 Analysis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Garfield St North/South Street: 19th Ave Intersection Orientation: North-South Stud 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 243 1060 23 65 965 1 Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 266 1 1161 1 25 71 1056 1 Percent Heavy Vehicles 0 -- -- 0 Median Type Undivided RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 1 1 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 10 3 55 1 1 275 Peak-Hour Factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 Hourly Flow Rate, HFR 10 3 60 1 1 301 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 1 1 0 1 1 Configuration LT R LT R Delay, Queue Len th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LT R LT R v (vph) 266 71 13 60 2 301 C (m) (vph) 667 596 5 454 8 500 v/c a40 0.12 2.60 0.13 0.25 0.60 95% queue length 1.92 0.40 2.76 0.45 0.57 3.92 Control Delay 13.9 11.9 14.1 567.5 22.5 LOS B B F 8 F C Approach Delay -- -- 380.4 26.1 Approach LOS -- -- F D file://D:\d_temp\u2k4l37.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Babcock/Fowler Agency/Co. Robert Peccia& 5urisdiction City of Bozeman Associates Date Performed 3/31/2003 Analysis Year 2007(Build Out of Project) .Analysis Time Period PM Peak Hour Pro ect Description The Bozeman Gateway East/West Street: Babcock St North/South Street: FowlerAve 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 0 150 13 105 272 0 (Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 (Hourly Flow Rate, HFR 0 174 15 122 316 1 0 (Percent Heavy Vehicles 0 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 (Lanes 0 1 0 0 1 0 Configuration TR LT U stream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 45 0 131 0 0 0 (Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR 52 1 0 1 152 0 0 0 Percent Heavy Vehicles 0 0 0 0 0 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 Len at and Level of Service Approach EB WB Northbound Southbound (Movement 1 4 7 8 9 10 11 12 (Lane Configuration LT LR v (vph) 122 204 C (m) (vph) 1397 631 v/c 0.09 0.32 '95% queue length 0.29 1.40 Control Delay 7.8 13.4 ILOS A B Approach Delay -- -- 13.4 Approach LOS -- -- B file://D:\d_temp\u2k4BA.tmp 9/5/03 Two-Way Stop Control Page 1 of 2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst RPA -ALW Intersection Huffine/Mall Driveway Robert Peccia & Jurisdiction MDT/Cit of Bozeman Agency/Co. Associates Date Performed 312712003 Analysis Year 2007(Build Out of Project) Anal sis Time Period PM Peak Hour Project Description The Bozeman Gateway East/West Street: Huffine Ln North/South Street: Mall Driveway 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 67 1259 82 438 1519 11 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 74 1 1398 91 486 1687 12 Percent Heavy Vehicles 0 -- -- 0 -" Median Type Undivided RT Channelized 0 0 Lanes 1 2 1 1 2 0 Configuration L T R L T TR Upstream Signal 1 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume 0 0 478 0 0 113 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 0 531 0 0 125 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 1 1 0 0 1 Configuration I R R Delay, Queue Len th, and Level of Service Approach EB WB Northbound Southbound Moverent 1 4 7 8 9 10 11 12 Lane Configuration L L R R (vph) 74 486 531 125 C (m) (vph) 380 457 387 308 v/c 0.19 1.06 1.37 0.41 95% queue length 0.71 15.43 25.74 1.89 Control Delay 16.8 90.2 211.0 24.4 LOS C F F C Approach Delay -- -- 211.0 24.4 Approach LOS -- -- F C fi le:HC:\Documents%20and%20Settings\ieffk\Local%20Settings\Temp\u2k13.tmp 2/19/2004 TWO-WAY STOP CONTROL SUMMARY General Information Site Infbnttation Analyst RPA -ALW Intersection College/Site Driveway Agency/Co. Robert Peccia& Jurisdiction MDT/City of Bozeman Associates Analysis Year 2007(Build Out of Project) Date Performed 3131a003 Analysis Time Period PM Peak Hour Project Description Yellowstone Crossing East/West Street: College St ]North/South Street: Site Driveway Intersection Orientation: East-West IStudy Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound (Movement 1 I 2 3 4 1 5 I 6 L T R L T R Volume 0 1084 128 0 1552 0 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 1251 150 0 1825 0 Percent Heavy Vehicles 0 — — 0 — — Median Tye Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration T R T Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R 'Volume 0 1 0 66 0 0 0 Peak-Hour Factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 Hourly Flow Rate, HFR 0 0 77 0 0 1 0 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 1 0 0 0 Configuration R Delay, Queue Len th and Level of Service Approach EB WB Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration R V (vph) 77 C (m) (vph) 213 v/c 0.36 95%queue length 1.56 Control Delay 31.2 LOS D Approach Delay — — 31.2 Approach LOS — — D PROPOSED INTERSECTION GEOMETRICS • • t t t I I� I I I HUFFINE LANE lu0l w ELI � I o LL- GRAPHIC SCALE 50 �AMMON FOWLER LANE JAIERLE,1rrc HUFFINE LANE ( IN FEET ) ww .wars.. .i n.•., INTERSECTION I inch = 50 ft. CLIENT: FIELD WORK• DATE:02/16/04 PLOTTED DATE: Feb/20/2004 — 11:54:34 am JAU gOq�;1'�50' DRANING NAME: DRAWN BY: N:\3636\002—MG\A7\PEW1\DE1I11\DSDNM511i.E*1 OF CHECKED BY:PJF PROJ y:3636.001 SHEET_ PIDREO 6Y:Jyn uuma� ., -- �•.: .��- �, J � �r ., .�. 1i �� HUFFINE LANE _- r � lu c 1 GRAPHIC SCALE D� 50 0 25 50 MORRISON HARMON STREAM MAIERLE,INC. BOULEVARD ( IN FEET 1�--in. a, a �> INTERSECTION 1 inch = 50 ft. CLIENT: FIELD WORK, DATE:02 1B/04 PLOTTEO DATE: Feb/20/2004 — 12:12:25 pm 1'= ' DRAWING NAME: DRAWN BY: JAU SCALE: 50 H:\3636\002—ENG\wAD\PLANS\DEZsrN\D6GNMSfR.dwg CHECKED BY•PJF PROJ ;3G 38.001 SHEET OF H:\3638\002—ENG\wAD\PLANs\DEZsrN\ sm urrtwn IIli b� 11,I�I "i M1 COLLEGE ST. k C� GRAPHIC SCALE �MORRISON � 50 o 25 �o � COLLEGE MAIERLE Ix;. INTERSECTIONS ( IN FEET ) ro m,,,x w .«�as W-n, -Ir+)W-„n 1 inch = 50 ft. CLIENT: FIELD WORK. DATE:02/18/04 PLOTTED DATE: Feb/20/2004 - 12:11:35 pm DRAWN BY: JAU SCALE:1"-50' DRAWING NAME: H:\J6JB\002-ENG\ACAD\PLANS\DESIGN\DSGNAISDi.dwg CHECKED BY'PJF PRDJ :3638,0 11 SHEET OF PLGTTED ar✓.m w—, i i � � . �,•.i :!