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Home My WebLink About Kohls Variance No. C-10003.pdf1 Commission Memorandum REPORT TO: Honorable Mayor and City Commission FROM: Brian Krueger, Associate Planner Tim McHarg, Planning Director Chris Kukulski, City Manager SUBJECT: Kohl’s Level of Service Zoning Variance #C-10003 MEETING DATE: September 20, 2010 AGENDA ITEM TYPE: Action – Public Hearing RECOMMENDATION: City Staff recommends that the variance not be granted for the Kohl’s Level of Service Zoning Variance #Z-10003 BACKGROUND: The City is processing a Site Plan Certificate of Appropriateness Application #Z- 10192, to allow the construction of a 55,363 square foot Kohl’s commercial retail building and related site improvements on property that is located at 945 South 29th Avenue within the Bozeman Gateway Planned Unit Development. During informal review of this project it was identified that a traffic study would be required for this use within the Bozeman Gateway. A traffic study was submitted with the formal site plan application. Engineering staff reviewed the study and during the first week DRC meeting for the Kohl’s site plan application identified that a variance request would need to be submitted if the applicant was unwilling to mitigate the level of service (LOS) at the failing intersection as required by code section 18.44.060.D. This application is a formal request for the following variance from the Bozeman Municipal Code: Section 18.44.060.D “Level of Service Standards” to allow development of the Kohl’s Department Store project without mitigating an identified deficient level of service and to allow a movement at the intersection of South 23rd Avenue and West College Street to operate at less than a level of service “C.” Planning and Engineering staff have reviewed the application for variance against the criteria set forth in Section 18.66.060 of Title 18, Bozeman Municipal Code. Based on the evaluation of said criteria and findings by the staff, staff recommends that the variance not be granted. BECAUSE THIS APPLICATION IS FOR A VARIANCE, AND BECAUSE THE BOZEMAN CITY COMMISSION HAS JURISDICTION OVER THE KOHL’S SITE PLAN AND CERTIFICATE OF APPROPRIATENESS DECISION, THE BOZEMAN CITY COMMISSION SHALL MAKE THE FINAL DECISION ON THIS APPLICATION. THE CONCURRING VOTE OF FOUR MEMBERS 2 OF THE COMMISSION IS NECESSARY TO EFFECT THIS VARIANCE. THE DECISION OF THE CITY COMMISSION MAY BE APPEALED BY AN AGGRIEVED PERSON AS SET FORTH IN SECTION 18.66.080 OF THE BOZEMAN MUNICIPAL CODE. UNRESOLVED ISSUES: None determined at this time. ALTERNATIVES: 1) Not grant the variance with the findings as recommended in the staff report. 2) Grant the variance with new findings as directed by the City Commission. 3) Grant the variance with new findings and conditions as directed by the City Commission. FISCAL EFFECTS: If the developer does not mitigate the level of service at this intersection with this project, the burden to do so will fall on the next major project to develop in the vicinity of the failing intersection or upon the City of Bozeman when College Avenue is reconstructed as anticipated in the Capital Improvements Program. Attachments: Staff Report Applicant’s Submittal Materials Report compiled on: September 15, 2010 CITY COMMISSION STAFF REPORT KOHL’S LEVEL OF SERVICE VARIANCE FILE NO. #C-10003 #C-10003 Kohl’s Level of Service Variance Staff Report 1 Item: Variance Application #C-10003, to allow the following variance relating to the Kohl’s Department Store at 945 South 29th Avenue, within the Bozeman Gateway Planned Unit Development and is legally described as Lots 21-25, Phase 2, Bozeman Gateway Subdivision PUD, City of Bozeman, Gallatin County, Montana Section 18.44.060.D “Level of Service Standards” to allow development of the Kohl’s Department Store project without mitigating an identified deficient level of service and to allow a movement at the intersection of South 23rd Avenue and West College Street to operate at less than a level of service “C.” Owner/Applicant: Mitchell Development Group LLC PO Box 738 Great Falls, MT 59403 Representative: Morrison –Maierle, Inc. PO Box 1113 Bozeman, MT 59771 Date/Time: Before the Bozeman City Commission on Monday, September 20, 2010 at 6:00 p.m., in the Commission Meeting Room, Bozeman City Hall, 121 North Rouse Avenue, Bozeman, Montana Report By: Brian Krueger, Associate Planner Bob Murray, Project Engineer Recommendation: To Not Grant the Requested Variance ____________________________________________________________________________________ PROJECT LOCATION The subject property is located at the northwest corner of Technology Boulevard and South 29th Avenue within the Bozeman Gateway Planned Unit Development (PUD). Please refer to the following vicinity map. The variance request is related to the intersection of South 23rd Avenue and West College Street which is east of the project location. Please refer to the vicinity map provided on Page 2. #C-10003 Kohl’s Level of Service Variance Staff Report 2 PROPOSAL This is a variance application to allow the following variance from Title 18 of the Bozeman Municipal Code: Section 18.44.060.D “Level of Service Standards” to allow development of the Kohl’s Department Store project without mitigating an identified deficient level of service and to allow a movement at the intersection of South 23rd Avenue and West College Street to operate at less than a level of service “C.” The City is processing a Site Plan Certificate of Appropriateness Application #Z-10192, to allow the construction of a 55,363 square foot Kohl’s commercial retail building and related site improvements on property that is located at 945 South 29th Avenue within the Bozeman Gateway Planned Unit Development. During informal review of this project it was identified that a traffic study would be required for this use within the Bozeman Gateway. A traffic study was submitted with the formal site plan application. Engineering staff reviewed the study and during the first week DRC meeting for the Kohl’s site plan application identified that a variance request would need to be submitted if the applicant was unwilling to mitigate the level of service (LOS) at the failing intersection as required by code section 18.44.060.D. The traffic study was completed for this project in June 2010 to analyze the trip generation for the project and any anticipated impacts on intersections within the vicinity of the project. The study suggests that the total uses on site will generate as many as 2,237 total average daily trips. This number was based upon a 64,322 square foot building and it is anticipated the total numbers may be less with the smaller building (55,363 square feet) proposed. The estimated traffic counts are derived from the Institute of Traffic Engineers manuals and are generally based on gross square footage and specific uses. When the intersections, within the vicinity of the project, were reviewed for compliance with the City’s #C-10003 Kohl’s Level of Service Variance Staff Report 3 LOS standards it was found that the southbound approach to the intersection of South 23rd Avenue and West College Street currently operates at a LOS “F.” This is under the City’s desired LOS of “C.” ZONING DESIGNATION & LAND USES The subject property is currently vacant and is zoned “B-2” (Community Business District). The intent of the “B-2” district is to provide for a broad range of mutually supportive retail and service functions located in clustered areas bordered on one or more sides by limited access arterial streets. Retail uses over 40,000 square feet are permitted as Retail and Large Scale Retail as principal uses in the B-2 district. The following land uses and zoning are adjacent to the subject property: North: Vacant; zoned B-2 (Community Business District) Planned Convenience Uses in PUD South: Vacant and Office (Morrison-Maierle, Inc.); zoned B-2 Planned Lifestyle Center/Lifestyle Center Transition and Office/Professional in PUD East: Vacant and Office/Light Manufacturing (Bozeman Daily Chronicle): Vacant; zoned B-2 and Chronicle B-P (Business Park District). Planned Office/Professional in PUD West: Vacant; zoned B-2 Planned Lifestyle Center in PUD STAFF FINDINGS/REVIEW CRITERIA In acting on an application for a variance, the Commission shall designate such lawful conditions as will secure substantial protection for the public health, safety and general welfare, and shall issue written findings setting forth factual evidence that the following criteria have been satisfied. A. The variance will not be contrary to and will serve the public interest; Granting of the variance will be contrary to the public interest. The purpose for this section in the code is to not allow development to further impact any intersection which has existing level of service or will have a level of service problem with additional development traffic added. Poor level of service is an indication of operational problems at the intersection that can lead to additional accidents. This will negatively impact the public who currently use the intersection in that any additional traffic, however little, will impact the delay at the intersection. B. The variance is necessary, owing to conditions unique to the property, to avoid an unnecessary hardship which would unavoidably result from the enforcement of the literal meaning of the title; • Hardship does not include difficulties arising from actions, or otherwise be self- imposed, by the applicant or previous predecessors in interest, or potential for greater financial returns; and • Conditions unique to the property may include, but are not limited to, slope, presence of watercourses, after the fact imposition of additional regulations on previously lawful lots, and governmental actions outside of the owners control; #C-10003 Kohl’s Level of Service Variance Staff Report 4 There are no conditions unique to the property which would unavoidably result in an undue hardship if the code is enforced. It is not unusual at all for intersection improvements to be made prior to the entire corridor improvements being completed. Improvements to this intersection are also recommended by the 2007 Greater Bozeman Area Transportation Plan. The improvements to the intersection can all be built without the need to utilize any unusual construction practices. C. The variance will observe the spirit of this title, including the adopted growth policy, and do substantial justice. The variance would not observe the spirit of the title, including the growth policy, or do substantial justice. The spirit of the title is to insure the every development is done in such a manner that the necessary infrastructure is installed to support it and the general public. The poor level of service does not support the intensification of the use on the site, and as stated in A. above, creates problems for the public and the City. Summary: Staff does not support the variance. The applicant’s traffic study states that this development will only add a small percentage of traffic to the intersection. This is irrelevant in that it is not included in the criteria for consideration in 1844.060.D of the UDO. It states “A development shall be approved only if the LOS requirements are met by the developer through mitigation measures”. As stated above, this is to insure that additional traffic not be added to an intersection that has existing level of service problems, further adding to the problem. The study also states that “ Additionally, the site traffic contributions on that approach consist of through and right turning movements – not the left turning movements that are the source of poor levels of service on that approach”. This statement ignores the fact however, that additional through traffic on College will have a deleterious effect on those left turning movements by further reducing the available gaps. CONCLUSION/RECOMMENDATION Planning and Engineering staff have reviewed the application for variance against the criteria set forth in Section 18.66.060 of Title 18, Bozeman Municipal Code. Based on the evaluation of said criteria and findings by the staff, staff recommends that the variance not be granted. Should the City Commission grant the variance then the applicant is hereby on notice that compliance with all other provisions of the Bozeman Municipal Code, which are applicable to this project, is mandatory. The applicant is advised that unmet code provisions, or code provisions that are not specifically listed as conditions of approval, does not, in any way, create a waiver or other relaxation of the lawful requirements of the Bozeman Municipal Code or state law. BECAUSE THIS APPLICATION IS FOR A VARIANCE, AND BECAUSE THE BOZEMAN CITY COMMISSION HAS JURISDICTION OVER THE KOHL’S SITE PLAN AND CERTIFICATE OF APPROPRIATENESS DECISION, THE BOZEMAN CITY COMMISSION SHALL MAKE THE FINAL DECISION ON THIS APPLICATION. THE CONCURRING VOTE OF FOUR MEMBERS OF THE COMMISSION IS NECESSARY TO EFFECT THIS VARIANCE. THE DECISION OF THE CITY COMMISSION MAY BE APPEALED BY AN #C-10003 Kohl’s Level of Service Variance Staff Report 5 AGGRIEVED PERSON AS SET FORTH IN SECTION 18.66.080 OF THE BOZEMAN MUNICIPAL CODE. Encl: Applicant’s submittal materials Sent To: Mitchell Development Group, LLC, P.O. Box 738, Great Falls, MT 59403 Morrison-Maierle, Inc., PO Box 1113, Bozeman, MT 59771 ENGINEERS SCIENTISTS SURVEYORS PLANNERS 2880 TECHNOLOGY BLVD. WEST h BOZEMAN, MT 59718 h 406-587-0721 h FAX 406-922-6703 “Providing resources in partnership with clients to achieve their goals” August 27, 2010 Brian Krueger, Associate Planner City of Bozeman Department of Planning and Community Development P.O. Box 1230 Bozeman, MT 59771-1230 Re: Kohl’s – Variance from UDO 18.44.060.D – Level of Service Standards MMI#: 3638.013.040.0310 Dear Brian: Attached for your review are the Development Review Application, the Zoning Variance checklist and the supporting information to request a variance from the UDO 18.44.060.D Level of Service Standards for the Kohl’s Preliminary Site Plan Application/COA. Also included with the application is a check for the review fees in the amount of $1,625. Per our phone conversation on August 27, 2010 at 8:30 AM, the additional information required per Development Review Application Requirements and Fees matrix, Item Q. was included with the Kohl’s Preliminary Site Plan Application; those items being the Adjoiners Certificate, Neighborhood Certificate, list of names and addresses of property owners within 200 feet of the site and stamped, addressed plain envelopes. If you should have any questions regarding the application to request a variance from UDO 18.44.060.D don’t hesitate to contact me. Sincerely, ______________________________ James A. Ullman, PE Project Engineer cc: Ted Mitchell, Mitchell Development Group Tara DePuy, Attorney at Law Susan B. Swimley, Attorney at Law File N:\3638\013\DOCS\SITE PLAN\Variance\8-27-10 Brian K - Variance Letter.docx Page 1 of 3 Narrative For Kohl’s Request for Variance August 27, 2010 Site Plan Review Criteria per UDO Section 18.34.090.A.5 5. The impact of the proposal on the existing and anticipated traffic and parking conditions. (Referencing UDO Chapter 18.44) A traffic Impact Study (TIS) was submitted with the Kohl’s Preliminary Site Plan Application. The TIS was performed to summarize the potential impacts from the proposed Kohl’s retail store in Bozeman. The study presents information to evaluate the safety and operation aspects of the transportation system in the area for existing conditions and anticipated conditions with Kohl’s in operation. After analyzing the data for the intersection of South 23rd Avenue and College Street, it was determined the existing south bound traffic conditions when making a left hand turn on to College Street results in the entire intersection not meeting the Level of Service (LOS) Standards as listed in UDO 18.44.060.D, therefore requiring mitigation of the intersection or a variance from mitigation. The other three existing traffic movements at this intersection are at a LOS of A, A and C. Mitchell Development Group would like to request a variance from mitigation to improve this intersection to meet the LOS standards. The attached TIS and the following information provided will outline the Level of Service standards and why a variance from this section should be granted. Variance Requested from UDO 18.44.060.D – Level of Service Standards for the Intersection of South 23rd Avenue/Technology Blvd. and College Street Streets and intersection level of service “C” shall be the design and operational objective. All arterial and collector streets shall operate at a minimum level of service “C”. Level of Service (LOS) values shall be determined by using the methods defined by the Highway Capacity Manual – 2000. A development shall be approved only if the LOS requirements are met by the developer through mitigation measures. The design year for necessary improvements shall be a minimum of fifteen years following construction of said improvements. Movements on intersection approach legs designated arterial or collector streets shall be evaluated as follows: 1. Signalized intersections shall have a minimum acceptable LOS of “C” for the intersection as a whole; individual movement and approach leg LOS lower than “C” shall be allowed such that the total intersection LOS is a “C” or higher; This intersection is not a signalized intersection; therefore 1. does not apply. Page 2 of 3 2. Unsignalized intersections shall have a minimum acceptable LOS of “C” for the intersection as a whole for four-way stop controlled; individual movement and approach leg LOS lower than “C” shall be allowed such that the total intersection LOS is a “C” or higher; This intersection is not a unsignalized intersection; therefore 2. does not apply. 3. Two-way stop-controlled (TWSC) intersections shall have a minimum acceptable LOS of “C” or higher for the stop controlled, minor legs; and The intersection of South 23rd Avenue/Technology Blvd. and College Street is a TWSC intersection. Reasons to approve the requested variance are itemized below in the paragraph labeled Criteria/Reasons for a Variance. 4. An intersection with a roundabout shall have a minimum acceptable LOS of “C” or higher for the intersection as a whole. This intersection does not include a roundabout; therefore 4. does not apply. Criteria/Reasons for a Variance Pursuant to 18.66.060 Zoning Variances, UDO, the Criteria for Consideration and Decision shall secure substantial protection for the public health, safety and general welfare. The variance criteria are as follows: 1. Will not be contrary to and will serve the public interest; The projected opening date for Kohl’s is October 2011. Improvements to West College Street from Main Street to South 19th are identified in the City of Bozeman’s Recommended Capital Improvements Program: Fiscal Years 2011-2015 (City of Bozeman, December 14, 2009) and are tentatively scheduled to occur in FY11 – FY 13. Therefore, there is a relatively short period of time from the opening of Kohl’s to the planned improvements to West College. A grocery store that generates more traffic than a retail store and is located south east of the intersection which would require south bound traffic to turn left was granted a variance to mitigate improvements to this intersection during their review process. The granting of this variance would not be contrary to the public interest in that the Kohl’s store will not add any traffic to the failing turning movement. 2. Is necessary, owing to conditions unique to the property, to avoid an unnecessary hardship which would unavoidably result from the enforcement of the literal meaning of this title: a. Hardship does not include difficulties arising from actions, or otherwise be self-imposed, by the applicant or previous predecessors in interest, or potential for greater financial returns; and b. Conditions unique to the property may include, but are not limited to, slope, presence of watercourses, after the fact imposition of additional regulations Page 3 of 3 on previously lawful lots, and governmental actions outside of the owners control; The TIS projected that the intersection would see a minimal impact from the traffic generated by Kohl’s. Looking at Figure 5 Site Traffic included in the TIS, Kohl’s will only increase the total traffic through the entire intersection on a Saturday mid-day peak hour by thirty-three (33) vehicles with a majority of those vehicles traveling east bound away from Kohl’s. The number of vehicles that currently travel through this intersection is six hundred fifty-two (652) vehicles during a Saturday mid-day peak hour. The TIS also shows that there is zero (0) increase in vehicles traveling south bound on 23rd Avenue turning left onto College Street which is the movement that brings the LOS of the whole intersection to below C. Traffic traveling to Kohl’s from the south east would probably utilize Garfield Street and South 29th Avenue to access Kohl’s based upon standard traffic modeling. Traffic traveling to Kohl’s from the north east would probably utilize Main Street, College and South 29th Street based upon standard traffic modeling. 3. Will observe the spirit of this title, including the adopted growth policy, and do substantial justice. The variance does observe the spirit of the UDO, including the adopted growth policy and provides substantial justice in that the City had identified the intersection for upgrades within a few years and the impact from Kohl’s which causes the LOS to be below the acceptable standard results only from a left hand turn at the intersection onto College Street, with the maximum impact being a potential increase of 33 vehicles on a Saturday mid-day peak hour. Please take evaluate the criteria and reasons when reviewing this application for our request for a variance from Section 18.44.060.D of the UDO. Traffic Impact Study for Kohl’s Bozeman, Montana June 2010 Prepared For: Mitchell Development Group, LLC 1315 8th Avenue North Great Falls, MT 59403 Prepared By: Morrison-Maierle, Inc. 2880 Technology Boulevard West Bozeman, MT 59718 Phone: (406) 587-0721 Fax: (406) 922-6702 MMI Project No. 3638.013.041.000318 i TABLE OF CONTENTS Introduction and Summary ......................................................................... 1 Purpose of Report and Study Objectives ....................................................................... 1 Executive Summary ....................................................................................................... 1 Site Location and Study Area ............................................................................................... 1 Development Description..................................................................................................... 1 Types of Studies Undertaken................................................................................................ 2 Principal Findings ................................................................................................................... 2 Conclusions and Recommendations ................................................................................... 4 Proposed Development ............................................................................... 5 Location ......................................................................................................................... 5 Land Use and Intensity ................................................................................................. 5 Site Access...................................................................................................................... 5 Zoning ............................................................................................................................ 8 Parking ........................................................................................................................... 8 Development Horizon ................................................................................................... 8 Existing Area Conditions ............................................................................ 9 Study Area ...................................................................................................................... 9 Site Accessibility ............................................................................................................ 9 Area Roadway System............................................................................................................ 9 Traffic Volumes .................................................................................................................... 11 Transit Service ...................................................................................................................... 13 Pedestrians and Bicyclists .................................................................................................... 13 Projected Traffic ...................................................................................... 13 Site Traffic .....................................................................................................................13 Trip Generation .................................................................................................................... 13 Trip Distribution .................................................................................................................. 14 Modal Split ............................................................................................................................ 14 Trip Assignment ................................................................................................................... 16 Total Traffic ..................................................................................................................16 ii TABLE OF CONTENTS (continued) Transportation Analysis .......................................................................... 16 Capacity and Level of Service .......................................................................................16 Existing Conditions ............................................................................................................. 16 2011 Total Traffic ................................................................................................................ 20 Site Access.................................................................................................................... 22 Improvement Analysis ................................................................................ 22 Improvements to Accommodate Existing Traffic ...................................................... 22 Signal Warrant Analysis ....................................................................................................... 23 Improvements to Accommodate Site Traffic .............................................................. 24 Findings ......................................................................................................... 24 Conclusions and Recommendations ....................................................... 25 Existing Conditions ..................................................................................................... 25 Total Traffic Conditions .............................................................................................. 25 References .................................................................................................. 26 Appendix A – Traffic Volume Data Appendix B – Trip Generation Data Appendix C – Capacity and Level of Service Analyses: Existing Conditions Appendix D – Capacity and Level of Service Analyses: Estimated 2011 Total Traffic Appendix E – Capacity and Level of Service Analyses: Existing Conditions Mitigation Measures Appendix F – Capacity and Level of Service Analyses: 2011 Total Traffic Mitigation Measures Appendix G – Alternative Traffic Control Warrant Evaluations iii LIST OF FIGURES Figure 1 Site Location ................................................................................................................ 6 Figure 2 Site Layout................................................................................................................... 7 Figure 3 Current Daily Traffic Volumes ................................................................................. 12 Figure 4 Directional Distribution of Site Traffic ..................................................................... 15 Figure 5 Site Traffic ................................................................................................................. 17 Figure 6 Estimated 2011 Total Traffic ..................................................................................... 18 LIST OF TABLES Table 1 Off-Street Parking Requirements ................................................................................. 8 Table 2 Estimated Site Traffic Generation ............................................................................. 14 Table 3 Estimated New External Site Traffic Generation ...................................................... 16 Table 4 Existing Intersection Operations Summary ......................................................... 19-20 Table 5 Estimated 2011 Total Traffic Intersection Operations Summary ......................... 20-21 Table 6 West College Street & South 23rd Avenue Preliminary Existing Mitigation Measures Summary ................................................................... 22 Table 7 West College Street & South 23rd Avenue with Existing Traffic Volumes and Future West Colege Street Widening Intersection Operations Summary .......... 23 Table 8 West College Street & South 23rd Avenue with 2011 Traffic Volumes and Future West College Street Widening Intersection Operations Summary ........ 24 Traffic Impact Study For Kohl’s 1 Traffic Impact Study – Kohl’s Introduction and Summary Purpose of Report and Study Objectives This traffic impact study summarizes the potential impacts from the proposed Kohl’s in Bozeman, Montana. The information presented in this report is intended to evaluate the safety and operational aspects of the transportation system in the area of the proposed development under existing conditions as well as with estimated impacts. Study recommendations and conclusions are intended to provide guidance with respect to the function of the proposed site accesses and the area transportation system. Executive Summary Site Location and Study Area The proposed development is located in Bozeman, Montana on Lots 21-25 and Common Area 6 in Block 3 of the Bozeman Gateway Subdivision PUD, Phase 2 at 945 South 29th Avenue in the northwest quarter of Section 14, Township 2 South, Range 5 East, Principal Meridian of Montana. Generally, the property is bordered by South 29th Avenue to the east, Technology Boulevard West to the south, and currently vacant land to the north and west. The Kohl’s site is not significantly large in size; therefore, it has a limited impact area on the transportation system. It is estimated that the most significant impacts would generally be located at the adjacent signalized intersections on Huffine Lane (US 191) as well as the adjacent roadways of West Garfield Street, Harmon Stream Boulevard, South 29th Avenue, and West College Street. In addition, the City of Bozeman has requested that the intersection of West College Street and South 23rd Avenue / Technology Boulevard be evaluated as well. Development Description The proposed site would include the proposed Kohl’s building as well as two potential future buildings on a total site area of approximately 4.57 acres (198,922 ft2). The proposed Kohl’s building would be approximately 64,322 square feet (ft2) in size. The two potential future buildings are estimated at a total square footage of approximately 5,268 ft2. 2 Traffic Impact Study – Kohl’s It is proposed that access to the development would be provided from South 29th Avenue, Technology Boulevard West, and Harmon Stream Boulevard. Two full accesses are proposed to South 29th Avenue as well as Harmon Stream Boulevard. A single, full access is proposed to Technology Boulevard West. Types of Studies Undertaken Road tube traffic volume and intersection turning movement counts were conducted at the study area intersections by Morrison-Maierle, Inc. during May 2010. Using the data that was collected, capacity and level of service analyses were performed for existing conditions as well as with the estimated traffic contributions from the proposed Kohl’s development at the following intersections: Huffine Lane (US 191) & Fowler Avenue Huffine Lane & Harmon Stream Boulevard Huffine Lane/West Main Street & West College Street/Gallatin Valley Mall Access West College Street & South 29th Avenue West College Street & Professional Drive West College Street & South 23rd Avenue/Technology Boulevard West Garfield Street & Research Drive West Garfield Street & South 29th Avenue West Garfield Street & Harmon Stream Boulevard Fowler Avenue & Technology Boulevard West Traffic signal warrant and multi-way stop installation analyses were also performed for the intersection of West College Street and South 23rd Avenue/Technology Boulevard using existing traffic volume data as well as with estimated traffic contributions from the proposed Kohl’s development. Principal Findings Existing Conditions Presently, the southbound approach of the intersection of West College Street and South 23rd Avenue/Technology Boulevard is operating at LOS F, which is below the desired LOS C for design. The left turn volume on this approach is the prime source for the increased delay experienced during peak periods. Initially, potential mitigation measures such as the addition of a left turn lane or 3 Traffic Impact Study – Kohl’s multi-way stop control were considered. The addition of a southbound left turn lane failed to raise the level of service on that approach to acceptable levels. The through and right turn movements would operate at LOS C; however, the left turns would still operate at LOS F. The addition of multi- way stop control improved the level of service on the southbound approach; however, it severely reduced the level of service on the eastbound (LOS D) and westbound (LOS F) approaches during the weekday PM peak hour. In the future, West College Street is proposed to be widened to a principal arterial standard as shown in the Greater Bozeman Area Transportation Plan – 2007 Update (Robert Peccia & Associates, October 2008). This would include two travel lanes in each direction separated by a raised median. These improvements are recommended in the City of Bozeman’s Recommended Capital Improvements Program: Fiscal Years 2011-2015 (City of Bozeman, December 14, 2009) and are tentatively scheduled to occur in FY11 – FY13 depending on funding availability and right-of-way acquisition. Analyses of these improvements using existing traffic volumes and including eastbound and westbound left turn lanes at the intersection of West College Street and South 23rd Avenue/Technology Boulevard revealed that the overall delay on the southbound approach would be reduced, improving the level of service for the left turn movements to LOS C during the weekday PM peak hour. This is most likely attributable to more gaps being available in the traffic on West College Street, allowing for an increased number of left turns to be made. Total Traffic Conditions Based on the criteria contained in the Greater Bozeman Area Transportation Plan – 2007 Update (GBATP), no additional improvements are necessary to mitigate traffic from the proposed Kohl’s site beyond those for existing conditions. With the future widening proposed for West College Street, the intersection of West College Street and South 23rd Avenue/Technology Boulevard would function with acceptable levels of service with the addition of site traffic from the proposed Kohl’s. Signal Warrant Analysis Traffic signal warrant analyses were performed for the intersection of West College Street and South 23rd Avenue/Technology Boulevard for existing as well as 2011 (with the addition of the proposed Kohl’s site) conditions in accordance with the criteria provided in the Manual on Uniform Traffic Control Devices, 2009 Edition, dated December 2009 (MUTCD). Only Warrants 1 (Eight-Hour 4 Traffic Impact Study – Kohl’s Vehicular Volume), 2 (Four-Hour Vehicular Volume), and 3 (Peak Hour) were evaluated. Warrant 3: Peak Hour was evaluated with consideration being given to Montana State University – Bozeman being a facility that discharges a large number of vehicles over a short period of time. It was determined that Warrants 4 through 6 as well as 8 and 9 would not be appropriate in the case of this intersection. In addition, Warrant #7: Crash Experience was not evaluated due to time constraints in obtaining crash data for preparation of this study. The analyses found that the intersection does not satisfy minimum signal warrant criteria under existing or 2011 (with the addition of traffic from the proposed Kohl’s site) conditions. Therefore, a signal is not justified at this time. Conclusions and Recommendations Existing Conditions Analyses of existing traffic volumes and operations identified a poor level of service (LOS F) on the southbound approach at the intersection of West College Street and South 23rd Avenue/Technology Boulevard. Existing level of service issues during the PM peak hour can be mitigated with the following: The addition of a southbound left turn lane may be justified based on that movement comprising approximately 56% of the overall traffic volume on that approach. The proposed widening of West College Street between South 19th Avenue and West Main Street / Huffine Lane (US 191) is estimated to mitigate the poor levels of service for southbound left turns during the peak hours. This improvement is programmed in the City of Bozeman’s Capital Improvements Program, tentatively occurring between fiscal years 2011 and 2013 depending on funding availability and acquisition of right-of-way. The necessary improvements to the intersection of West College Street and South 23rd Avenue/Technology Boulevard are a result of existing traffic conditions and are not required as a result of site generated traffic. Site generated traffic comprises approximately 1.5% of the traffic on the southbound approach during the weekday period and approximately 3.6% of the traffic on the southbound approach during the Saturday midday peak period. Additionally, the site traffic contributions on that approach consist of through and right turning movements – not to the left turning movements that are the source of the poor levels of service on that approach. Therefore, the proposed Kohl’s site should not be responsible for mitigating the poor levels of service on that approach and should be granted a variance from the City of Bozeman’s level of service standards as applicable. 5 Traffic Impact Study – Kohl’s Total Traffic Conditions No additional mitigation measures beyond those for existing conditions are necessary with the addition of site traffic from the proposed Kohl’s development. If the above improvements are implemented as recommended, any impacts resulting from the proposed development should operate safely and efficiently. All traffic control improvements should be installed in accordance with MDT, City of Bozeman, and the Manual on Uniform Traffic Control Devices standards. Proposed Development Location The proposed development is located in Bozeman, Montana on Lots 21-25 and Common Area 6 in Block 3 of the Bozeman Gateway Subdivision PUD, Phase 2 at 945 South 29th Avenue in the northwest quarter of Section 14, Township 2 South, Range 5 East, Principal Meridian of Montana. Generally, the property is bordered by South 29th Avenue to the east, Technology Boulevard West to the south, and currently vacant land to the north and west. The site location is depicted in Figure 1 on the following page. Land Use and Intensity The proposed site would include the proposed Kohl’s building as well as two potential future buildings on a total site area of approximately 4.57 acres (198,922 ft2). The proposed Kohl’s building would be approximately 64,322 square feet (ft2) in size. The two potential future buildings are estimated at a total square footage of approximately 5,268 ft2. The proposed site layout is shown in Figure 2 on page 3. Site Access It is proposed that access to the development would be provided from South 29th Avenue, Technology Boulevard West, and Harmon Stream Boulevard. Two full accesses are proposed to South 29th Avenue as well as Harmon Stream Boulevard. A single, full access is proposed to Technology Boulevard West. 6 Traffic Impact Study – Kohl’s Figure 1 Site Location Figure 2 Site Layout 7 Traffic Impact Study – Kohl’s 8 Traffic Impact Study – Kohl’s Zoning The proposed development property is currently zoned B-2 under the City of Bozeman’s zoning designation. The Unified Development Ordinance (City of Bozeman, August 8, 2009) states: “The intent of the B-2 community business district is to provide for a broad range of mutually supportive retail and service functions located in clustered areas bordered on one or more sides by limited access arterial streets.” Parking Off-street parking requirements are defined in the UDO based on the type of land use for a commercial development. As shown in Table 1, there are an excess number of parking spaces provided for the proposed Kohl’s development based on the estimated net floor area. Either the actual net floor area must be verified in accordance with City of Bozeman standards or a variance from the parking requirements for the proposed Kohl’s development will be required. Table 1 Off-Street Parking Requirements Land Use Type Gross Floor Area (ft2) Net Floor Area - 85% of Gross - (ft2) Parking Spaces Required By Ordinance Total Parking Spaces Required1 Total Parking Spaces Provided Kohl’s 64,322 54,674 1 space per 300 ft2 of floor area 183 217 Future Retail 5,268 4,478 1 space per 300 ft2 of floor area 15 15 Total Site 69,590 59,152 198 232 Development Horizon It is estimated that the proposed opening of the Kohl’s store would occur by 2011. Because this is a small development (having less than 500 estimated peak hour trips), it is not anticipated that this development would have significant impacts beyond its opening year assuming full build-out and occupancy. Therefore, this study will assess any impacts this development may have on the area transportation system in the year 2011. 9 Traffic Impact Study – Kohl’s Existing Area Conditions Study Area The transportation impacts from a development are largely dependent on its location and size as well as the characteristics of the surrounding transportation system. The Kohl’s site is not significantly large in size; therefore, it has a limited impact area on the transportation system. It is estimated that the most significant impacts would generally be located at the adjacent signalized intersections on Huffine Lane (US 191) as well as the adjacent roadways of West Garfield Street, Harmon Stream Boulevard, South 29th Avenue, and West College Street. In addition, the City of Bozeman has requested that the intersection of West College Street and South 23rd Avenue / Technology Boulevard be evaluated as well. Site Accessibility Area Roadway System The development could have potential impacts to the roadways of Huffine Lane (US 191), West Garfield Street, Harmon Stream Boulevard, South 29th Avenue, and West College Street. Potentially impacted intersections include Huffine Lane and its intersections with Fowler Avenue, Harmon Stream Boulevard, and West College Street; West College Street and its intersections with South 29th Avenue, Professional Drive, and South 23rd Avenue/Technology Boulevard; West Garfield Street and its intersections with Research Drive, South 29th Avenue, and Harmon Stream Boulevard; and Fowler Avenue and its intersection with Technology Boulevard West. West Main Street (US 191) is a State of Montana primary route (P-50) and is under the jurisdiction of the Montana Department of Transportation (MDT). It is classified as a principal arterial roadway by the Greater Bozeman Area Transportation Plan – 2007 Update (Robert Peccia & Associates, October 2008). It serves as a major route within Bozeman, linking its central business district to Interstate 90 to the east and commercial centers to the west. This route is used by recreational and tourism related traffic for access to Yellowstone National Park. It also provides access to Bozeman High School and links the north-south arterial roadways throughout Bozeman. Adjacent to the site, West Main Street is currently a four-lane paved roadway separated by a two-way left turn lane. The posted speed limit adjacent to the site is 45 miles per hour (mph). 10 Traffic Impact Study – Kohl’s West College Street is a minor arterial roadway as classified by the Greater Bozeman Area Transportation Plan – 2007 Update (GBATP). It is a Montana Department of Transportation (MDT) urban system route (U-1210). It currently has a single travel lane in each direction from its intersection with Huffine Lane easterly to South Black Avenue. The posted speed limit in proximity to the proposed site is currently 35 mph. West Garfield Street is classified as a collector roadway by the GBATP. It currently has a single travel lane in each direction from its intersection with Fowler Avenue easterly to South 19th Avenue. Curb and gutter is only currently installed on the north side. The posted speed limit along the segment of West Garfield Street adjacent to the site is currently 35 mph. Harmon Stream Boulevard and South 29th Avenue are both local roadways as classified by the GBATP. Each include curb and gutter on both sides and have a single travel lane in each direction. Parking is provided on both sides of South 29th Avenue in the vicinity of its intersection with Technology Boulevard West. Harmon Stream Boulevard does not currently include any parking along its length between Huffine Lane to the north and West Garfield Street to the south. The speed limit on both roadways (by ordinance) is currently 25 mph. The intersection of Huffine Lane and Fowler Avenue is a signalized intersection. On the northbound approach, there is currently a left turn, through, and a dedicated right turn lane. The southbound approach includes a left turn, through, and a shared through-right turn lane. The eastbound approach includes a left turn, two through, and a dedicated right turn lane. Lastly, the westbound approach includes a left turn, through, and a shared through-right turn lane. The signal currently operates in a two phase mode. The intersection of Huffine Lane and Harmon Stream Boulevard is a two-way stop controlled intersection. An access to the Gallatin Valley Mall also intersects Huffine Lane at this location from the north. The intersection’s geometry includes a two-way left turn lane in the median of Huffine Lane, a through, and a shared through-right turn lane on both the eastbound and westbound approaches. The northbound approach is a 3/4 –movement approach, allowing left, through, and right movements in but only right movements out. The southbound approach is currently a full access approach, having a single lane to accommodate left, through, and right turn movements from the approach; however, it is flared allowing limited storage for southbound right-turning vehicles. 11 Traffic Impact Study – Kohl’s The intersection of West College Street and South 29th Avenue currently operates as a two-way stop controlled intersection. The eastbound approach includes a shared through-left turn lane and a dedicated right turn lane. The westbound approach includes a shared through-right turn lane. The northbound approach includes a right turn only lane. The southbound approach, which is an access to First Interstate Bank on the north side of the intersection, includes a single lane to accommodate both left and right turns. The intersection of West College Street and South 23rd Avenue/Technology Boulevard is currently a two-way stop controlled intersection. Each approach includes a single lane to accommodate all available vehicular movements (left turns, through movements, and right turns). The intersections of West College Street and Professional Drive, West Garfield Street and Research Drive, West Garfield Street and South 29th Avenue, as well as West Garfield Street and Harmon Stream Boulevard are all T-intersections with stop control on the southbound approach. Each intersection includes a shared through-left turn on the eastbound approach, shared through-right turn on the westbound approach, and a single lane to accommodate both left and right turns on the southbound approach. The intersection of Fowler Avenue and Technology Boulevard West is currently a T-intersection; however, an eastbound approach is proposed with potential future development on the west side of Fowler Avenue with the Bozeman Gateway PUD Subdivision. Currently, the northbound approach includes a left turn lane (which is not used except for an occasion U-turn), a through lane, and a shared through-right turn lane. The southbound approach includes two through lanes and a left turn lane. The westbound approach includes a left turn lane and a right turn lane (future shared through- right turn lane). The intersection currently operates under stop control on the westbound Technology Boulevard West approach. Traffic Volumes Intersection turning movement counts were conducted at the study area intersections by Morrison- Maierle, Inc. during May 2010. The peak hour volumes found at each of the study area intersections are shown in Figure 3 on the following page. The count data is also provided in Appendix A. No daily or monthly adjustments were made to the count data for any of the study area intersections. 12 Traffic Impact Study – Kohl’s Figure 3 Current Daily Traffic Volumes 13 Traffic Impact Study – Kohl’s Transit Service In 2006, Streamline was initiated in Gallatin County. This bus system currently provides service to Belgrade, Bozeman, Four Corners, and MSU. Additionally, Streamline is currently free for all passengers, which creates an incentive for bus ridership. Streamline currently travels immediately adjacent to the proposed site on Huffine Lane with a transfer point at West Babcock Street and the Gallatin Valley Mall. Additional routes may be added to Streamline as the system expands in the future. Pedestrians and Bicyclists Provisions for the safety and accommodation of bicyclists and pedestrians are an important consideration with any development. These alternative modes of travel are becoming increasingly popular as a means of saving money, helping the environment, and improving personal health. Consideration of alternative modes of travel for the proposed site development is provided with sidewalk connections from the adjacent streets onto and throughout the site. Projected Traffic Site Traffic Trip Generation One of the most important elements in assessing the traffic impacts associated with a new development is an accurate estimate of the traffic to be generated. There are a number of options available for estimating trip generation. This study utilized Trip Generation, 7th Edition published by the Institute of Transportation Engineers (ITE). Average vehicle trip ends (Trip ends are defined as a single or one-directional travel movement with either the origin or the destination of the trip inside the study site.) were estimated using Land Use Codes (LUC) 820 – Shopping Center. The independent variable used was 1,000 square feet of gross leasable area in estimating the total site trip generation, which is provided in Table 2 on the following page. 14 Traffic Impact Study – Kohl’s Table 2 Estimated Site Traffic Generation Average Weekday PM Peak Hour Saturday Peak Hour Land Use Units Enter Exit Total Enter Exit Total Enter Exit Total Shopping Center 69.6 1,494 1,494 2,988 125 136 261 180 166 346 Totals 1,494 1,494 2,988 125 136 261 180 166 346 Trip Distribution The estimated traffic generated by the development must be distributed and assigned in order to analyze the impacts on the roadway system and intersections within the study area. Various methods are available for estimating trip distribution, including the analogy, trip distribution model, area of influence, origin-destination (O-D), and surrogate data methods. For a commercial development, the proximity of residential areas, accessibility, and market area for the site are all key factors in determining the distribution of site generated trips. This study utilizes a combination of the analogy method, which bases the trip distribution on existing travel patterns in the area, and the area of influence method that assumes trips will originate or terminate within a given area (market area in this case). The trip distribution for the proposed Kohl’s development is shown in Figure 4 on the following page. Modal Split Pass-by trips will comprise a portion of site generated trips associated with the proposed development. The Trip Generation Handbook, Second Edition (ITE, June 2004) provides land uses and time periods for which pass-by trip data is available. Transportation and Land Development, 2nd Edition also provides some limited pass-by trip data. The shopping center land use has an approximate pass- by trip percentage of 34% during the weekday and PM peak hour. Saturday pass-by trips are estimated at approximately 26%. Additionally, bicycle and pedestrian trips are estimated to comprise a portion of site generated traffic. Based on pedestrian and bicyclist activity in the area and within Bozeman, an assumed percentage of 4% was estimated for bicyclist and pedestrian trips associated with the proposed Kohl’s development. The estimated pass-by and net new trips are summarized in Table 3 on page 12. 15 Traffic Impact Study – Kohl’s Figure 4 Directional Distribution of Site Traffic 16 Traffic Impact Study – Kohl’s Table 3 Estimated New External Site Traffic Generation Average Weekday PM Peak Hour Saturday Peak Hour Trip Classification Intensity Enter Exit Total Enter Exit Total Enter Exit Total Total Site Trips 1,494 1,494 2,988 125 136 261 180 166 346 Bicycle & Pedestrian Trips 4% 60 60 120 5 5 10 7 7 14 Pass-By Trips Varies 315 316 631 41 44 85 45 41 86 New External Trips 1,119 1,118 2,237 79 87 166 128 118 246 Trip Assignment The assignment of development related traffic provides the information necessary to determine the level of site related impacts to the area roadway system and intersections. It involves determining the volume of traffic and its movements along the roadway system and at area intersections. At a minimum, trip assignment must also consider route choice, how the existing transportation system functions, and travel times to and from the site. The resulting Kohl’s site traffic assignment for both net new external and pass-by trips is shown in Figure 5 on the following page. Total Traffic Site-generated traffic was combined with existing traffic to establish the total traffic volumes used in the impact analyses upon full build-out and occupancy of the Kohl’s site. The total traffic volumes used in the analyses are based on year 2011 projections, and are shown in Figure 6 on page 14. Transportation Analysis Capacity and Level of Service Existing Conditions Signalized intersection capacity and level of service analyses were performed using SIGNAL2000 Version 2.81 – 27MAY08 Build 11 (SIGNAL2000) developed and maintained by Strong Concepts for Huffine Lane and its intersections with Fowler Avenue and West College Street using estimated signal timing based on field observations. Signalized analyses are based on procedures found in Chapter 16 of the Highway Capacity Manual 2000 (HCM 2000) published by the Transportation Research Board. 17 Traffic Impact Study – Kohl’s Figure 5 Site Traffic 18 Traffic Impact Study – Kohl’s Figure 6 Estimated 2011 Total Traffic 19 Traffic Impact Study – Kohl’s Level of service (LOS) is the performance measure used to evaluate the cumulative effects of such things as travel speed, traffic volume, roadway and intersection geometry, and traffic interruptions. Operating conditions are designated as “LOS A” through “LOS F”, which represents the most favorable to the least favorable operating conditions. Two-way stop control capacity and level of service analyses were performed for the remaining study area intersections using Highway Capacity Software Plus, Version 5.3 (HCS+) developed and maintained by the McTrans Center at the University of Florida. The stop controlled intersection analyses are based on Chapter 17 of HCM 2000. The existing intersection analyses are summarized in Table 4. Table 4 Existing Intersection Operations Summary PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c Huffine Lane (US 191) & Fowler Avenue EB L B 11.8 0.17 B 10.8 0.06 EB T B 13.3 0.36 B 13.3 0.36 EB R B 12.0 0.19 B 11.2 0.10 WB L B 10.8 0.06 B 10.8 0.07 WB TR B 15.6 0.54 B 13.2 0.35 NB L C 30.6 0.71 C 21.7 0.29 NB T C 21.6 0.29 B 19.8 0.08 NB R B 19.3 0.01 B 19.5 0.03 SB L C 21.8 0.29 C 21.3 0.25 SB TR C 20.0 0.11 B 19.6 0.06 Huffine Lane (US 191) & Harmon Stream Boulevard EB L B 10.3 0.08 A 8.8 0.12 EB TR A - - A - - WB L B 10.3 0.13 A 9.0 0.06 WB TR A - - A - - NB R B 12.1 0.15 B 10.7 0.09 SB LTR C 24.3 0.42 B 12.4 0.12 Huffine Lane (US 191) & West College Street EB L B 15.4 0.14 B 14.9 0.08 EB T B 17.4 0.34 B 16.6 0.27 EB R A 9.4 0.25 A 8.4 0.13 WB L B 10.9 0.10 B 10.6 0.06 WB TR B 15.4 0.47 B 13.7 0.32 NB L C 26.9 0.71 B 19.2 0.35 NB TR C 28.1 0.24 C 27.3 0.14 20 Traffic Impact Study – Kohl’s Table 4 Existing Intersection Operations Summary (continued) PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c West College Street & Professional Drive EB LT A 8.6 0.02 A 7.8 0.01 WB TR A - - A - - SB LR C 17.9 0.19 B 10.9 0.03 West College Street & South 23rd Avenue/ Technology Boulevard EB LTR A 9.2 0.06 A 7.9 0.02 WB LTR A 8.1 0.01 A 7.8 0.01 NB LTR C 22.8 0.32 B 13.9 0.03 SB LTR F 134.8 1.01 B 14.3 0.16 West Garfield Street & Research Drive EB LT A 8.1 0.00 A 7.5 0.00 WB TR A - - A - - SB LR B 14.5 0.19 A 9.4 0.00 West Garfield Street & South 29th Avenue EB LT A 8.1 0.00 A 7.5 0.00 WB TR A - - A - - SB LR B 12.8 0.09 A 9.9 0.02 West Garfield Street & Harmon Stream Boulevard EB LT A 8.1 0.00 A 7.5 0.00 WB TR A - - A - - SB LR B 14.5 0.15 A 9.9 0.02 Fowler Avenue & Technology Boulevard West WB L B 14.0 0.01 B 10.8 0.01 WB R A 9.9 0.22 A 8.8 0.09 NB TR A - - A - - SB L A 8.3 0.11 B 10.8 0.01 SB T A - - A - - 2011 Total Traffic The 2011 total traffic analyses include existing traffic combined with site generated traffic for the total estimated traffic volumes in the year 2011. The results are summarized in Table 5. Table 5 Estimated 2011 Total Traffic Intersection Operations Summary 21 Traffic Impact Study – Kohl’s Table 5 Estimated 2011 Total Traffic Intersection Operations Summary (continued) PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c Huffine Lane (US 191) & Harmon Stream Boulevard EB L B 10.2 0.08 A 8.7 0.12 EB TR A - - A - - WB L B 10.7 0.17 A 9.4 0.10 WB TR A - - A - - NB R B 12.9 0.21 B 11.3 0.16 SB LTR D 30.8 0.53 B 14.8 0.18 Huffine Lane (US 191) & West College Street EB L B 15.5 0.15 B 15.0 0.10 EB T B 17.5 0.36 B 16.7 0.28 EB R A 9.5 0.26 A 8.5 0.15 WB L B 11.1 0.14 B 10.8 0.11 WB TR B 15.4 0.47 B 13.7 0.32 NB L C 27.5 0.72 B 19.3 0.37 NB TR C 28.1 0.24 C 27.3 0.14 SB L B 18.7 0.30 B 17.7 0.17 SB T C 27.4 0.14 C 26.9 0.08 SB R C 27.3 0.08 C 27.0 0.06 West College Street & South 29th Avenue EB LT A 8.7 0.04 A 7.7 0.01 EB R A - - A - - WB TR A - - A - - NB R B 10.9 0.07 A 9.4 0.03 SB LR B 13.8 0.04 A 9.0 0.00 West College Street & Professional Drive EB LT A 8.6 0.02 A 7.8 0.01 WB TR A - - A - - SB LR C 18.4 0.20 B 11.1 0.03 West College Street & South 23rd Avenue/ Technology Boulevard EB LTR A 9.2 0.06 A 7.9 0.03 WB LTR A 8.2 0.01 A 7.9 0.02 22 Traffic Impact Study – Kohl’s Site Access Site accesses were evaluated for sight distance and approach geometry. Sight distance would be acceptable at each of the proposed accesses under existing and proposed conditions. The terrain in the area does not present any sight obstructions due to changes in grade, and there are no sight obstructions resulting from vegetation or other fixed objects. Improvement Analysis Improvements to Accommodate Existing Traffic Presently, the southbound approach of the intersection of West College Street and South 23rd Avenue/Technology Boulevard is operating below the desired LOS C for design. The left turn volume on this approach is the prime source for the increased delay experienced during peak periods. Initially, potential mitigation measures such as the addition of a left turn lane or multi-way stop control were considered. The results of these analyses are summarized in Table 6 below. Table 6 West College Street & South 23rd Avenue Preliminary Existing Mitigation Measures Summary PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c West College Street & South 23rd Avenue/ Technology Boulevard (w/ SB Left Turn Lane) EB LTR A 9.2 0.06 A 7.9 0.02 WB LTR A 8.1 0.01 A 7.8 0.01 NB LTR C 22.8 0.32 B 13.9 0.03 SB L F 114.2 0.80 C 17.1 0.15 SB TR C 18.9 0.14 B 10.5 0.05 West College Street & South 23rd Avenue/ Technology Boulevard (w/ SB Left Turn Lane and All-Way Stop) EB LTR D 26.3 0.78 B 10.4 0.55 WB LTR F 82.6 1.00 B 10.1 0.55 NB LTR B 12.7 0.32 A 8.6 0.05 SB L B 13.2 0.25 A 9.8 0.17 SB TR B 11.4 0.21 A 8.3 0.14 As shown in the table above, the addition of a southbound left turn lane failed to raise the level of service on that approach to acceptable levels. The addition of multi-way stop control improved the level of service on the southbound approach; however, it severely reduced the level of service on the eastbound (LOS D) and westbound (LOS F) approaches during the weekday PM peak hour. Other mitigation measures will be necessary at this intersection. 23 Traffic Impact Study – Kohl’s In the future, West College Street is proposed to be widened to a principal arterial standard as shown in the GBATP. This would include two travel lanes in each direction separated by a raised median. These improvements are recommended in the City of Bozeman’s Recommended Capital Improvements Program: Fiscal Years 2011-2015 (City of Bozeman, December 14, 2009) and are tentatively scheduled to occur in FY11 – FY13 depending on funding availability and right-of-way acquisition. Analyses of these improvements using existing traffic volumes and including eastbound and westbound left turn lanes at the intersection of West College Street and South 23rd Avenue/Technology Boulevard are summarized in Table 7 below. Table 7 West College Street & South 23rd Avenue with Existing Traffic Volumes and Future West College Street Widening Intersection Operations Summary PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c West College Street & South 23rd Avenue/ Technology Boulevard (West College Street Widening w/ SB Left Turn Lane) EB L A 9.2 0.06 A 7.9 0.02 EB TR A - - A - - WB L A 8.1 0.01 A 7.8 0.01 WB TR A - - A - - NB LTR B 13.6 0.16 B 11.6 0.02 SB L C 22.9 0.30 B 12.9 0.10 SB TR B 13.4 0.08 A 9.6 0.04 As shown in Table 7, the proposed widening on West College Street is estimated to reduce the overall delay on the southbound approach, improving the level of service for the left turn movements. This is most likely attributable to more gaps being available in the traffic on West College Street, allowing for an increased number of left turns to be made. Signal Warrant Analysis Traffic signal warrant analyses were performed for the intersection of West College Street and South 23rd Avenue/Technology Boulevard for existing as well as 2011 (with the addition of the proposed Kohl’s site) conditions in accordance with the criteria provided in the Manual on Uniform Traffic Control Devices, 2009 Edition, dated December 2009 (MUTCD). Only Warrants 1 (Eight-Hour Vehicular Volume), 2 (Four-Hour Vehicular Volume), and 3 (Peak Hour) were evaluated. Warrant 3: Peak Hour was evaluated with consideration being given to Montana State University – Bozeman being a facility that discharges a large number of vehicles over a short period of time. It was determined that Warrants 4 through 6 as well as 8 and 9 would not be appropriate in the case of this 24 Traffic Impact Study – Kohl’s intersection. In addition, Warrant #7: Crash Experience was not evaluated due to time constraints in obtaining crash data for preparation of this study. The analyses found that the intersection does not satisfy minimum signal warrant criteria under existing or 2011 (with the addition of traffic from the proposed Kohl’s site) conditions. Therefore, a signal is not justified at this time. Improvements to Accommodate Site Traffic Based on the criteria contained in the GBATP, no additional improvements are necessary to mitigate traffic from the proposed Kohl’s site beyond those for existing conditions. With the future widening proposed for West College Street, the intersection of West College Street and South 23rd Avenue/Technology Boulevard would function with acceptable levels of service with the addition of site traffic from the proposed Kohl’s as shown in Table 8 below. Table 8 West College Street & South 23rd Avenue with 2011 Traffic Volumes and Future West College Street Widening Intersection Operations Summary PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c West College Street & South 23rd Avenue/ Technology Boulevard (West College Street Widening w/ SB Left Turn Lane) EB L A 9.3 0.06 A 7.9 0.03 EB TR A - - A - - WB L A 8.2 0.01 A 7.9 0.02 WB TR A - - A - - NB LTR B 13.9 0.17 B 12.0 0.02 SB L C 23.9 0.31 B 13.5 0.11 SB TR B 13.6 0.09 A 9.9 0.04 Findings At the intersection of West College Street and South 23rd Avenue, improvements are necessary based on existing conditions and are not related to impacts resulting from site generated traffic. Based on available funding and other projects in the area, the proposed widening of West College Street to a principal arterial standard as shown in the GBATP is estimated to mitigate existing operational issues on the southbound approach at that intersection. At this time, the intersection does not currently satisfy minimum traffic signal warrant criteria as defined in the MUTCD. No additional improvements are necessary to mitigate traffic from the proposed Kohl’s development. 25 Traffic Impact Study – Kohl’s Conclusions and Recommendations Existing Conditions Analyses of existing traffic volumes and operations identified a poor level of service (LOS F) on the southbound approach at the intersection of West College Street and South 23rd Avenue/Technology Boulevard. Existing level of service issues during the PM peak hour can be mitigated with the following: The addition of a southbound left turn lane may be justified based on that movement comprising approximately 56% of the overall traffic volume on that approach. The proposed widening of West College Street between South 19th Avenue and West Main Street / Huffine Lane (US 191) is estimated to mitigate the poor levels of service for southbound left turns during the peak hours. This improvement is programmed in the City of Bozeman’s Capital Improvements Program, tentatively occurring between fiscal years 2011 and 2013 depending on funding availability and acquisition of right-of-way. The necessary improvements to the intersection of West College Street and South 23rd Avenue/Technology Boulevard are a result of existing traffic conditions and are not required as a result of site generated traffic. Site generated traffic comprises approximately 1.5% of the traffic on the southbound approach during the weekday period and approximately 3.6% of the traffic on the southbound approach during the Saturday midday peak period. Additionally, the site traffic contributions on that approach consist of through and right turning movements – not to the left turning movements that are the source of the poor levels of service on that approach. Therefore, the proposed Kohl’s site should not be responsible for mitigating the poor levels of service on that approach and should be granted a variance from the City of Bozeman’s level of service standards as applicable. Total Traffic Conditions No additional mitigation measures beyond those for existing conditions are necessary with the addition of site traffic from the proposed Kohl’s development. If the above improvements are implemented as recommended, any impacts resulting from the proposed development should operate safely and efficiently. All traffic control improvements should be installed in accordance with MDT, City of Bozeman, and the Manual on Uniform Traffic Control Devices standards. 26 Traffic Impact Study – Kohl’s References 1. American Association of State Highway and Transportation Officials. (2004). A Policy on Geometric Design of Highways and Streets. Washington, DC: Author. 2. Institute of Transportation Engineers. (2005). Transportation Impact Analyses for Site Development: An ITE Proposed Recommended Practice. Washington, DC: Author. 3. Institute of Transportation Engineers. (2003). Trip Generation, 7th Edition. Washington, DC: Author. 4. Institute of Transportation Engineers. (June 2004). Trip Generation Handbook: An ITE Recommended Practice. Washington, DC: Author. 5. Robert Peccia & Associates. (December 2008). Greater Bozeman Area Transportation Plan (2007 Update). Bozeman, MT: City of Bozeman. 6. Stover, Vergil G. and Frank K. Koepke. (2002). Transportation and Land Development, 2nd Edition. Washington, DC: Institute of Transportation Engineers. 7. Transportation Research Board. (2000). Highway Capacity Manual 2000. Washington, DC: Author. Appendix A Traffic Volume Data Page 1/1 Seasonal Count Factor: Hour % of Begin EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB TOTAL Total 0:00 36 58 36 58 94 0.87% 1:00 25 27 25 27 52 0.48% 2:00 20 16 17 11 19 14 32 0.30% 3:00 5 12 12 15 9 14 22 0.20% 4:00 10 2 9 4 10 3 13 0.12% 5:00 15 19 21 23 18 21 39 0.36% 6:00 84 52 74 59 79 56 135 1.24% 7:00 252 143 298 199 275 171 446 4.12% 8:00 326 310 362 297 344 304 648 5.98% 9:00 309 231 309 231 540 4.99% 10:00 294 307 294 307 601 5.55% 11:00 375 362 375 362 737 6.80% 12:00 404 470 404 470 874 8.07% 13:00 369 441 369 441 810 7.48% 14:00 346 365 346 365 711 6.56% 15:00 387 447 387 447 834 7.70% 16:00 404 510 404 510 914 8.44% 17:00 421 557 421 557 978 9.03% 18:00 318 352 318 352 670 6.19% 19:00 261 292 261 292 553 5.11% 20:00 188 216 188 216 404 3.73% 21:00 176 190 176 190 366 3.38% West College Street +/- 100 ft East of South 23rd Avenue 5/4/2010 to 5/5/2010 Urban Principal Arterial 1.00 5/5/2010 Wednesday 5/4/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday 5/3/2010 Average Weekday Weekend Average 5/8/2010 Monday 21:00 176 190 176 190 366 3.38% 22:00 114 127 114 127 241 2.23% 23:00 58 60 58 60 118 1.09% TOTAL 0 0 5,136 5,481 854 693 0 0 0 0 0 0 0 0 5,238 5,593 0 0 10,831 100.00% 0 10,617 1,547 0 0 0 0 10,831 0 10,831 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB TOTAL Total 0:00 31 40 31 40 71 0.81% 1:00 21 19 23 23 22 21 43 0.49% 2:00 15 11 16 8 16 10 25 0.28% 3:00 7 12 10 14 9 13 22 0.24% 4:00 7 1 8 6 8 4 11 0.13% 5:00 16 17 22 21 19 19 38 0.43% 6:00 72 50 64 63 68 57 125 1.42% 7:00 225 118 261 162 243 140 383 4.36% 8:00 280 214 301 232 291 223 514 5.85% 9:00 244 170 244 170 414 4.71% 10:00 225 233 225 233 458 5.22% 11:00 315 321 315 321 636 7.24% 12:00 336 386 336 386 722 8.22% 13:00 324 338 324 338 662 7.54% 14:00 299 298 299 298 597 6.80% 15:00 334 358 334 358 692 7.88% 16:00 343 418 343 418 761 8.67% 17:00 339 439 339 439 778 8.86% 18:00 283 288 283 288 571 6.50% 19:00 202 222 202 222 424 4.83% 20:00 151 161 151 161 312 3.55% 21:00 146 136 146 136 282 3.21% West College Street +/- 175 ft West of South 23rd Avenue 5/4/2010 to 5/5/2010 Urban Principal Arterial 1.00 5/5/2010 Wednesday 5/4/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday 5/3/2010 Average Weekday Weekend Average 5/8/2010 Monday 21:00 146 136 146 136 282 3.21% 22:00 80 80 80 80 160 1.82% 23:00 44 37 44 37 81 0.92% TOTAL 0 0 4,308 4,327 736 569 0 0 0 0 0 0 0 0 4,370 4,411 0 0 8,781 100.00% 0 8,635 1,305 0 0 0 0 8,781 0 8,781 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB TOTAL Total 0:00 27 9 27 9 36 0.83% 1:00 12 4 16 13 14 9 23 0.52% 2:00 8 9 4 3 6 6 12 0.28% 3:00 3 2 4 6 4 4 8 0.17% 4:00 0 2 2 3 1 3 4 0.08% 5:00 7 5 3 7 5 6 11 0.25% 6:00 19 31 7 29 13 30 43 1.00% 7:00 47 91 38 120 43 106 148 3.43% 8:00 98 123 109 121 104 122 226 5.22% 9:00 104 142 104 142 246 5.70% 10:00 112 94 112 94 206 4.77% 11:00 147 152 147 152 299 6.92% 12:00 191 149 191 149 340 7.87% 13:00 167 130 167 130 297 6.88% 14:00 140 120 140 120 260 6.02% 15:00 175 121 175 121 296 6.86% 16:00 243 147 243 147 390 9.03% 17:00 268 141 268 141 409 9.47% 18:00 154 127 154 127 281 6.51% 19:00 132 118 132 118 250 5.79% 20:00 107 87 107 87 194 4.49% 21:00 97 60 97 60 157 3.64% South 23rd Avenue +/- 150 ft North of West College Street 5/4/2010 to 5/5/2010 Urban Collector 1.00 5/5/2010 Wednesday 5/4/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday 5/3/2010 Average Weekday Weekend Average 5/8/2010 Monday 21:00 97 60 97 60 157 3.64% 22:00 76 57 76 57 133 3.08% 23:00 30 21 30 21 51 1.18% TOTAL 0 0 2,337 1,933 210 311 0 0 0 0 0 0 0 0 2,359 1,960 0 0 4,318 100.00% 0 4,270 521 0 0 0 0 4,318 0 4,318 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB TOTAL Total 0:00 0 0 0 0 0 0.00% 1:00 0 1 1 2 1 2 2 0.15% 2:00 2 2 0 2 1 2 3 0.23% 3:00 0 0 1 2 1 1 2 0.11% 4:00 0 0 0 0 0 0 0 0.00% 5:00 1 0 0 2 1 1 2 0.11% 6:00 4 9 3 13 4 11 15 1.10% 7:00 8 48 4 78 6 63 69 5.22% 8:00 26 104 60 86 43 95 138 10.45% 9:00 25 70 6 30 16 50 66 4.96% 10:00 45 43 45 43 88 6.66% 11:00 42 36 42 36 78 5.90% 12:00 76 65 76 65 141 10.67% 13:00 46 81 46 81 127 9.61% 14:00 46 56 46 56 102 7.72% 15:00 45 44 45 44 89 6.74% 16:00 70 33 70 33 103 7.80% 17:00 109 39 109 39 148 11.20% 18:00 28 23 28 23 51 3.86% 19:00 13 16 13 16 29 2.20% 20:00 6 12 6 12 18 1.36% 21:00 15 8 15 8 23 1.74% Technology Boulevard +/- 100 ft South of West College Street 5/4/2010 to 5/5/2010 Urban Local 1.00 5/5/2010 Wednesday 5/4/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday 5/3/2010 Average Weekday Weekend Average 5/8/2010 Monday 21:00 15 8 15 8 23 1.74% 22:00 12 11 12 11 23 1.74% 23:00 3 3 3 3 6 0.45% TOTAL 0 0 622 704 75 215 0 0 0 0 0 0 0 0 627 695 0 0 1,321 100.00% 0 1,326 290 0 0 0 0 1,321 0 1,321 0.0% 2.0% Page 1/1 Seasonal Count Factor: Hour % of Begin EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB TOTAL Total 0:00 14 12 8 20 13 22 22 28 23 16 12 18 23 22 74 0.78% 1:00 8 4 6 10 7 16 15 15 16 9 7 10 16 12 45 0.47% 2:00 2 5 7 3 16 8 9 6 14 6 8 5 12 6 31 0.33% 3:00 1 1 0 4 5 8 7 4 2 5 2 4 5 5 15 0.16% 4:00 4 4 9 2 6 6 7 1 2 2 6 4 5 2 16 0.17% 5:00 17 39 16 32 16 27 13 1 4 2 16 33 9 2 59 0.62% 6:00 84 67 79 41 91 46 26 22 19 10 85 51 23 16 175 1.84% 7:00 206 143 260 116 245 128 132 58 26 25 237 129 79 42 487 5.13% 8:00 261 181 279 188 274 194 90 105 136 67 271 188 113 86 658 6.93% 9:00 177 102 213 137 232 151 185 142 122 79 207 130 154 111 601 6.34% 10:00 177 129 157 121 168 135 145 101 169 135 167 128 157 118 571 6.01% 11:00 168 150 175 156 186 165 236 115 152 93 176 157 194 104 631 6.65% 12:00 204 181 207 213 201 225 120 124 125 177 204 206 123 151 683 7.20% 13:00 214 170 220 166 211 166 154 191 146 116 215 167 150 154 686 7.23% 14:00 166 142 212 202 142 176 151 110 189 172 147 143 651 6.85% 15:00 230 214 232 180 246 227 164 148 135 87 236 207 150 118 710 7.48% 16:00 218 274 197 247 225 285 161 119 128 109 213 269 145 114 741 7.80% 17:00 273 320 245 322 193 239 141 112 146 104 237 294 144 108 782 8.24% 18:00 220 188 201 177 168 158 122 88 112 68 196 174 117 78 566 5.96% 19:00 133 145 136 145 110 88 141 78 66 83 126 126 104 81 436 4.60% 20:00 91 99 89 113 94 83 66 64 85 76 91 98 76 70 335 3.53% 21:00 71 63 80 75 102 71 57 52 51 44 84 70 54 48 256 2.70% 5/10/2010 Average Weekday Weekend Average 5/8/2010 Monday 5/5/2010 Wednesday 5/11/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday West Garfield Street +/- 500 ft East of South 29th Avenue 5/5/2010 to 5/10/2010 Urban Collector 1.00 21:00 71 63 80 75 102 71 57 52 51 44 84 70 54 48 256 2.70% 22:00 34 39 53 54 64 50 43 49 24 27 50 48 34 38 170 1.79% 23:00 22 22 25 36 35 38 49 33 14 10 27 32 32 22 112 1.18% TOTAL 1,537 1,188 0 0 1,292 1,364 3,060 2,700 3,120 2,738 2,247 1,832 1,868 1,460 3,066 2,721 2,058 1,646 9,490 100.00% 2,725 0 2,656 5,760 5,858 4,079 3,328 5,787 3,704 9,490 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB TOTAL Total 0:00 12 11 7 17 11 23 16 25 18 14 10 17 17 20 64 0.68% 1:00 8 4 7 12 8 14 13 13 12 9 8 10 13 11 41 0.44% 2:00 2 5 7 2 9 7 8 6 14 6 6 5 11 6 28 0.30% 3:00 1 2 1 4 5 7 7 4 2 5 2 4 5 5 16 0.17% 4:00 4 4 9 5 6 6 7 1 2 2 6 5 5 2 17 0.19% 5:00 18 40 23 38 16 30 13 2 4 2 19 36 9 2 66 0.71% 6:00 86 65 95 48 100 48 33 22 22 12 94 54 28 17 192 2.07% 7:00 226 135 287 121 256 116 129 62 24 27 256 124 77 45 501 5.40% 8:00 258 165 287 193 272 187 91 101 141 67 272 182 116 84 654 7.05% 9:00 174 100 206 137 220 146 182 147 117 82 200 128 150 115 592 6.37% 10:00 168 131 165 117 168 136 141 92 174 130 167 128 158 111 564 6.07% 11:00 166 147 170 160 182 163 226 118 138 91 173 157 182 105 616 6.64% 12:00 188 180 202 207 183 230 107 117 128 179 191 206 118 148 662 7.13% 13:00 204 158 205 156 206 173 150 201 138 113 205 162 144 157 668 7.20% 14:00 184 187 164 136 206 203 141 171 141 113 185 175 141 142 643 6.93% 15:00 212 216 223 181 235 223 145 147 119 87 223 207 132 117 679 7.32% 16:00 212 272 190 252 225 287 152 116 116 115 209 270 134 116 729 7.85% 17:00 253 340 243 326 178 239 133 110 145 104 225 302 139 107 772 8.32% 18:00 223 187 187 180 156 148 116 85 100 69 189 172 108 77 545 5.88% 19:00 121 132 119 142 99 89 125 79 63 80 113 121 94 80 408 4.39% 20:00 80 99 85 116 83 83 61 63 80 78 83 99 71 71 323 3.48% 21:00 70 64 70 73 84 76 45 47 39 42 75 71 42 45 232 2.50% 5/10/2010 Average Weekday Weekend Average 5/8/2010 Monday 5/5/2010 Wednesday 5/11/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday West Garfield Street +/- 500 ft East of Harmon Stream Boulevard 5/5/2010 to 5/10/2010 Urban Collector 1.00 21:00 70 64 70 73 84 76 45 47 39 42 75 71 42 45 232 2.50% 22:00 29 37 50 54 63 48 41 49 23 26 47 46 32 38 163 1.76% 23:00 22 25 25 35 30 39 42 33 12 11 26 33 27 22 108 1.16% TOTAL 1,515 1,147 0 0 1,406 1,559 3,027 2,712 3,001 2,721 2,124 1,811 1,772 1,464 2,983 2,713 1,948 1,638 9,282 100.00% 2,662 0 2,965 5,739 5,722 3,935 3,236 5,696 3,586 9,282 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB EB WB TOTAL Total 0:00 12 11 7 19 12 21 15 28 19 15 10 17 17 22 66 0.82% 1:00 8 3 5 10 7 15 14 13 11 9 7 9 13 11 40 0.49% 2:00 2 6 7 2 10 8 8 6 14 6 6 5 11 6 29 0.36% 3:00 1 2 0 4 4 7 7 4 2 5 2 4 5 5 15 0.19% 4:00 4 3 9 1 5 5 7 1 2 2 6 3 5 2 15 0.19% 5:00 16 37 15 32 14 24 12 0 4 1 15 31 8 1 55 0.68% 6:00 79 57 76 39 90 42 27 20 19 8 82 46 23 14 165 2.05% 7:00 204 103 267 81 237 104 129 52 23 20 236 96 76 36 444 5.54% 8:00 240 157 271 175 266 168 86 92 125 54 259 167 106 73 604 7.53% 9:00 151 88 199 126 208 135 166 129 103 59 186 116 135 94 531 6.62% 10:00 155 106 147 101 150 118 122 88 151 109 151 108 137 99 494 6.16% 11:00 135 122 139 120 167 138 202 88 131 83 147 127 167 86 526 6.56% 12:00 157 143 158 161 157 191 92 108 95 148 157 165 94 128 544 6.78% 13:00 161 132 163 133 164 140 121 171 116 102 163 135 119 137 553 6.89% 14:00 135 125 173 172 108 154 109 96 154 149 109 125 536 6.68% 15:00 191 182 202 145 200 189 125 126 103 74 198 172 114 100 584 7.28% 16:00 174 240 144 201 186 243 117 104 87 90 168 228 102 97 595 7.42% 17:00 212 290 206 289 149 222 103 90 111 83 189 267 107 87 650 8.10% 18:00 188 148 169 161 128 132 88 73 88 60 162 147 88 67 463 5.78% 19:00 105 131 108 132 83 71 109 60 48 70 99 111 79 65 354 4.41% 20:00 68 90 77 106 71 73 47 60 78 66 72 90 63 63 287 3.58% 21:00 65 63 65 73 74 69 43 43 37 42 68 68 40 43 219 2.73% 5/10/2010 Average Weekday Weekend Average 5/8/2010 Monday 5/5/2010 Wednesday 5/11/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday West Garfield Street +/- 500 ft West of Harmon Stream Boulevard 5/5/2010 to 5/10/2010 Urban Collector 1.00 21:00 65 63 65 73 74 69 43 43 37 42 68 68 40 43 219 2.73% 22:00 29 36 46 49 59 47 35 40 22 28 45 44 29 34 151 1.89% 23:00 22 22 24 34 27 35 40 31 12 12 24 30 26 22 102 1.27% TOTAL 1,325 970 0 0 1,054 1,202 2,639 2,319 2,641 2,369 1,823 1,581 1,510 1,242 2,604 2,336 1,667 1,412 8,019 100.00% 2,295 0 2,256 4,958 5,010 3,404 2,752 4,941 3,078 8,019 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB TOTAL Total 0:00 1 2 1 1 1 1 1 4 1 5 1 1 1 5 8 1.53% 1:00 0 0 0 1 0 0 3 2 0 3 0 0 2 3 4 0.85% 2:00 0 0 0 0 0 4 0 1 0 0 0 1 0 1 2 0.36% 3:00 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0.07% 4:00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 5:00 0 1 0 0 1 1 0 0 0 0 0 1 0 0 1 0.20% 6:00 4 1 1 2 1 1 0 0 0 1 2 1 0 1 4 0.75% 7:00 25 5 26 1 18 3 0 0 0 0 23 3 0 0 26 5.07% 8:00 16 4 20 10 15 3 1 3 0 0 17 6 1 2 25 4.81% 9:00 11 7 10 4 10 12 0 2 2 1 10 8 1 2 21 4.00% 10:00 8 11 9 6 9 8 3 8 1 3 9 8 2 6 25 4.78% 11:00 14 13 6 7 6 10 6 15 1 5 9 10 4 10 32 6.28% 12:00 16 24 11 21 7 26 7 9 2 6 11 24 5 8 47 9.17% 13:00 19 15 23 17 12 16 5 7 1 9 18 16 3 8 45 8.78% 14:00 5 9 13 19 5 10 1 15 9 14 3 13 39 7.51% 15:00 11 19 9 13 9 16 2 15 3 10 10 16 3 13 41 7.93% 16:00 7 22 11 20 11 19 3 13 2 7 10 20 3 10 43 8.29% 17:00 13 33 7 18 5 13 3 11 2 10 8 21 3 11 43 8.33% 18:00 4 10 5 13 7 14 3 9 0 12 5 12 2 11 30 5.79% 19:00 8 11 1 15 7 15 3 12 4 4 5 14 4 8 31 5.95% 20:00 0 8 1 6 2 14 1 7 2 8 1 9 2 8 19 3.77% 21:00 1 3 0 8 4 18 2 9 0 7 2 10 1 8 20 3.97% South 29th Avenue +/- 75 ft North of West Garfield Street 5/5/2010 to 5/10/2010 Urban Local 1.00 5/5/2010 Wednesday 5/11/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday 5/10/2010 Average Weekday Weekend Average 5/8/2010 Monday 21:00 1 3 0 8 4 18 2 9 0 7 2 10 1 8 20 3.97% 22:00 0 2 0 2 0 2 1 2 0 1 0 2 1 2 4 0.78% 23:00 0 1 0 0 0 6 0 6 0 0 0 2 0 3 5 1.04% TOTAL 114 83 0 0 44 109 146 174 139 221 49 145 22 107 151 200 36 126 513 100.00% 197 0 153 320 360 194 129 351 162 513 0.0% 1.0% Page 1/1 Seasonal Count Factor: Hour % of Begin NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB NB SB TOTAL Total 0:00 0 0 0 0 0 0 0 2 0 0 0 0 0 1 1 0.08% 1:00 0 0 0 0 0 0 0 0 0 1 0 0 0 1 1 0.04% 2:00 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0.03% 3:00 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0.03% 4:00 1 0 2 1 1 1 0 0 0 0 1 1 0 0 2 0.16% 5:00 2 0 1 0 2 2 1 1 0 0 2 1 1 1 3 0.26% 6:00 5 5 3 3 5 2 1 0 3 1 4 3 2 1 10 0.79% 7:00 22 9 9 7 9 13 5 2 5 2 13 10 5 2 30 2.34% 8:00 14 16 11 8 15 10 11 5 15 14 13 11 13 10 47 3.68% 9:00 12 19 15 17 16 16 17 17 21 18 14 17 19 18 68 5.32% 10:00 26 24 16 12 18 17 10 19 22 17 20 18 16 18 72 5.59% 11:00 24 29 33 30 27 21 29 27 11 19 28 27 20 23 98 7.62% 12:00 33 31 48 44 46 33 10 20 33 27 42 36 22 24 123 9.63% 13:00 29 42 31 48 23 39 22 27 16 23 28 43 19 25 115 8.95% 14:00 21 24 36 37 17 28 35 34 25 33 17 30 27 31 21 32 111 8.63% 15:00 27 25 27 22 36 34 25 27 17 25 30 27 21 26 104 8.12% 16:00 41 36 52 46 44 36 15 35 20 34 46 39 18 35 137 10.69% 17:00 52 49 33 31 22 33 21 28 19 29 36 38 20 29 122 9.51% 18:00 36 28 19 26 24 29 19 29 12 12 26 28 16 21 90 7.03% 19:00 13 25 13 13 16 22 15 18 15 19 14 20 15 19 68 5.27% 20:00 9 13 10 12 13 11 4 12 9 3 11 12 7 8 37 2.86% 21:00 3 4 5 8 6 11 8 7 3 4 5 8 6 6 23 1.82% Harmon Stream Boulevard +/- 200 ft North of West Garfield Street 5/5/2010 to 5/10/2010 Urban Local 1.00 5/5/2010 Wednesday 5/11/2010 Tuesday TRAFFIC VOLUME COUNT SUMMARY Roadway: Count Location: Road Classification: Dates Performed: Saturday 5/9/2010 Sunday 5/6/2010 Wednesday 5/7/2010 Thursday 5/10/2010 Average Weekday Weekend Average 5/8/2010 Monday 21:00 3 4 5 8 6 11 8 7 3 4 5 8 6 6 23 1.82% 22:00 4 4 5 4 1 3 6 6 0 2 3 4 3 4 14 1.09% 23:00 1 0 2 1 4 2 2 2 0 1 2 1 1 2 6 0.46% TOTAL 189 199 0 0 222 221 353 361 363 370 246 317 238 281 367 373 242 299 1,281 100.00% 388 0 443 714 733 563 519 740 541 1,281 0.0% 2.0% Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 23 26 26 32 32 26 19 29 213 45.91% 4.56% 109 0.85 T 14 31 22 14 28 27 32 22 190 40.95% 4.07% 101 0.79 R 4 7 6 15 3 7 7 11 60 12.93% 1.28% 32 0.53 Ped 1 0 0 0 0 0 0 0 1 0.22% 0.02% 0 0.00 L 37 51 56 54 65 79 71 64 477 62.93% 10.21% 269 0.85 T 29 23 32 38 34 41 38 22 257 33.91% 5.50% 151 0.92 R 5 3 3 1 0 3 2 3 20 2.64% 0.43% 6 0.50 Ped 0 0 1 1 1 0 1 0 4 0.53% 0.09% 3 0.75 L 3 2 3 4 3 6 8 3 32 1.74% 0.69% 21 0.66 T 213 180 173 187 195 213 211 187 1559 84.64% 33.38% 806 0.95 R 22 35 21 27 35 46 32 29 247 13.41% 5.29% 140 0.76 Ped 0 1 0 0 1 0 1 1 4 0.22% 0.09% 2 0.50 L 11 8 7 5 10 6 13 5 65 4.04% 1.39% 34 0.65 T 139 160 151 161 149 164 140 149 1213 75.48% 25.97% 614 0.94 R 39 25 31 48 53 57 38 36 327 20.35% 7.00% 196 0.86 Ped 0 0 0 1 0 0 1 0 2 0.12% 0.04% 2 0.50 540 552 532 588 609 675 614 561 4671 100.00% 2486 0.92 2212 2281 2404 2486 2459 PM Peak Period 1.00 Intersection Turning Movement Count Summary Huffine Lane (US 191) & Fowler Avenue Bozeman, Montana 5/6/2010 Hourly Volume Huffine Lane From the East Huffine Lane From the West Start Time Fowler Avenue From the North Fowler Avenue From the South Intersection Totals N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Huffine-Ln_Fowler-Ave_PM_2010-05-06.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 20 27 33 30 22 19 14 22 20 15 23 19 264 54.55% 5.00% 110 0.83 T 12 10 10 15 11 14 8 10 13 14 10 15 142 29.34% 2.69% 47 0.78 R 7 3 8 5 2 6 5 5 10 4 4 7 66 13.64% 1.25% 23 0.72 Ped 1 0 0 1 0 0 0 5 2 0 3 0 12 2.48% 0.23% 2 0.50 L 32 27 22 36 32 18 17 33 26 23 19 39 324 64.93% 6.13% 117 0.81 T 18 5 10 10 14 14 11 10 9 11 9 10 131 26.25% 2.48% 43 0.60 R 6 2 2 4 0 3 1 6 2 5 2 5 38 7.62% 0.72% 14 0.58 Ped 1 1 0 0 0 1 0 1 1 0 1 0 6 1.20% 0.11% 2 0.50 L 8 5 7 4 5 5 4 6 3 11 5 8 71 3.38% 1.34% 24 0.75 T 138 130 143 136 157 163 145 169 143 159 145 135 1763 84.03% 33.37% 547 0.96 R 22 23 16 21 20 10 24 20 25 26 25 21 253 12.06% 4.79% 82 0.89 Ped 0 0 0 0 0 0 0 4 3 2 1 1 11 0.52% 0.21% 0 0.00 L 4 5 8 5 8 7 8 8 10 5 6 3 77 3.50% 1.46% 22 0.69 T 175 154 154 160 159 136 139 141 147 144 136 145 1790 81.29% 33.88% 643 0.92 R 25 34 30 24 25 39 20 23 34 24 26 28 332 15.08% 6.28% 113 0.83 Ped 0 0 1 0 0 0 0 1 1 0 0 0 3 0.14% 0.06% 1 0.25 469 426 444 451 455 435 396 464 449 443 415 436 5283 100.00% 1790 0.95 1790 1776 1785 1737 1750 1744 1752 1771 1743 1.00 Hourly Volume Start Time Fowler Avenue From the North Fowler Avenue From the South Huffine Lane From the East Huffine Lane From the West Intersection Totals Intersection Turning Movement Count Summary Huffine Lane & Fowler Avenue Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Huffine-Ln_Fowler-Ave_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 0 0 3 3 4 9 5 0 24 10.04% 0.59% 19 0.53 T 0 0 3 2 0 1 1 0 7 2.93% 0.17% 6 0.50 R 19 22 47 27 34 20 25 14 208 87.03% 5.10% 128 0.68 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 R 24 16 17 30 17 15 18 14 151 100.00% 3.70% 79 0.66 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 18 21 25 21 19 23 21 23 171 8.31% 4.19% 88 0.88 T 227 220 200 223 283 253 240 224 1870 90.86% 45.82% 959 0.85 R 1 2 3 5 0 1 1 1 14 0.68% 0.34% 9 0.45 Ped 0 1 0 1 0 1 0 0 3 0.15% 0.07% 2 0.50 L 11 13 19 11 12 13 9 10 98 6.00% 2.40% 55 0.72 T 184 200 198 194 216 166 167 159 1484 90.88% 36.36% 774 0.90 R 13 8 5 3 8 3 2 8 50 3.06% 1.23% 19 0.59 Ped 0 0 0 0 0 0 1 0 1 0.06% 0.02% 0 0.00 497 503 520 520 593 505 490 453 4081 100.00% 2138 0.90 2040 2136 2138 2108 2041 PM Peak Period 1.00 Intersection Turning Movement Count Summary Huffine Lane (US 191) & Harmon Stream Boulevard Bozeman, Montana 5/4/2010 Hourly Volume Huffine Lane From the East Huffine Lane From the West Start Time Gallatin Valley Mall Access From the North Harmon Stream Boulevard From the South Intersection Totals N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Huffine-Ln_Harmon-Stream-Blvd_PM_2010-05-04.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 6 3 4 6 7 5 2 5 3 3 2 3 49 14.29% 1.04% 22 0.79 T 2 3 0 1 1 0 0 3 2 2 1 1 16 4.66% 0.34% 2 0.50 R 14 16 24 21 15 37 16 25 34 23 22 28 275 80.17% 5.82% 97 0.66 Ped 0 0 1 0 1 0 0 0 0 0 1 0 3 0.87% 0.06% 2 0.50 L 0 0 0 0 0 0 0 0 0 1 0 1 2 1.02% 0.04% 0 0.00 T 0 0 0 0 0 1 0 0 0 1 0 0 2 1.02% 0.04% 1 0.25 R 8 22 10 17 14 20 18 15 13 23 16 14 190 96.45% 4.02% 61 0.76 Ped 0 0 0 1 0 0 0 1 0 1 0 0 3 1.52% 0.06% 1 0.25 L 10 12 9 16 12 16 18 4 9 17 20 12 155 7.61% 3.28% 53 0.83 T 134 151 149 153 158 169 122 180 137 161 158 149 1821 89.40% 38.52% 629 0.93 R 1 10 2 4 6 4 1 4 9 4 1 5 51 2.50% 1.08% 16 0.67 Ped 1 0 0 0 0 0 2 0 3 0 3 1 10 0.49% 0.21% 0 0.00 L 32 29 37 33 21 39 19 38 22 21 27 15 333 15.49% 7.04% 130 0.83 T 190 131 158 166 152 136 143 122 129 155 135 163 1780 82.79% 37.66% 612 0.92 R 4 1 0 5 2 1 4 3 1 1 1 6 29 1.35% 0.61% 8 0.40 Ped 1 0 0 0 1 0 0 2 0 2 1 1 8 0.37% 0.17% 1 0.25 403 378 394 423 390 428 345 402 362 415 388 399 4727 100.00% 1635 0.96 1598 1585 1635 1586 1565 1537 1524 1567 1564 Intersection Turning Movement Count Summary Huffine Lane & Harmon Stream Boulevard Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period 1.00 Hourly Volume Start Time Gallatin Valley Mall Access From the North Harmon Stream Boulevard From the South Huffine Lane From the East Huffine Lane From the West Intersection Totals C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Huffine-Ln_Harmon-Stream-Blvd_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 31 33 33 33 37 28 35 29 259 59.54% 6.15% 136 0.92 T 12 15 18 10 12 13 15 10 105 24.14% 2.50% 55 0.76 R 9 8 9 9 9 9 9 9 71 16.32% 1.69% 35 0.97 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 69 75 71 71 126 85 77 64 638 79.06% 15.16% 343 0.68 T 17 18 20 30 18 15 19 15 152 18.84% 3.61% 86 0.72 R 2 2 3 1 3 2 2 2 17 2.11% 0.40% 9 0.75 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 8 9 8 9 9 11 8 7 69 4.65% 1.64% 35 0.97 T 112 117 131 116 123 99 103 93 894 60.28% 21.25% 487 0.93 R 59 74 63 73 80 51 70 50 520 35.06% 12.36% 290 0.91 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 8 9 8 9 9 11 8 7 69 4.65% 1.64% 35 0.97 T 112 117 131 116 123 99 103 93 894 60.28% 21.25% 487 0.93 R 59 74 63 73 80 51 70 50 520 35.06% 12.36% 290 0.91 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 498 551 558 550 629 474 519 429 4208 100.00% 2288 0.91 2157 2288 2211 2172 2051 PM Peak Period 1.00 Intersection Turning Movement Count Summary Huffine Lane (US 191) & West College Street Bozeman, Montana 5/5/2010 Hourly Volume West Main Street From the East Huffine Lane From the West Start Time Gallatin Valley Mall Access From the North West College Street From the South Intersection Totals N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Huffine-Ln_W-College-St_PM_2010-05-05.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 19 20 23 23 25 24 18 22 22 23 24 22 265 59.95% 5.96% 85 0.92 T 8 7 11 6 7 12 7 7 9 8 9 9 100 22.62% 2.25% 32 0.73 R 5 6 7 7 7 7 5 7 6 7 7 6 77 17.42% 1.73% 25 0.89 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 48 51 45 42 38 42 48 58 43 40 41 43 539 78.80% 12.12% 186 0.91 T 12 12 12 17 5 8 12 14 10 10 10 10 132 19.30% 2.97% 53 0.78 R 1 1 2 1 1 1 1 1 1 1 1 1 13 1.90% 0.29% 5 0.63 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 8 6 6 8 7 10 2 2 2 2 6 7 66 3.98% 1.48% 28 0.88 T 110 84 103 96 90 84 95 140 108 134 83 97 1224 73.87% 27.52% 393 0.89 R 38 36 37 46 45 48 6 8 7 7 44 45 367 22.15% 8.25% 157 0.85 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 8 6 6 8 7 10 7 6 6 7 6 7 84 5.05% 1.89% 28 0.88 T 110 84 103 96 90 84 88 77 78 98 83 97 1088 65.35% 24.46% 393 0.89 R 38 36 37 46 45 48 36 36 42 40 44 45 493 29.61% 11.08% 157 0.85 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 405 349 392 396 367 378 325 378 334 377 358 389 4448 100.00% 1542 0.95 Hourly Volume 1542 1504 1533 1466 1448 1415 1414 1447 1458 West Main Street From the East Huffine Lane From the West Start Time Gallatin Valley Mall Access From the North West College Street From the South Intersection Totals Saturday, Midday Peak Period 1.00 Intersection Turning Movement Count Summary Huffine Lane (US 191) & West College Street Bozeman, Montana 5/15/2010 C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Huffine-Ln_W-College-St_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 1 0 1 2 0 1 0 0 5 26.32% 0.33% 3 0.38 R 0 2 1 2 5 2 0 2 14 73.68% 0.92% 10 0.50 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 Illegal Left 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 R 1 1 5 4 12 2 2 1 28 96.55% 1.84% 22 0.46 Ped 1 0 0 0 0 0 0 0 1 3.45% 0.07% 0 0.00 Illegal Left 0 0 1 0 0 0 0 2 3 0.36% 0.20% 1 0.25 T 87 93 92 100 141 101 98 79 791 95.65% 51.94% 426 0.76 R 7 5 4 4 5 5 2 0 32 3.87% 2.10% 18 0.90 Ped 0 0 0 0 0 1 0 0 1 0.12% 0.07% 0 0.00 L 3 8 10 4 9 5 5 2 46 7.10% 3.02% 31 0.78 T 67 79 70 75 86 60 78 58 573 88.43% 37.62% 310 0.90 R 4 5 4 7 1 1 5 2 29 4.48% 1.90% 17 0.61 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 171 193 188 198 259 178 190 146 1523 100.00% 838 0.81 Hourly Volume 750 838 823 825 773 West College Street From the East West College Street From the West Start Time First Interstate Bank Access From the North South 29th Avenue From the South Intersection Totals PM Peak Period 1.00 Intersection Turning Movement Count Summary West College Street & South 29th Avenue Bozeman, Montana 5/5/2010 N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_S-29th-Ave_PM_2010-05-05.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 R 1 0 0 0 0 0 0 1 0 0 0 0 2 100.00% 0.15% 1 0.25 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 Illegal Left 0 1 0 0 0 0 0 0 0 0 0 0 1 12.50% 0.07% 0 0.00 R 0 1 0 1 1 0 0 1 1 1 1 0 7 87.50% 0.52% 2 0.50 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 Illegal Left 0 0 0 0 0 0 1 0 0 1 0 0 2 0.28% 0.15% 1 0.25 T 60 63 59 60 44 51 61 73 55 50 52 54 682 96.19% 50.78% 240 0.82 R 1 2 2 2 3 0 2 1 1 3 1 1 19 2.68% 1.41% 4 0.50 Ped 0 0 0 0 0 2 1 0 3 0 0 0 6 0.85% 0.45% 6 0.50 L 2 1 0 2 2 0 4 1 4 2 1 0 19 3.04% 1.41% 9 0.56 T 44 40 47 49 49 54 36 44 49 46 50 54 562 90.06% 41.85% 183 0.85 R 2 4 2 3 3 7 5 0 0 2 4 2 34 5.45% 2.53% 12 0.43 Ped 2 0 1 2 0 0 1 2 0 0 0 1 9 1.44% 0.67% 3 0.38 112 112 111 119 102 114 111 123 113 105 109 112 1343 100.00% 461 0.94 454 444 446 446 450 461 452 450 439 Intersection Turning Movement Count Summary West College Street & South 29th Avenue Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period 1.00 Hourly Volume Start Time First Interstate Bank Access From the North South 29th Avenue From the South West College Street From the East West College Street From the West Intersection Totals C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_S-29th-Ave_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 3 5 6 11 15 3 4 5 52 64.20% 3.28% 35 0.58 R 1 3 5 4 9 3 1 1 27 33.33% 1.71% 21 0.58 Ped 0 0 0 0 0 2 0 0 2 2.47% 0.13% 2 0.25 T 94 89 95 98 127 110 87 80 780 91.12% 49.27% 430 0.85 R 7 9 9 10 11 10 8 7 71 8.29% 4.49% 40 0.91 Ped 1 1 1 0 0 1 1 0 5 0.58% 0.32% 2 0.50 L 2 2 4 4 4 2 3 2 23 3.56% 1.45% 14 0.88 T 68 80 80 86 94 71 91 52 622 96.28% 39.29% 331 0.88 Ped 0 0 0 1 0 0 0 0 1 0.15% 0.06% 1 0.25 176 189 200 214 260 202 195 147 1583 100.00% 876 0.84 779 863 876 871 804 PM Peak Period 1.00 Intersection Turning Movement Count Summary West College Street & Professional Drive Bozeman, Montana 5/4/2010 Hourly Volume West College Street From the East West College Street From the West Start Time Professional Drive From the North Intersection Totals N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_Professional-Dr_PM_2010-05-04.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 3 2 4 5 1 1 2 4 2 3 0 2 29 59.18% 2.07% 9 0.56 R 4 1 0 0 4 1 1 4 3 2 0 0 20 40.82% 1.43% 9 0.56 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 67 51 52 62 46 49 61 73 50 51 54 53 669 92.66% 47.75% 228 0.78 R 6 4 3 2 3 3 0 5 4 4 6 3 43 5.96% 3.07% 19 0.79 Ped 0 1 0 0 3 3 1 0 1 0 0 1 10 1.39% 0.71% 1 0.25 L 0 1 0 1 3 1 0 3 2 1 2 1 15 2.38% 1.07% 8 0.67 T 57 34 51 51 55 57 38 42 49 49 56 62 601 95.40% 42.90% 196 0.88 Ped 3 0 2 2 0 0 0 3 1 0 2 1 14 2.22% 1.00% 6 0.50 140 94 112 123 115 115 103 134 112 110 120 123 1401 100.00% 476 0.89 469 444 465 456 467 464 459 476 465 Intersection Turning Movement Count Summary West College Street & Professional Drive Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period 1.00 Hourly Volume Start Time Professional Drive From the North West College Street From the East West College Street From the West Intersection Totals C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_Professional-Dr_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 16 23 15 20 14 13 26 25 152 56.93% 6.69% 73 0.70 T 1 6 3 4 6 5 5 2 32 11.99% 1.41% 20 0.83 R 11 9 9 11 10 8 9 6 73 27.34% 3.21% 38 0.86 Ped 3 3 1 0 2 1 0 0 10 3.75% 0.44% 3 0.38 L 2 1 2 3 5 5 2 0 20 11.43% 0.88% 15 0.75 T 8 4 6 1 11 9 6 7 52 29.71% 2.29% 27 0.61 R 6 9 16 7 23 16 16 5 98 56.00% 4.31% 62 0.67 Ped 0 0 0 2 2 1 0 0 5 2.86% 0.22% 5 0.63 L 4 3 3 2 3 0 3 2 20 1.78% 0.88% 8 0.67 T 90 86 96 100 123 108 79 80 762 67.79% 33.54% 410 0.83 R 40 35 33 48 48 44 42 45 335 29.80% 14.74% 182 0.95 Ped 1 1 0 0 3 1 1 0 7 0.62% 0.31% 5 0.42 L 10 8 10 12 13 11 10 7 81 11.47% 3.57% 46 0.88 T 61 81 75 89 94 69 84 53 606 85.84% 26.67% 336 0.89 R 1 1 2 1 6 3 1 3 18 2.55% 0.79% 11 0.46 Ped 0 0 0 0 0 0 1 0 1 0.14% 0.04% 1 0.25 254 270 271 300 363 294 285 235 2272 100.00% 1242 0.86 Hourly Volume 1095 1204 1228 1242 1177 West College Street From the East West College Street From the West Start Time South 23rd Avenue From the North Technology Boulevard From the South Intersection Totals PM Peak Period 1.00 Intersection Turning Movement Count Summary West College Street & South 23rd Avenue Bozeman, Montana 5/4/2010 N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_S-23rd-Ave_PM_2010-05-04.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 13 12 10 9 10 9 9 11 7 15 11 9 125 50.81% 6.98% 44 0.85 T 3 0 0 0 3 2 3 0 5 0 2 6 24 9.76% 1.34% 3 0.25 R 5 13 8 6 8 9 11 7 10 5 6 5 93 37.80% 5.19% 32 0.62 Ped 0 0 0 0 1 2 0 0 0 0 1 0 4 1.63% 0.22% 0 0.00 L 0 0 1 4 0 0 1 0 1 1 1 0 9 21.95% 0.50% 5 0.31 T 1 1 0 2 0 1 2 0 1 0 2 2 12 29.27% 0.67% 4 0.50 R 0 1 3 0 2 2 1 1 3 1 0 0 14 34.15% 0.78% 4 0.33 Ped 1 1 1 0 1 0 1 0 0 1 0 0 6 14.63% 0.34% 3 0.75 L 1 2 3 0 1 2 1 1 1 1 0 2 15 1.90% 0.84% 6 0.50 T 47 52 50 60 41 44 52 58 52 51 53 54 614 77.92% 34.28% 209 0.87 R 16 14 8 8 10 15 9 13 13 13 11 12 142 18.02% 7.93% 46 0.72 Ped 0 2 1 0 3 1 2 0 2 2 2 2 17 2.16% 0.95% 3 0.38 L 5 4 9 7 3 2 5 3 7 5 6 3 59 8.24% 3.29% 25 0.69 T 54 37 92 56 51 54 42 41 51 45 55 60 638 89.11% 35.62% 239 0.65 R 1 0 1 0 0 0 0 0 0 0 0 1 3 0.42% 0.17% 2 0.50 Ped 3 1 3 1 1 0 0 3 1 0 2 1 16 2.23% 0.89% 8 0.67 150 140 190 153 135 143 139 138 154 140 152 157 1791 100.00% 633 0.83 633 618 621 570 555 574 571 584 603 Intersection Turning Movement Count Summary West College Street & South 23rd Avenue Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period 1.00 Hourly Volume Start Time South 23rd Avenue From the North Technology Boulevard From the South West College Street From the East West College Street From the West Intersection Totals C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_S-23rd-Ave_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 3 5 10 5 22 16 9 6 76 66.67% 6.14% 52 0.59 R 3 0 4 3 15 7 4 2 38 33.33% 3.07% 29 0.48 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 51 66 71 91 88 86 76 68 597 95.06% 48.26% 341 0.94 R 4 6 4 4 2 4 2 4 30 4.78% 2.43% 12 0.75 Ped 0 0 0 0 0 1 0 0 1 0.16% 0.08% 1 0.25 L 1 1 2 1 2 0 1 0 8 1.62% 0.65% 4 0.50 T 48 55 54 69 69 50 65 75 485 97.98% 39.21% 253 0.92 Ped 0 0 1 0 0 1 0 0 2 0.40% 0.16% 1 0.25 110 133 146 173 198 165 157 155 1237 100.00% 693 0.88 562 650 682 693 675 PM Peak Period 1.00 Intersection Turning Movement Count Summary West Garfield Street & Research Drive Bozeman, Montana 5/4/2010 Hourly Volume West Garfield Street From the East West Garfield Street From the West Start Time Research Drive From the North Intersection Totals N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_Research-Dr_PM_2010-05-04.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 2 0 0 0 2 2 1 0 4 3 1 4 19 65.52% 2.52% 2 0.25 R 1 1 0 0 1 0 1 0 1 0 2 1 8 27.59% 1.06% 2 0.50 Ped 1 0 0 0 0 0 0 0 0 0 1 0 2 6.90% 0.27% 0 0.00 T 28 25 29 29 32 23 18 29 28 20 19 26 306 94.44% 40.64% 115 0.90 R 0 1 0 4 1 1 1 0 1 2 1 2 14 4.32% 1.86% 6 0.38 Ped 0 1 0 0 1 0 1 0 0 1 0 0 4 1.23% 0.53% 2 0.50 L 0 0 1 0 0 0 0 0 1 1 0 1 4 1.00% 0.53% 1 0.25 T 30 35 26 36 34 31 34 27 40 33 34 30 390 97.50% 51.79% 131 0.91 Ped 1 0 1 0 0 1 0 0 2 0 0 1 6 1.50% 0.80% 1 0.25 63 63 57 69 71 58 56 56 77 60 58 65 753 100.00% 260 0.92 252 260 255 254 241 247 249 251 260 1.00 Hourly Volume Start Time Research Drive From the North West Garfield Street From the East West Garfield Street From the West Intersection Totals Intersection Turning Movement Count Summary West Garfield Street & Research Drive Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_Research-Dr_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 3 4 1 3 6 5 2 3 27 45.00% 2.40% 16 0.67 R 3 3 0 4 10 3 5 1 29 48.33% 2.58% 22 0.55 Ped 0 0 2 1 0 0 1 0 4 6.67% 0.36% 2 0.50 T 68 65 72 63 103 80 82 55 588 98.49% 52.31% 328 0.80 R 0 3 1 0 2 1 2 0 9 1.51% 0.80% 5 0.63 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 L 1 0 1 1 1 1 1 3 9 1.93% 0.80% 4 1.00 T 64 57 41 53 71 64 68 40 458 98.07% 40.75% 256 0.90 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 139 132 118 125 193 154 161 102 1124 100.00% 633 0.82 Hourly Volume 514 568 590 633 610 West Garfield Street From the East West Garfield Street From the West Start Time South 29th Avenue From the North Intersection Totals PM Peak Period 1.00 Intersection Turning Movement Count Summary West Garfield Street & South 29th Avenue Bozeman, Montana 5/5/2010 N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_S-29th-Ave_PM_2010-05-05.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 3 3 2 5 1 7 4 0 2 4 4 1 36 87.80% 5.01% 11 0.55 R 1 0 1 0 0 0 1 0 1 1 0 0 5 12.20% 0.70% 1 0.25 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 22 35 33 29 27 16 20 28 27 16 29 20 302 94.38% 42.06% 124 0.89 R 2 0 1 2 0 0 0 3 4 2 1 0 15 4.69% 2.09% 3 0.38 Ped 1 0 0 1 0 0 0 0 0 1 0 0 3 0.94% 0.42% 1 0.25 L 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 28 32 25 27 30 32 22 32 38 33 28 24 351 98.32% 48.89% 114 0.89 Ped 0 0 2 1 0 0 0 1 1 0 0 1 6 1.68% 0.84% 3 0.38 57 70 64 65 58 55 47 64 73 57 62 46 718 100.00% 257 0.92 256 257 242 225 224 239 241 256 238 1.00 Hourly Volume Start Time South 29th Avenue From the North West Garfield Street From the East West Garfield Street From the West Intersection Totals Intersection Turning Movement Count Summary West Garfield Street & South 29th Avenue Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_S-29th-Ave_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 10 8 7 12 18 10 16 9 90 96.77% 8.16% 56 0.78 R 0 0 1 1 1 0 0 0 3 3.23% 0.27% 2 0.50 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 65 53 56 62 90 76 68 53 523 84.76% 47.42% 296 0.82 R 12 8 10 8 17 17 5 16 93 15.07% 8.43% 47 0.69 Ped 0 0 0 0 0 0 1 0 1 0.16% 0.09% 1 0.25 L 0 0 0 0 0 1 0 0 1 0.25% 0.09% 1 0.25 T 50 51 40 37 57 63 52 41 391 99.49% 35.45% 209 0.83 Ped 0 0 0 0 1 0 0 0 1 0.25% 0.09% 1 0.25 137 120 114 120 184 167 142 119 1103 100.00% 613 0.83 491 538 585 613 612 PM Peak Period 1.00 Intersection Turning Movement Count Summary West Garfield Street & Harmon Stream Boulevard Bozeman, Montana 5/5/2010 Hourly Volume West Garfield Street From the East West Garfield Street From the West Start Time Harmon Stream Boulevard From the North Intersection Totals N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_Harmon-Stream-Blvd_PM_2010-05-05.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 10 5 1 0 6 3 8 6 7 4 3 2 55 100.00% 8.38% 10 0.42 R 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 28 15 27 29 29 18 16 22 21 15 8 24 252 83.17% 38.41% 103 0.89 R 1 4 4 6 6 1 2 6 5 3 6 5 49 16.17% 7.47% 17 0.71 Ped 0 1 0 0 0 0 0 0 0 1 0 0 2 0.66% 0.30% 0 0.00 L 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 T 25 18 22 32 23 26 18 26 27 29 23 25 294 98.66% 44.82% 103 0.80 Ped 0 0 1 0 0 0 0 1 1 0 0 1 4 1.34% 0.61% 1 0.25 64 43 55 67 64 48 44 61 61 52 40 57 656 100.00% 234 0.87 229 229 234 223 217 214 218 214 210 1.00 Hourly Volume Start Time Harmon Stream Boulevard From the North West Garfield Street From the East West Garfield Street From the West Intersection Totals Intersection Turning Movement Count Summary West Garfield Street & Harmon Stream Boulevard Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period C:\Morrison-Maierle\PROJECTS\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_Harmon-Stream-Blvd_Sat-Midday_2010-05-15 Printed On: 5/26/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 4:00 4:15 4:30 4:45 5:00 5:15 5:30 5:45 Total % % Volume PHF L 25 31 25 31 26 25 31 22 216 35.64% 14.98% 113 0.91 T 51 47 47 35 48 64 48 49 389 64.19% 26.98% 195 0.76 Ped 0 0 0 0 1 0 0 0 1 0.17% 0.07% 1 0.25 T 46 60 58 67 62 95 73 60 521 98.12% 36.13% 297 0.78 R 0 3 0 2 0 0 1 2 8 1.51% 0.55% 3 0.38 Ped 0 0 0 0 1 0 1 0 2 0.38% 0.14% 2 0.50 L 2 1 1 1 0 3 1 0 9 2.95% 0.62% 5 0.42 R 24 30 43 36 37 58 31 37 296 97.05% 20.53% 162 0.70 Ped 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 148 172 174 172 175 245 186 170 1442 100.00% 778 0.79 Hourly Volume 666 693 766 778 776 Huffine Lane From the East Start Time Fowler Avenue From the North Fowler Avenue From the South Intersection Totals PM Peak Period 1.00 Intersection Turning Movement Count Summary Fowler Avenue & Technology Boulevard West Bozeman, Montana 5/5/2010 N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Fowler-Ave_Technology-Blvd-W_PM_2010-05-05.xlsx Printed On: 5/25/2010 Page 1/1 Intersection: Location: Date Count Performed: Count Time Period: Seasonal Adjustment Factor: Street/ Approach Total Peak Hour Road Movement 12:00 12:15 12:30 12:45 1:00 1:15 1:30 1:45 2:00 2:15 2:30 2:45 Total % % Volume PHF L 15 26 24 18 17 31 17 20 25 18 23 23 257 47.33% 24.34% 83 0.80 T 20 21 20 30 23 26 17 25 23 29 23 25 282 51.93% 26.70% 91 0.76 Ped 0 0 1 0 0 0 0 1 1 0 0 1 4 0.74% 0.38% 1 0.25 T 26 15 27 23 23 19 12 23 18 17 15 22 240 96.77% 22.73% 91 0.84 R 0 2 1 0 0 0 0 1 1 1 0 0 6 2.42% 0.57% 3 0.38 Ped 0 1 0 0 0 0 0 0 0 1 0 0 2 0.81% 0.19% 1 0.25 L 0 0 3 1 0 1 0 1 1 2 0 0 9 3.40% 0.85% 4 0.33 R 30 21 12 26 24 13 19 26 18 25 15 27 256 96.60% 24.24% 89 0.74 Ped 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00% 0.00% 0 0.00 91 86 88 98 87 90 65 97 87 93 76 98 1056 100.00% 363 0.93 363 359 363 340 339 339 342 353 354 1.00 Hourly Volume Start Time Fowler Avenue From the North Fowler Avenue From the South Technology Boulevard West From the East Intersection Totals Intersection Turning Movement Count Summary Fowler Avenue & Technology Boulevard West Bozeman, Montana 5/15/2010 Saturday, Midday Peak Period N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Fowler-Ave_Technology-Blvd-W_Sat-Midday_2010-05-15.xlsx Printed On: 5/26/2010 Appendix B Trip Generation Data Page 1/4 ITE Land Independent Total Use Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total 820 Shopping Center 1 1,000 SF Gross Leasable Area 69.6 1,494 1,494 2,988 125 136 261 180 166 346 1,494 1,494 2,988 125 136 261 180 166 346 1 Land Use: 820 - Shopping Center (Independent Variable: 1,000 Sq. Feet Gross Leasable Area) Source: ITE Trip Generation, 7th Edition , Institute of Transportation Engineers, 2003 Average Vehicle Trip Ends On a: Saturday, Peak Hour of Generator Average Vehicle Trip Ends On a: Weekday Average Vehicle Trip Ends On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. TRIP GENERATION CALCULATIONS - ESTIMATED TOTAL TRIPS Estimated Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: Average Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T = Average Vehicle Trip Ends X = Independent Variable Units Average Weekday Trips Average PM Peak Hour Trips Avg Saturday Peak Hour Trips Totals 50% Entering 50% Exiting R2 = **** Average Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T = 42.94(X) T = 4.97(X) 52% Entering 48% Exiting T =3.75(X) 48% Entering 52% Exiting R2 = **** T = Average Vehicle Trip Ends R2 = **** X = Independent Variable Units T = Average Vehicle Trip Ends X = Independent Variable Units N:\3638\013\DOCS\TRANSPORTATION\Trip Generation\Trip-Generation_Kohls_Bozeman.xlsx Printed On: 5/26/2010 Page 2/4 ITE Land Independent Total Use Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total 820 Shopping Center1 1,000 SF Gross Leasable Area 69.6 60 60 120 5 5 10 7 7 14 60 60 120 5 5 10 7 7 14 1 Land Use: 820 - Shopping Center (Independent Variable: 1,000 Sq. Feet Gross Leasable Area) Weekday Average Vehicle Trip Ends On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Average Vehicle Trip Ends On a: Saturday, Peak Hour of Generator T = 4%[4.97(X)] Estimated Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T = 4%[42.94(X)] 50% Entering 50% Exiting R 2 T = Average Vehicle Trip Ends = **** X = Independent Variable Units Estimated Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T =4%[3.75(X)] 48% Entering 52% Exiting R 2 T = Average Vehicle Trip Ends = **** X = Independent Variable Units Estimated Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: TRIP GENERATION CALCULATIONS - ESTIMATED BICYCLE & PEDESTRIAN TRIPS Average Weekday Trips Average PM Peak Hour Trips Avg Saturday Peak Hour Trips Totals Average Vehicle Trip Ends On a: Assumed Trip Generation Percentages Saturday, Peak Hour of Generator T = 4%[4.97(X)] 52% Entering 48% Exiting R 2 T = Average Vehicle Trip Ends = **** X = Independent Variable Units N:\3638\013\DOCS\TRANSPORTATION\Trip Generation\Trip-Generation_Kohls_Bozeman.xlsx Printed On: 5/26/2010 Page 3/4 ITE Land Independent Total Use Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total 820 Shopping Center 1 1,000 SF Gross Leasable Area 69.6 315 316 631 41 44 85 45 41 86 315 316 631 41 44 85 45 41 86 1 Land Use: 820 - Shopping Center (Independent Variable: 1,000 Sq. Feet Gross Leasable Area) Source: ITE Trip Generation, 7th Edition , Institute of Transportation Engineers, 2003 No. of Pass-By Surveys: 100 Standard Deviation of Pass-By Survey Data: 16% Range of Surveyed Pass-By Rates: 81% Standard Deviation of Pass-By Data Mean: 12% Average P.M. Pass-By Trip %: 34% Assumed Weekday Pass-By Trip %: 22% Source: ITE Trip Generation Handbook, 2nd Edition , Institute of Transportation Engineers, June 2004 Average Vehicle Trip Ends On a: Saturday, Peak Hour of Generator Average Vehicle Trip Ends On a: Weekday Average Vehicle Trip Ends On a: Weekday, Peak Hour of Adjacent Street Traffic, One Hour Between 4 and 6 p.m. Avg Saturday Peak Hour Trips Totals Assumed Pass-By Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T = 22% [42.94(X) - Bicycle & Pedestrian Trips ] 50% Entering 50% Exiting T = Average Vehicle Trip Ends R2 = **** X = Independent Variable Units TRIP GENERATION CALCULATIONS - ESTIMATED PASS-BY TRIPS Average Weekday Trips Average PM Peak Hour Trips Assumed Pass-By Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T = 34% [3.75(X) - Bicycle & Pedestrian Trips ] 48% Entering 52% Exiting T = Average Vehicle Trip Ends R2 = **** X = Independent Variable Units Assumed Pass-By Trip Generation Rate Equation: Directional Distribution: Coefficient of Determination: T = 26% [4.97(X) - Bicycle & Pedestrian Trips ] 52% Entering 48% Exiting T = Average Vehicle Trip Ends R2 = **** X = Independent Variable Units N:\3638\013\DOCS\TRANSPORTATION\Trip Generation\Trip-Generation_Kohls_Bozeman.xlsx Printed On: 5/26/2010 Page 4/4 ITE Land Independent Total Use Code Land Use Description Variable Units Enter Exit Total Enter Exit Total Enter Exit Total 820 Shopping Center 1 1,000 SF Gross Leasable Area 69.6 1,119 1,118 2,237 79 87 166 128 118 246 1,119 1,118 2,237 79 87 166 128 118 246 Avg Saturday Peak Hour Trips Totals TRIP GENERATION CALCULATIONS - ESTIMATED NET NEW TRIPS Average Weekday Trips Average PM Peak Hour Trips N:\3638\013\DOCS\TRANSPORTATION\Trip Generation\Trip-Generation_Kohls_Bozeman.xlsx Printed On: 5/26/2010 Appendix C Capacity and Level of Service Analyses: Existing Conditions KOHL'S - Traffic Impact Study 06/02/10 Existing Conditions (2010) Analyses 11:08:08 Weekday, PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - Huffine Lane & Fowler Avenue V/C 0.431 (Critical V/C 0.607) Control Delay 17.4 Level of Service B Sq 11 Phase 1 Phase 2 **/** North G/C=0.347 G/C=0.520 G= 31.2" G= 46.8" Y+R= 6.0" Y+R= 6.0" Off= 0.0% Off=41.3% C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 20.8 C+ R+ T 24/2 0.140 0.347 1063 1214 139 0.114 20.0 C+ 58 ft L 12/1 0.192 0.347 313 406 118 0.291 21.8 C+ 102 ft NB Approach 27.1 C+ R 12/1 0.122 0.347 422 560 5 0.009 19.3 B 4 ft T 12/1 0.184 0.347 538 656 188 0.287 21.6 C+ 157 ft L 12/1 0.324 0.347 340 436 308 0.706 30.6 *C 319 ft WB Approach 15.5 B R+ T 24/2 0.335 0.520 1763 1827 990 0.542 15.6 *B 394 ft L 12/1 0.146 0.520 301 357 22 0.062 10.8 B+ 13 ft EB Approach 13.0 B+ R 12/1 0.215 0.520 760 837 157 0.188 12.0 B+ 105 ft T 24/2 0.260 0.520 1795 1859 667 0.359 13.3 B+ 242 ft L 12/1 0.204 0.520 171 215 37 0.171 11.8 B+ 24 ft KOHL'S - Traffic Impact Study 06/02/10 Existing Conditions (2010) Analyses 11:08:53 Saturday, Midday Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - Huffine Lane & Fowler Avenue V/C 0.304 (Critical V/C 0.335) Control Delay 14.7 Level of Service B+ Sq 11 Phase 1 Phase 2 **/** North G/C=0.347 G/C=0.520 G= 31.2" G= 46.8" Y+R= 6.0" Y+R= 6.0" Off= 0.0% Off=41.3% C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 20.7 C+ R+ T 24/2 0.129 0.347 1047 1197 69 0.058 19.6 B 28 ft L 12/1 0.176 0.347 371 471 116 0.246 21.3 C+ 98 ft NB Approach 21.1 C+ R 12/1 0.130 0.347 422 560 15 0.027 19.5 B 13 ft T 12/1 0.134 0.347 536 653 49 0.075 19.8 B 39 ft L 12/1 0.190 0.347 365 465 136 0.292 21.7 *C+ 116 ft WB Approach 13.1 B+ R+ T 24/2 0.257 0.520 1772 1836 641 0.349 13.2 *B+ 231 ft L 12/1 0.149 0.520 296 351 24 0.068 10.8 B+ 15 ft EB Approach 13.0 B+ R 12/1 0.176 0.520 753 830 85 0.102 11.2 B+ 57 ft T 24/2 0.262 0.520 1801 1864 677 0.363 13.3 B+ 245 ft L 12/1 0.146 0.520 314 370 23 0.062 10.8 B+ 14 ft TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection Huffine Ln / Harmon Stream Jurisdiction MDT / City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Huffine Lane (US 191) North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 55 774 19 88 959 9 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 61 860 21 97 1065 10 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 79 19 6 128 Peak-Hour Factor, PHF 1.00 1.00 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 0 0 87 21 6 142 Percent Heavy Vehicles 0 0 1 0 0 1 Percent Grade (%) 3 3 Flared Approach N Y Storage 0 2 RT Channelized 1 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R LTR v (veh/h) 61 97 87 169 C (m) (veh/h) 735 776 593 407 v/c 0.08 0.13 0.15 0.42 95% queue length 0.27 0.43 0.51 2.00 Control Delay (s/veh) 10.3 10.3 12.1 24.3 LOS B B B C Approach Delay (s/veh) -- -- 12.1 24.3 Approach LOS -- -- B C Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 9:36 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection Huffine Ln / Harmon Stream Jurisdiction MDT / City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Huffine Lane (US 191) North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 130 612 8 53 629 16 Peak-Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR (veh/h) 135 637 8 55 655 16 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 62 22 2 97 Peak-Hour Factor, PHF 1.00 1.00 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR (veh/h) 0 0 64 22 2 101 Percent Heavy Vehicles 0 0 1 0 0 2 Percent Grade (%) 3 3 Flared Approach N Y Storage 0 2 RT Channelized 1 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R LTR v (veh/h) 135 55 64 125 C (m) (veh/h) 1081 948 698 1031 v/c 0.12 0.06 0.09 0.12 95% queue length 0.43 0.18 0.30 0.41 Control Delay (s/veh) 8.8 9.0 10.7 12.4 LOS A A B B Approach Delay (s/veh) -- -- 10.7 12.4 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 3:42 PM KOHL'S - Traffic Impact Study 05/26/10 Existing Conditions (2010) Analyses 09:52:45 Weekday, PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 2 - Huffine Lane & W College St V/C 0.410 (Critical V/C 0.560) Control Delay 18.2 Level of Service B Sq 42 Phase 1 Phase 2 Phase 3 Phase 4 **/** North m G/C=0.089 G/C=0.235 G/C=0.067 G/C=0.437 G= 8.0" G= 21.2" G= 6.0" G= 39.3" Y+R= 3.5" Y+R= 6.0" Y+R= 0.0" Y+R= 6.0" Off= 0.0% Off=12.8% Off=43.0% Off=49.6% C= 90 sec G= 74.5 sec = 82.8% Y=15.5 sec = 17.2% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 22.0 C+ R 14/1 0.142 0.235 216 405 34 0.084 27.3 C+ 35 ft T 12/1 0.138 0.235 299 447 60 0.134 27.3 C+ 56 ft L 12/1 0.000 0.089 407 494 149 0.302 18.7 *B 121 ft NB Approach 27.2 C+ R+ T 12/1 0.153 0.235 294 441 104 0.236 28.1 *C 98 ft L 12/1 0.057 0.089 442 531 377 0.710 26.9 C+ 376 ft WB Approach 15.2 B R+ T 24/2 0.299 0.504 1644 1718 801 0.466 15.4 B 312 ft L 13/1 0.000 0.022 331 397 38 0.096 10.9 *B+ 23 ft EB Approach 14.9 B+ R 12/1 0.257 0.593 896 951 238 0.250 9.4 A 142 ft T 24/2 0.233 0.437 1446 1559 535 0.343 17.4 *B 219 ft L 12/1 0.169 0.437 218 278 38 0.137 15.4 B 28 ft KOHL'S - Traffic Impact Study 05/26/10 Existing Conditions (2010) Analyses 15:10:56 Saturday, Midday Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 2 - Huffine Lane & W College St V/C 0.259 (Critical V/C 0.339) Control Delay 15.9 Level of Service B Sq 42 Phase 1 Phase 2 Phase 3 Phase 4 **/** North m G/C=0.089 G/C=0.235 G/C=0.067 G/C=0.437 G= 8.0" G= 21.2" G= 6.0" G= 39.3" Y+R= 3.5" Y+R= 6.0" Y+R= 0.0" Y+R= 6.0" Off= 0.0% Off=12.8% Off=43.0% Off=49.6% C= 90 sec G= 74.5 sec = 82.8% Y=15.5 sec = 17.2% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 21.3 C+ R 14/1 0.135 0.235 216 405 23 0.057 26.9 C+ 24 ft T 12/1 0.129 0.235 299 447 34 0.076 26.9 C+ 31 ft L 12/1 0.000 0.089 447 536 89 0.166 17.7 *B 68 ft NB Approach 21.1 C+ R+ T 12/1 0.138 0.235 295 442 60 0.136 27.3 *C+ 56 ft L 12/1 0.000 0.089 466 556 196 0.353 19.2 B 162 ft WB Approach 13.5 B+ R+ T 24/2 0.241 0.504 1664 1738 552 0.318 13.7 B+ 203 ft L 13/1 0.000 0.022 401 468 29 0.062 10.6 *B+ 17 ft EB Approach 14.7 B+ R 12/1 0.198 0.593 896 951 124 0.130 8.4 A 72 ft T 24/2 0.208 0.437 1446 1559 414 0.266 16.6 *B 167 ft L 12/1 0.146 0.437 301 370 29 0.078 14.9 B+ 20 ft TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 29th Ave Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 31 310 17 426 18 Peak-Hour Factor, PHF 0.81 0.81 0.81 1.00 0.81 0.81 Hourly Flow Rate, HFR (veh/h) 38 382 20 0 525 22 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 22 3 10 Peak-Hour Factor, PHF 1.00 1.00 0.81 0.81 1.00 0.81 Hourly Flow Rate, HFR (veh/h) 0 0 27 3 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 2 -2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R LR v (veh/h) 38 27 15 C (m) (veh/h) 1011 656 442 v/c 0.04 0.04 0.03 95% queue length 0.12 0.13 0.11 Control Delay (s/veh) 8.7 10.7 13.4 LOS A B B Approach Delay (s/veh) -- -- 10.7 13.4 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 10:12 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 29th Ave Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 9 183 12 241 4 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 0.94 0.94 Hourly Flow Rate, HFR (veh/h) 9 194 12 0 256 4 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 2 0 1 Peak-Hour Factor, PHF 1.00 1.00 0.94 0.94 1.00 0.94 Hourly Flow Rate, HFR (veh/h) 0 0 2 0 0 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 2 -2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R LR v (veh/h) 9 2 1 C (m) (veh/h) 1350 833 898 v/c 0.01 0.00 0.00 95% queue length 0.02 0.01 0.00 Control Delay (s/veh) 7.7 9.3 9.0 LOS A A A Approach Delay (s/veh) -- -- 9.3 9.0 Approach LOS -- -- A A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/27/2010 8:40 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / Professional Dr Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: Professional Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 14 331 430 40 Peak-Hour Factor, PHF 0.84 0.84 1.00 1.00 0.84 0.84 Hourly Flow Rate, HFR (veh/h) 16 394 0 0 511 47 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 35 21 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84 Hourly Flow Rate, HFR (veh/h) 0 0 0 41 0 25 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 16 66 C (m) (veh/h) 1019 344 v/c 0.02 0.19 95% queue length 0.05 0.70 Control Delay (s/veh) 8.6 17.9 LOS A C Approach Delay (s/veh) -- -- 17.9 Approach LOS -- -- C Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 10:17 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / Professional Dr Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: Professional Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 8 196 228 19 Peak-Hour Factor, PHF 0.89 0.89 1.00 1.00 0.89 0.89 Hourly Flow Rate, HFR (veh/h) 8 220 0 0 256 21 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 9 9 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.89 1.00 0.89 Hourly Flow Rate, HFR (veh/h) 0 0 0 10 0 10 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 8 20 C (m) (veh/h) 1298 626 v/c 0.01 0.03 95% queue length 0.02 0.10 Control Delay (s/veh) 7.8 10.9 LOS A B Approach Delay (s/veh) -- -- 10.9 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/27/2010 8:56 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 46 336 11 8 410 182 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 53 390 12 9 476 211 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 15 27 62 73 20 38 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 17 31 72 84 23 44 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 53 9 120 151 C (m) (veh/h) 907 1155 372 150 v/c 0.06 0.01 0.32 1.01 95% queue length 0.19 0.02 1.37 7.59 Control Delay (s/veh) 9.2 8.1 22.8 134.8 LOS A A C F Approach Delay (s/veh) -- -- 22.8 134.8 Approach LOS -- -- C F Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 10:25 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 25 239 2 6 209 46 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 30 287 2 7 251 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 4 4 44 3 32 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 6 4 4 53 3 38 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 30 7 14 94 C (m) (veh/h) 1266 1281 493 589 v/c 0.02 0.01 0.03 0.16 95% queue length 0.07 0.02 0.09 0.56 Control Delay (s/veh) 7.9 7.8 13.9 14.3 LOS A A B B Approach Delay (s/veh) -- -- 13.9 14.3 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/27/2010 9:00 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W Garfield St / Research Dr Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Research Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 4 253 341 12 Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR (veh/h) 4 287 0 0 387 13 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 52 29 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR (veh/h) 0 0 0 59 0 32 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 4 91 C (m) (veh/h) 1166 471 v/c 0.00 0.19 95% queue length 0.01 0.71 Control Delay (s/veh) 8.1 14.5 LOS A B Approach Delay (s/veh) -- -- 14.5 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 2:20 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W Garfield St / Research Dr Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Research Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 1 131 115 6 Peak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 1 142 0 0 124 6 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 2 2 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.92 1.00 0.92 Hourly Flow Rate, HFR (veh/h) 0 0 0 2 0 2 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 1 4 C (m) (veh/h) 1468 820 v/c 0.00 0.00 95% queue length 0.00 0.01 Control Delay (s/veh) 7.5 9.4 LOS A A Approach Delay (s/veh) -- -- 9.4 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/27/2010 9:02 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W Garfield St / S 29th Ave Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 4 256 328 5 Peak-Hour Factor, PHF 0.82 0.82 1.00 1.00 0.82 0.82 Hourly Flow Rate, HFR (veh/h) 4 312 0 0 400 6 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 16 22 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.82 1.00 0.82 Hourly Flow Rate, HFR (veh/h) 0 0 0 19 0 26 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 4 45 C (m) (veh/h) 1160 509 v/c 0.00 0.09 95% queue length 0.01 0.29 Control Delay (s/veh) 8.1 12.8 LOS A B Approach Delay (s/veh) -- -- 12.8 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/26/2010 2:25 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W Garfield St / S 29th Ave Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 114 124 3 Peak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 0 123 0 0 134 3 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 11 1 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.92 1.00 0.92 Hourly Flow Rate, HFR (veh/h) 0 0 0 11 0 1 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 0 12 C (m) (veh/h) 1459 744 v/c 0.00 0.02 95% queue length 0.00 0.05 Control Delay (s/veh) 7.5 9.9 LOS A A Approach Delay (s/veh) -- -- 9.9 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 5/27/2010 9:05 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W Garfield St / Harmon Stream Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 1 204 302 48 Peak-Hour Factor, PHF 0.83 0.83 1.00 1.00 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 1 245 0 0 363 57 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 56 2 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.83 1.00 0.83 Hourly Flow Rate, HFR (veh/h) 0 0 0 67 0 2 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 1 69 C (m) (veh/h) 1150 446 v/c 0.00 0.15 95% queue length 0.00 0.54 Control Delay (s/veh) 8.1 14.5 LOS A B Approach Delay (s/veh) -- -- 14.5 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/1/2010 2:34 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W Garfield St / Harmon Stream Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 100 107 18 Peak-Hour Factor, PHF 0.87 0.87 1.00 1.00 0.87 0.87 Hourly Flow Rate, HFR (veh/h) 0 114 0 0 122 20 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 14 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.87 1.00 0.87 Hourly Flow Rate, HFR (veh/h) 0 0 0 16 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 0 16 C (m) (veh/h) 1453 747 v/c 0.00 0.02 95% queue length 0.00 0.07 Control Delay (s/veh) 7.5 9.9 LOS A A Approach Delay (s/veh) -- -- 9.9 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/1/2010 2:35 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Hour Intersection Fowler Ave / Technology Blvd W Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Technology Boulevard West North/South Street: Fowler Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 300 4 113 200 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 Hourly Flow Rate, HFR (veh/h) 0 379 5 143 253 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 162 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 Hourly Flow Rate, HFR (veh/h) 0 0 0 6 0 205 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v (veh/h) 143 6 205 C (m) (veh/h) 1244 408 936 v/c 0.11 0.01 0.22 95% queue length 0.39 0.04 0.83 Control Delay (s/veh) 8.3 14.0 9.9 LOS A B A Approach Delay (s/veh) -- -- 10.0 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/1/2010 2:32 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection Fowler Ave / Technology Blvd W Jurisdiction City of Bozeman Analysis Year Existing Conditions (2010) Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Technology Boulevard West North/South Street: Fowler Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 103 4 83 95 Peak-Hour Factor, PHF 0.79 0.93 0.93 0.93 0.93 0.79 Hourly Flow Rate, HFR (veh/h) 0 110 4 89 102 0 Percent Heavy Vehicles 0 -- -- 1 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 89 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.93 0.79 0.93 Hourly Flow Rate, HFR (veh/h) 0 0 0 5 0 95 Percent Heavy Vehicles 0 0 0 11 0 1 Percent Grade (%) 0 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v (veh/h) 89 5 95 C (m) (veh/h) 1567 624 1046 v/c 0.06 0.01 0.09 95% queue length 0.18 0.02 0.30 Control Delay (s/veh) 7.4 10.8 8.8 LOS A B A Approach Delay (s/veh) -- -- 8.9 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/1/2010 2:33 PM Appendix D Capacity and Level of Service Analyses: Estimated 2011 Total Traffic KOHL'S - Traffic Impact Study 06/02/10 2011 Total Traffic Analyses 11:09:31 Weekday, PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - Huffine Lane & Fowler Avenue V/C 0.450 (Critical V/C 0.645) Control Delay 18.7 Level of Service B Sq 11 Phase 1 Phase 2 **/** North G/C=0.347 G/C=0.520 G= 31.2" G= 46.8" Y+R= 6.0" Y+R= 6.0" Off= 0.0% Off=41.3% C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 21.1 C+ R+ T 24/2 0.140 0.347 1063 1214 140 0.115 20.1 C+ 59 ft L 12/1 0.207 0.347 297 387 129 0.333 22.2 C+ 113 ft NB Approach 32.0 C R 12/1 0.122 0.347 422 560 5 0.009 19.3 B 4 ft T 12/1 0.194 0.347 538 656 209 0.319 21.9 C+ 177 ft L 12/1 0.358 0.347 340 436 355 0.814 38.1 *D+ 398 ft WB Approach 15.3 B R+ T 24/2 0.331 0.520 1763 1827 971 0.531 15.4 *B 384 ft L 12/1 0.147 0.520 291 346 22 0.064 10.8 B+ 13 ft EB Approach 13.1 B+ R 12/1 0.218 0.520 760 837 163 0.195 12.1 B+ 110 ft T 24/2 0.265 0.520 1795 1859 688 0.370 13.4 B+ 250 ft L 12/1 0.199 0.520 177 222 37 0.166 11.7 B+ 24 ft KOHL'S - Traffic Impact Study 06/02/10 2011 Total Traffic Analyses 11:10:10 Saturday, Midday Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 1 - Huffine Lane & Fowler Avenue V/C 0.318 (Critical V/C 0.391) Control Delay 15.2 Level of Service B Sq 11 Phase 1 Phase 2 **/** North G/C=0.347 G/C=0.520 G= 31.2" G= 46.8" Y+R= 6.0" Y+R= 6.0" Off= 0.0% Off=41.3% C= 90 sec G= 78.0 sec = 86.7% Y=12.0 sec = 13.3% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 21.0 C+ R+ T 24/2 0.130 0.347 1050 1200 73 0.061 19.6 B 30 ft L 12/1 0.189 0.347 361 460 132 0.287 21.7 C+ 113 ft NB Approach 22.0 C+ R 12/1 0.130 0.347 422 560 15 0.027 19.5 B 13 ft T 12/1 0.142 0.347 536 653 73 0.112 20.1 C+ 58 ft L 12/1 0.228 0.347 364 463 188 0.406 22.9 *C+ 168 ft WB Approach 13.0 B+ R+ T 24/2 0.252 0.520 1772 1836 619 0.337 13.1 *B+ 223 ft L 12/1 0.151 0.520 281 335 24 0.072 10.9 B+ 15 ft EB Approach 13.2 B+ R 12/1 0.182 0.520 753 830 95 0.114 11.3 B+ 64 ft T 24/2 0.269 0.520 1801 1864 709 0.380 13.5 B+ 258 ft L 12/1 0.145 0.520 325 382 23 0.060 10.8 B+ 14 ft TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection Huffine Ln / Harmon Stream Jurisdiction MDT / City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Huffine Lane (US 191) North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 55 778 44 113 941 9 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 61 864 48 125 1045 10 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 111 19 7 128 Peak-Hour Factor, PHF 1.00 1.00 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR (veh/h) 0 0 123 21 7 142 Percent Heavy Vehicles 0 0 1 0 0 1 Percent Grade (%) 3 3 Flared Approach N Y Storage 0 2 RT Channelized 1 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R LTR v (veh/h) 61 125 123 170 C (m) (veh/h) 749 755 580 322 v/c 0.08 0.17 0.21 0.53 95% queue length 0.27 0.59 0.80 2.91 Control Delay (s/veh) 10.2 10.7 12.9 30.8 LOS B B B D Approach Delay (s/veh) -- -- 12.9 30.8 Approach LOS -- -- B D Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:06 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection Huffine Ln / Harmon Stream Jurisdiction MDT / City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Huffine Lane (US 191) North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 130 620 46 84 608 16 Peak-Hour Factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR (veh/h) 135 645 47 87 633 16 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Two Way Left Turn Lane RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 103 22 4 97 Peak-Hour Factor, PHF 1.00 1.00 0.96 0.96 0.96 0.96 Hourly Flow Rate, HFR (veh/h) 0 0 107 22 4 101 Percent Heavy Vehicles 0 0 1 0 0 2 Percent Grade (%) 3 3 Flared Approach N Y Storage 0 2 RT Channelized 1 0 Lanes 0 0 1 0 1 0 Configuration R LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R LTR v (veh/h) 135 87 107 127 C (m) (veh/h) 1105 911 677 694 v/c 0.12 0.10 0.16 0.18 95% queue length 0.42 0.32 0.56 0.67 Control Delay (s/veh) 8.7 9.4 11.3 14.8 LOS A A B B Approach Delay (s/veh) -- -- 11.3 14.8 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:08 AM KOHL'S - Traffic Impact Study 06/02/10 2011 Total Traffic Analyses 07:33:35 Weekday, PM Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 2 - Huffine Lane & W College St V/C 0.415 (Critical V/C 0.566) Control Delay 18.3 Level of Service B Sq 42 Phase 1 Phase 2 Phase 3 Phase 4 **/** North m G/C=0.089 G/C=0.235 G/C=0.067 G/C=0.437 G= 8.0" G= 21.2" G= 6.0" G= 39.3" Y+R= 3.5" Y+R= 6.0" Y+R= 0.0" Y+R= 6.0" Off= 0.0% Off=12.8% Off=43.0% Off=49.6% C= 90 sec G= 74.5 sec = 82.8% Y=15.5 sec = 17.2% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 22.1 C+ R 14/1 0.142 0.235 216 405 34 0.084 27.3 C+ 35 ft T 12/1 0.139 0.235 299 447 63 0.141 27.4 C+ 58 ft L 12/1 0.000 0.089 407 494 149 0.302 18.7 *B 121 ft NB Approach 27.7 C R+ T 12/1 0.153 0.235 294 441 104 0.236 28.1 *C 98 ft L 12/1 0.061 0.089 440 529 382 0.722 27.5 C 384 ft WB Approach 15.2 B R+ T 24/2 0.299 0.504 1644 1718 803 0.467 15.4 B 313 ft L 13/1 0.000 0.022 320 385 52 0.135 11.1 *B+ 32 ft EB Approach 15.1 B R 12/1 0.263 0.593 896 951 251 0.264 9.5 A 151 ft T 24/2 0.237 0.437 1446 1559 556 0.357 17.5 *B 228 ft L 12/1 0.174 0.437 217 277 42 0.152 15.5 B 31 ft KOHL'S - Traffic Impact Study 06/02/10 2011 Total Traffic Analyses 07:38:30 Saturday, Midday Peak Hour SIGNAL2000/TEAPAC[Ver 2.81.11] - Capacity Analysis Summary Intersection Averages for Int # 2 - Huffine Lane & W College St V/C 0.264 (Critical V/C 0.316) Control Delay 15.9 Level of Service B Sq 42 Phase 1 Phase 2 Phase 3 Phase 4 **/** North m G/C=0.089 G/C=0.235 G/C=0.067 G/C=0.437 G= 8.0" G= 21.2" G= 6.0" G= 39.3" Y+R= 3.5" Y+R= 6.0" Y+R= 0.0" Y+R= 6.0" Off= 0.0% Off=12.8% Off=43.0% Off=49.6% C= 90 sec G= 74.5 sec = 82.8% Y=15.5 sec = 17.2% Ped= 0.0 sec = 0.0% Lane Width/ g/C Service Rate Adj HCM L Queue Group Lanes Reqd Used @C (vph) @E Volume v/c Delay S Model 1 SB Approach 21.4 C+ R 14/1 0.135 0.235 216 405 24 0.059 27.0 C+ 25 ft T 12/1 0.130 0.235 299 447 36 0.081 26.9 C+ 33 ft L 12/1 0.000 0.089 447 536 89 0.166 17.7 *B 68 ft NB Approach 21.1 C+ R+ T 12/1 0.138 0.235 295 442 60 0.136 27.3 *C+ 56 ft L 12/1 0.000 0.089 464 554 202 0.365 19.3 B 168 ft WB Approach 13.5 B+ R+ T 24/2 0.242 0.504 1664 1738 555 0.319 13.7 B+ 204 ft L 13/1 0.000 0.022 387 454 51 0.112 10.8 *B+ 31 ft EB Approach 14.7 B+ R 12/1 0.207 0.593 896 951 141 0.148 8.5 A 82 ft T 24/2 0.212 0.437 1446 1559 437 0.280 16.7 *B 176 ft L 12/1 0.151 0.437 300 369 35 0.095 15.0 B+ 25 ft TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 29th Ave Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 31 305 50 431 18 Peak-Hour Factor, PHF 0.81 0.81 0.81 1.00 0.81 0.81 Hourly Flow Rate, HFR (veh/h) 38 376 61 0 532 22 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 39 3 10 Peak-Hour Factor, PHF 1.00 1.00 0.81 0.81 1.00 0.81 Hourly Flow Rate, HFR (veh/h) 0 0 48 3 0 12 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 2 -2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R LR v (veh/h) 38 48 15 C (m) (veh/h) 1004 661 423 v/c 0.04 0.07 0.04 95% queue length 0.12 0.23 0.11 Control Delay (s/veh) 8.7 10.9 13.8 LOS A B B Approach Delay (s/veh) -- -- 10.9 13.8 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:10 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 29th Ave Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 9 179 60 246 4 Peak-Hour Factor, PHF 0.94 0.94 0.94 1.00 0.94 0.94 Hourly Flow Rate, HFR (veh/h) 9 190 63 0 261 4 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 0 1 0 Configuration LT R TR Upstream Signal 0 1 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 23 0 1 Peak-Hour Factor, PHF 1.00 1.00 0.94 0.94 1.00 0.94 Hourly Flow Rate, HFR (veh/h) 0 0 24 0 0 1 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 2 -2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 1 0 0 0 Configuration R LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT R LR v (veh/h) 9 24 1 C (m) (veh/h) 1346 837 894 v/c 0.01 0.03 0.00 95% queue length 0.02 0.09 0.00 Control Delay (s/veh) 7.7 9.4 9.0 LOS A A A Approach Delay (s/veh) -- -- 9.4 9.0 Approach LOS -- -- A A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:11 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / Professional Dr Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: Professional Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 15 342 434 40 Peak-Hour Factor, PHF 0.84 0.84 1.00 1.00 0.84 0.84 Hourly Flow Rate, HFR (veh/h) 17 407 0 0 516 47 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 35 22 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.84 1.00 0.84 Hourly Flow Rate, HFR (veh/h) 0 0 0 41 0 26 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 17 67 C (m) (veh/h) 1015 336 v/c 0.02 0.20 95% queue length 0.05 0.73 Control Delay (s/veh) 8.6 18.4 LOS A C Approach Delay (s/veh) -- -- 18.4 Approach LOS -- -- C Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:13 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/2/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / Professional Dr Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: Professional Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 9 212 233 19 Peak-Hour Factor, PHF 0.89 0.89 1.00 1.00 0.89 0.89 Hourly Flow Rate, HFR (veh/h) 10 238 0 0 261 21 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 9 10 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.89 1.00 0.89 Hourly Flow Rate, HFR (veh/h) 0 0 0 10 0 11 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 10 21 C (m) (veh/h) 1292 615 v/c 0.01 0.03 95% queue length 0.02 0.11 Control Delay (s/veh) 7.8 11.1 LOS A B Approach Delay (s/veh) -- -- 11.1 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:14 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/2/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 48 345 11 14 413 182 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 55 401 12 16 480 211 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 15 27 62 73 21 39 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 17 31 72 84 24 45 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 55 16 120 153 C (m) (veh/h) 904 1144 348 140 v/c 0.06 0.01 0.34 1.09 95% queue length 0.19 0.04 1.50 8.43 Control Delay (s/veh) 9.2 8.2 24.3 166.0 LOS A A C F Approach Delay (s/veh) -- -- 24.3 166.0 Approach LOS -- -- C F Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:15 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 27 253 2 16 213 46 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 32 304 2 19 256 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 4 4 44 5 33 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 6 4 4 53 6 39 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR LTR v (veh/h) 32 19 14 98 C (m) (veh/h) 1261 1261 448 528 v/c 0.03 0.02 0.03 0.19 95% queue length 0.08 0.05 0.10 0.68 Control Delay (s/veh) 7.9 7.9 14.7 15.4 LOS A A B C Approach Delay (s/veh) -- -- 14.7 15.4 Approach LOS -- -- B C Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:17 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W Garfield St / Research Dr Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Research Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 4 269 354 12 Peak-Hour Factor, PHF 0.88 0.88 1.00 1.00 0.88 0.88 Hourly Flow Rate, HFR (veh/h) 4 305 0 0 402 13 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 52 36 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.88 1.00 0.88 Hourly Flow Rate, HFR (veh/h) 0 0 0 59 0 40 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 4 99 C (m) (veh/h) 1151 465 v/c 0.00 0.21 95% queue length 0.01 0.80 Control Delay (s/veh) 8.1 14.8 LOS A B Approach Delay (s/veh) -- -- 14.8 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:18 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W Garfield St / Research Dr Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Research Drive Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 1 151 130 6 Peak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 1 164 0 0 141 6 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 2 14 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.92 1.00 0.92 Hourly Flow Rate, HFR (veh/h) 0 0 0 2 0 15 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 1 17 C (m) (veh/h) 1447 879 v/c 0.00 0.02 95% queue length 0.00 0.06 Control Delay (s/veh) 7.5 9.2 LOS A A Approach Delay (s/veh) -- -- 9.2 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:19 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 5/26/2010 Analysis Time Period Weekday, PM Peak Intersection W Garfield St / S 29th Ave Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 7 253 323 30 Peak-Hour Factor, PHF 0.82 0.82 1.00 1.00 0.82 0.82 Hourly Flow Rate, HFR (veh/h) 8 308 0 0 393 36 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 35 33 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.82 1.00 0.82 Hourly Flow Rate, HFR (veh/h) 0 0 0 42 0 40 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 8 82 C (m) (veh/h) 1137 479 v/c 0.01 0.17 95% queue length 0.02 0.61 Control Delay (s/veh) 8.2 14.1 LOS A B Approach Delay (s/veh) -- -- 14.1 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:21 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W Garfield St / S 29th Ave Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: South 29th Avenue Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 3 111 121 33 Peak-Hour Factor, PHF 0.92 0.92 1.00 1.00 0.92 0.92 Hourly Flow Rate, HFR (veh/h) 3 120 0 0 131 35 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 34 12 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.92 1.00 0.92 Hourly Flow Rate, HFR (veh/h) 0 0 0 36 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 0 Configuration LR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 3 49 C (m) (veh/h) 1424 758 v/c 0.00 0.06 95% queue length 0.01 0.21 Control Delay (s/veh) 7.5 10.1 LOS A B Approach Delay (s/veh) -- -- 10.1 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:23 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W Garfield St / Harmon Stream Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 1 204 308 48 Peak-Hour Factor, PHF 0.83 0.83 1.00 1.00 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 1 245 0 0 371 57 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 56 2 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.83 1.00 0.83 Hourly Flow Rate, HFR (veh/h) 0 0 0 67 0 2 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 1 69 C (m) (veh/h) 1142 441 v/c 0.00 0.16 95% queue length 0.00 0.55 Control Delay (s/veh) 8.2 14.7 LOS A B Approach Delay (s/veh) -- -- 14.7 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:24 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W Garfield St / Harmon Stream Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West Garfield Street North/South Street: Harmon Stream Boulevard Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 0 100 115 18 Peak-Hour Factor, PHF 0.87 0.87 1.00 1.00 0.87 0.87 Hourly Flow Rate, HFR (veh/h) 0 114 0 0 132 20 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LT TR Upstream Signal 0 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 14 0 Peak-Hour Factor, PHF 1.00 1.00 1.00 0.87 1.00 0.87 Hourly Flow Rate, HFR (veh/h) 0 0 0 16 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 Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LT LR v (veh/h) 0 16 C (m) (veh/h) 1441 737 v/c 0.00 0.02 95% queue length 0.00 0.07 Control Delay (s/veh) 7.5 10.0 LOS A A Approach Delay (s/veh) -- -- 10.0 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:25 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection Fowler Ave / Technology Blvd W Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Technology Boulevard West North/South Street: Fowler Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 306 4 121 200 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 Hourly Flow Rate, HFR (veh/h) 0 387 5 153 253 0 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 214 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 Hourly Flow Rate, HFR (veh/h) 0 0 0 6 0 270 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v (veh/h) 153 6 270 C (m) (veh/h) 1235 393 931 v/c 0.12 0.02 0.29 95% queue length 0.42 0.05 1.21 Control Delay (s/veh) 8.3 14.3 10.4 LOS A B B Approach Delay (s/veh) -- -- 10.5 Approach LOS -- -- B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:26 AM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection Fowler Ave / Technology Blvd W Jurisdiction City of Bozeman Analysis Year 2011 Total Traffic Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: Technology Boulevard West North/South Street: Fowler Avenue Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 111 4 97 95 Peak-Hour Factor, PHF 0.79 0.93 0.93 0.93 0.93 0.79 Hourly Flow Rate, HFR (veh/h) 0 119 4 104 102 0 Percent Heavy Vehicles 0 -- -- 1 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 0 2 0 1 2 0 Configuration T TR L T Upstream Signal 1 0 Minor Street Eastbound Westbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 153 Peak-Hour Factor, PHF 0.79 0.79 0.79 0.93 0.79 0.93 Hourly Flow Rate, HFR (veh/h) 0 0 0 5 0 164 Percent Heavy Vehicles 0 0 0 11 0 1 Percent Grade (%) 0 2 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 0 0 0 1 0 1 Configuration L R Delay, Queue Length, and Level of Service Approach Northbound Southbound Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v (veh/h) 104 5 164 C (m) (veh/h) 1554 592 1046 v/c 0.07 0.01 0.16 95% queue length 0.21 0.03 0.56 Control Delay (s/veh) 7.5 11.1 9.1 LOS A B A Approach Delay (s/veh) -- -- 9.1 Approach LOS -- -- A Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 8:27 AM Appendix E Capacity and Level of Service Analyses: Existing Conditions Mitigation Measures TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year Ex. Mitigation - SB LT Lane Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 46 336 11 8 410 182 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 53 390 12 9 476 211 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 15 27 62 73 20 38 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 17 31 72 84 23 44 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR L TR v (veh/h) 53 9 120 84 67 C (m) (veh/h) 907 1155 372 105 481 v/c 0.06 0.01 0.32 0.80 0.14 95% queue length 0.19 0.02 1.37 4.45 0.48 Control Delay (s/veh) 9.2 8.1 22.8 114.2 18.9 LOS A A C F C Approach Delay (s/veh) -- -- 22.8 71.9 Approach LOS -- -- C F Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 12:40 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year Ex. Mitigation - SB LT Lane Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 25 239 2 6 209 46 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 30 287 2 7 251 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 0 0 1 0 Configuration LTR LTR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 4 4 44 3 32 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 6 4 4 53 3 38 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration LTR LTR LTR L TR v (veh/h) 30 7 14 53 41 C (m) (veh/h) 1266 1281 493 351 796 v/c 0.02 0.01 0.03 0.15 0.05 95% queue length 0.07 0.02 0.09 0.53 0.16 Control Delay (s/veh) 7.9 7.8 13.9 17.1 10.5 LOS A A B C B Approach Delay (s/veh) -- -- 13.9 14.2 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 12:42 PM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St/S 23rd Ave Jurisdiction City of Bozeman Analysis Year Ex. Mitigation - All Way Stop Project ID KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 46 336 11 8 410 182 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 15 27 62 73 20 38 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 0.86 0.86 0.86 0.86 0.86 Flow Rate (veh/h) 455 696 120 84 67 % Heavy Vehicles 1 0 0 0 1 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.0 0.1 1.0 0.0 Prop. Right-Turns 0.0 0.3 0.6 0.0 0.7 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.2 -0.3 0.5 -0.4 Departure Headway and Service Time hd, initial value (s) 3.20 3.20 3.20 3.20 3.20 x, initial 0.40 0.62 0.11 0.07 0.06 hd, final value (s) 6.08 5.60 7.32 8.44 7.47 x, final value 0.77 1.08 0.24 0.20 0.14 Move-up time, m (s) 2.0 2.0 2.0 2.3 Service Time, ts (s) 4.1 3.6 5.3 6.1 5.2 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h) 586 696 370 334 317 Delay (s/veh) 26.33 82.63 12.67 13.20 11.37 LOS D F B B B Approach: Delay (s/veh) 26.33 82.63 12.67 12.39 LOS D F B B Intersection Delay (s/veh) 51.25 Intersection LOS F Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 12:51 PM ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St/S 23rd Ave Jurisdiction City of Bozeman Analysis Year Ex. Mitigation - All Way Stop Project ID KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Volume (veh/h) 25 239 2 6 209 46 %Thrus Left Lane Approach Northbound Southbound Movement L T R L T R Volume (veh/h) 5 4 4 44 3 32 %Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR L TR PHF 0.86 0.86 0.86 0.86 0.86 Flow Rate (veh/h) 308 302 13 51 40 % Heavy Vehicles 0 0 0 0 1 No. Lanes 1 1 1 2 Geometry Group 2 2 4a 5 Duration, T 0.25 Saturation Headway Adjustment Worksheet Prop. Left-Turns 0.1 0.0 0.4 1.0 0.0 Prop. Right-Turns 0.0 0.2 0.3 0.0 0.9 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.5 0.5 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.1 -0.1 0.5 -0.6 Departure Headway and Service Time hd, initial value (s) 3.20 3.20 3.20 3.20 3.20 x, initial 0.27 0.27 0.01 0.05 0.04 hd, final value (s) 4.56 4.46 5.48 6.42 5.27 x, final value 0.39 0.37 0.02 0.09 0.06 Move-up time, m (s) 2.0 2.0 2.0 2.3 Service Time, ts (s) 2.6 2.5 3.5 4.1 3.0 Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity (veh/h) 558 552 263 301 290 Delay (s/veh) 10.44 10.09 8.59 9.76 8.30 LOS B B A A A Approach: Delay (s/veh) 10.44 10.09 8.59 9.12 LOS B B A A Intersection Delay (s/veh) 10.09 Intersection LOS B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 12:53 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 46 336 11 8 410 182 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 53 390 12 9 476 211 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 15 27 62 73 20 38 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 17 31 72 84 23 44 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR L TR v (veh/h) 53 9 120 84 67 C (m) (veh/h) 905 1158 745 284 842 v/c 0.06 0.01 0.16 0.30 0.08 95% queue length 0.19 0.02 0.57 1.20 0.26 Control Delay (s/veh) 9.2 8.1 13.6 22.9 13.4 LOS A A B C B Approach Delay (s/veh) -- -- 13.6 18.7 Approach LOS -- -- B C Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 2:33 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year Ex. w/ College Widening Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 25 239 2 6 209 46 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 30 287 2 7 251 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 4 4 44 3 32 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 6 4 4 53 3 38 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR L TR v (veh/h) 30 7 14 53 41 C (m) (veh/h) 1266 1278 672 509 941 v/c 0.02 0.01 0.02 0.10 0.04 95% queue length 0.07 0.02 0.06 0.35 0.14 Control Delay (s/veh) 7.9 7.8 11.6 12.9 9.6 LOS A A B B A Approach Delay (s/veh) -- -- 11.6 11.5 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 2:34 PM Appendix F Capacity and Level of Service Analyses: 2011 Total Traffic Mitigation Measures TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/2/2010 Analysis Time Period Weekday, PM Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year 2011 w/ College Widening Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 48 345 11 14 413 182 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 55 401 12 16 480 211 Percent Heavy Vehicles 1 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 15 27 62 73 21 39 Peak-Hour Factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 Hourly Flow Rate, HFR (veh/h) 17 31 72 84 24 45 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR L TR v (veh/h) 55 16 120 84 69 C (m) (veh/h) 902 1147 718 273 799 v/c 0.06 0.01 0.17 0.31 0.09 95% queue length 0.19 0.04 0.60 1.27 0.28 Control Delay (s/veh) 9.3 8.2 13.9 23.9 13.6 LOS A A B C B Approach Delay (s/veh) -- -- 13.9 19.3 Approach LOS -- -- B C Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 2:59 PM TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst T. Eastwood Agency/Co. Morrison-Maierle, Inc. Date Performed 6/02/2010 Analysis Time Period Saturday, Midday Peak Hour Intersection W College St / S 23rd Ave Jurisdiction City of Bozeman Analysis Year 2011 w/ College Widening Project Description KOHL'S - Traffic Impact Study (MMI No. 3638.013.041.000318) East/West Street: West College Street North/South Street: S 23rd Ave / Technology Blvd Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement 1 2 3 4 5 6 L T R L T R Volume (veh/h) 27 253 2 16 213 46 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 32 304 2 19 256 55 Percent Heavy Vehicles 0 -- -- 0 -- -- Median Type Raised curb RT Channelized 0 0 Lanes 1 2 0 1 2 0 Configuration L T TR L T TR Upstream Signal 1 0 Minor Street Northbound Southbound Movement 7 8 9 10 11 12 L T R L T R Volume (veh/h) 5 4 4 44 5 33 Peak-Hour Factor, PHF 0.83 0.83 0.83 0.83 0.83 0.83 Hourly Flow Rate, HFR (veh/h) 6 4 4 53 6 39 Percent Heavy Vehicles 0 0 0 0 0 1 Percent Grade (%) 0 2 Flared Approach Y Y Storage 1 1 RT Channelized 0 0 Lanes 0 1 0 1 1 0 Configuration LTR L TR Delay, Queue Length, and Level of Service Approach Eastbound Westbound Northbound Southbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L LTR L TR v (veh/h) 32 19 14 53 45 C (m) (veh/h) 1261 1260 636 478 1003 v/c 0.03 0.02 0.02 0.11 0.04 95% queue length 0.08 0.05 0.07 0.37 0.14 Control Delay (s/veh) 7.9 7.9 12.0 13.5 9.9 LOS A A B B A Approach Delay (s/veh) -- -- 12.0 11.8 Approach LOS -- -- B B Copyright © 2007 University of Florida, All Rights Reserved HCS+TM Version 5.3 Generated: 6/2/2010 3:01 PM Appendix G Alternative Traffic Control Warrant Evaluations Page 1/3 Multi-Way Stop Installation Evaluation Intersection of West College Street & South 23rd Avenue Analysis Case: Existing Conditions with 2010 Count Data MMI Project Number: 3638.013.041.000318 Background Intersection Information Major Roadway: West College Street Posted or 85% Speed: 35 mph (Posted) Approach Lanes: 1 Distance to Nearest Traffic Signal: Minor Roadway: South 23rd Avenue (Y or N) N Posted or 85% Speed: 25 mph (Posted) Approach Lanes: 1 Total Number of Approaches: 4 Traffic Count Data Collected From: Traffic Count Data 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 31 22 16 9 8 19 68 243 58 27 14 14 3 21 56 171 0 1 1 1 0 1 4 6 9 9 6 4 3 6 30 106 Roadway Hour Beginning Technology Blvd NB S 23rd Ave SB 1,180 (South 19th Avenue) W College St EB W College St WB 05/04/2010 to 05/05/2010 Community with a population less than 10,000 or speeds above 40 mph on the major street? N:\3638\013\DOCS\TRANSPORTATION\Multi-Way Stop Evaluation\Multi-Way-Stop_W-College-St_S-23rd-Ave.xls Printed On: 5/26/2010 9 9 6 4 3 6 30 106 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 89 49 30 23 11 40 124 414 9 10 7 5 3 7 34 112 98 59 37 28 14 47 158 526 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 291 244 225 315 336 324 299 334 304 231 307 362 470 441 365 447 43 16 45 42 76 46 46 45 122 142 94 152 149 130 120 121 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 595 475 532 677 806 765 664 781 165 158 139 194 225 176 166 166 760 633 671 871 1,031 941 830 947 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 343 339 283 202 151 146 80 44 510 557 352 292 216 190 127 60 70 109 28 13 6 15 12 3 147 141 127 118 87 60 57 21 9 6 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 853 896 635 494 367 336 207 104 226 256 155 131 93 75 69 24 1,070 1,146 790 625 460 411 276 128 Hour Beginning Page 2/3 Criterion A: Traffic Signal Contol Justified Is traffic signal control justified at this intersection (Yes or No)? No If yes, then is a multi-way stop necessary as an interim measure while arrangements are being made for installation of the traffic control signal (Yes or No)? No Minimum criteria satisfied for Criterion A? Criterion B: Crash Experience Reported Number of Crashes Correctable by a Multi-Way Stop Installation 5 crashes a Criterion minimum crashes determined from Section 2B.07.B in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Criterion B? Not Evaluated Minimum criteria satisfied for Criterion B? Criterion C: Minimum Volumes Not Evaluated well as right-angle collisions. Minimuma Not Evaluated crash(es) No Reported number of crashes, of types susceptible to correction by a multi- way stop installation. Such crashes include right- and left-turn collisions as Criterion N:\3638\013\DOCS\TRANSPORTATION\Multi-Way Stop Evaluation\Multi-Way-Stop_W-College-St_S-23rd-Ave.xls Printed On: 5/26/2010 Criterion C: Minimum Volumes 1 2 3 4 5 6 7 8 17:00 16:00 12:00 15:00 13:00 11:00 14:00 18:00 896 853 806 781 765 677 664 635 250 217 225 166 176 194 166 155 1,146 1,070 1,031 947 941 871 830 790 3 a Warrant minimum volumes determined from Section 2B.07.C in the Manual on Uniform Traffic Control Devices, 2009 Edition. sec/veh Is the criteria satisfied for Criterion C? No Minimum criteria satisfied for Criterion C? No Criterion C.2 - Average Delay on Minor Street Approach Criterion Minimuma 134.8 30 sec/veh Average Vehicular Delay on Higher Volume Minor Street Approach Total Number of Major Street = 635 300 N/A Qualifying Hours Minor Approaches = 155 200 N/A Total Entering Volume Eighth Highest Vehicular Volume (VPH) Criterion Minimum Volumes (VPH)a 100% 70% Minor Approaches Major Street Total Hour Beginning Eight Highest Vehicular Volume Hours N:\3638\013\DOCS\TRANSPORTATION\Multi-Way Stop Evaluation\Multi-Way-Stop_W-College-St_S-23rd-Ave.xls Printed On: 5/26/2010 Page 3/3 Criterion D: 80% of Criterion B, C.1, and C.2 Reported Number of Crashes Correctable by a Multi-Way Stop Installation 4 crashes a Criterion minimum crashes determined from Section 2B.07.B in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for 80% of Criterion B? Not Evaluated Condition C.1: Minimum Volume on Major Street Approaches 15 a Warrant minimum volumes determined from Section 2B.07.C in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for 80% of Criterion C.1? Yes Condition C.2: Minimum Volume on Minor Street Approaches Plus Average Delay Major Street = 635 80% Criterion Minimum Volumes Total Number of Qualifying Hours 240 Eighth Highest 80% Criterion Vehicular Volume (VPH) Minimum Volumes Total Number of Qualifying Hours Reported number of crashes, of types susceptible to correction by a multi- way stop installation. Such crashes include right- and left-turn collisions as Criterion well as right-angle collisions. Minimuma Not Evaluated crash(es) Eighth Highest Vehicular Volume (VPH) N:\3638\013\DOCS\TRANSPORTATION\Multi-Way Stop Evaluation\Multi-Way-Stop_W-College-St_S-23rd-Ave.xls Printed On: 5/26/2010 8 a Warrant minimum volumes determined from Section 2B.07.C in the Manual on Uniform Traffic Control Devices, 2009 Edition. sec/veh Is the criteria satisfied for 80% of Criterion C.2? Yes Minimum criteria satisfied for Criterion D? Minor Approaches = 155 160 Qualifying Hours Average Vehicular Delay on Higher Volume Minor Street Approach 80% Criterion C.2 - Average Delay on Minor Street Approach Criterion Minimuma Yes, based on volumes. 134.8 24 sec/veh N:\3638\013\DOCS\TRANSPORTATION\Multi-Way Stop Evaluation\Multi-Way-Stop_W-College-St_S-23rd-Ave.xls Printed On: 5/26/2010 Page S1/S1 Traffic Signal Warrant Evaluation Intersection of West College Street & South 23rd Avenue Analysis Case: Existing Conditions with 2010 Count Data MMI Project Number: 3638.013.041.000318 Notes & Comments Traffic Control Signal Warranted No Warrant #1: Eight-Hour Vehicular Volume No Warrant #2: Four-Hour Vehicular Volume No Traffic Signal Warrant Warrant Satisfied? Warrant #3: Peak Hour No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Page 1/5 Traffic Signal Warrant Evaluation Intersection of West College Street & South 23rd Avenue Analysis Case: Existing Conditions with 2010 Count Data MMI Project Number: 3638.013.041.000318 Background Intersection Information Major Roadway: West College Street Posted or 85% Speed: 35 mph (Posted) Approach Lanes: 1 Distance to Nearest Traffic Signal: Minor Roadway: South 23rd Avenue (Y or N) N Posted or 85% Speed: 25 mph (Posted) Approach Lanes: 1 Total Number of Approaches: 4 Traffic Count Data Collected From: Traffic Count Data 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 31 22 16 9 8 19 68 243 58 27 14 14 3 21 56 171 0 1 1 1 0 1 4 6 9 9 6 4 3 6 30 106 1,180 (South 19th Avenue) 05/04/2010 to 05/05/2010 Hour Beginning W College St EB W College St WB Roadway Technology Blvd NB S 23rd Ave SB Community with a population less than 10,000 or speeds above 40 mph on the major street? N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 9 9 6 4 3 6 30 106 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 89 49 30 23 11 40 124 414 9 9 6 4 3 6 30 106 98 59 37 28 14 47 158 526 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 291 244 225 315 336 324 299 334 304 231 307 362 470 441 365 447 43 16 45 42 76 46 46 45 122 142 94 152 149 130 120 121 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 595 475 532 677 806 765 664 781 122 142 94 152 149 130 120 121 760 633 671 871 1,031 941 830 947 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 343 339 283 202 151 146 80 44 510 557 352 292 216 190 127 60 70 109 28 13 6 15 12 3 147 141 127 118 87 60 57 21 9 6 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 853 896 635 494 367 336 207 104 147 141 127 118 87 60 57 21 1,070 1,146 790 625 460 411 276 128 Hour Beginning Page 2/5 Warrant #1: Eight-Hour Vehicular Volume 1 2 3 4 5 6 7 8 17:00 16:00 12:00 15:00 13:00 11:00 14:00 18:00 896 853 806 781 765 677 664 635 141 147 149 121 130 152 120 127 1,146 1,070 1,031 947 941 871 830 790 Condition A: Minimum Vehicular Volume 1 a Warrant minimum volumes determined from Table 4C-1, Condition A, in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #1 - Condition A? No Condition B: Interruption of Continuous Traffic 5 a Warrant minimum volumes determined from Table 4C-1, Condition B, in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #1 - Condition B? No Major Street Total Hour Beginning Eight Highest Vehicular Volume Hours Max Minor Approach Total Entering Volume Eighth Highest Vehicular Volume (VPH) Warrant Minimum Volumes (VPH)a 100% 70% Major Street = 635 500 N/A Max Minor Approach = 127 150 N/A Total Number of Qualifying Hours Eighth Highest Warrant Minimum Volumes (VPH)a Vehicular Volume (VPH) 100% 70% Total Number of Major Street = 635 750 N/A Qualifying Hours Max Minor Approach = 127 75 N/A N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Is the criteria satisfied for Warrant #1 - Condition B? No Combination of Conditions A & B Is the criteria satisfied for Warrant #1 - Conditions A or B? No Has there been an adequate trial of alternatives that could cause less delay and inconvenience to traffic that has failed to solve intersection traffic problems (Yes or No)? No 0 a Warrant minimum volumes determined from Table 4C-1, Condition A, in the Manual on Uniform Traffic Control Devices, 2009 Edition. 0 a Warrant minimum volumes determined from Table 4C-1, Condition B, in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #1 - Combination of Conditions A & B? No Minimum criteria satisfied for Warrant #1? Condition A - Minimum Vehicular Volume Vehicular Volume (VPH) 80% 56% Major Street = 635 N/A N/A N/A N/A Condition B - Interruption of Continuous Traffic Vehicular Volume (VPH) 80% 56% Combination of Conditions Not Warranted Eighth Highest Warrant Minimum Volumes (VPH)a Total Number of Qualifying Hours Major Street = 635 N/A N/A Qualifying Hours Page 3/5 Warrant #2: Four-Hour Vehicular Volume 1 2 3 4 17:00 16:00 12:00 15:00 896 853 806 781 141 147 149 121 1,146 1,070 1,031 947 3 a Warrant minimum volumes determined from Figure 4C-1 in the Manual on Uniform Traffic Control Devices, 2009 Edition. b Warrant minimum volumes determined from Figure 4C-2 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Major Street = 781 - - Qualifying Hours Total Entering Volume Total Number of Fourth Highest Max Minor Approach Hour Beginning Major Street Total Four Highest Vehicular Volume Hours Max Minor Approach = 121 138 N/A Warrant Minimum Volumes (VPH) Vehicular Volume (VPH) 100%a 70%b N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Minimum criteria satisfied for Warrant #2? No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Page 4/5 Warrant #3: Peak Hour Does this intersection experience peaking traffic from office office complexes, manufacturing plants, industrial complexes, high-occupancy vehicle facilities, or similar facilities that discharge a large number of vehicles over a short period of time (Yes or No)? Yes Condition A.1: Stopped Time Delay on Minor Street Approach veh-hrs a Warrant minimum delay determined from Part A.1 of Warrant #3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.1? No Condition A.2: Vehicular Volume on Minor Street Approach vph a Warrant minimum volume determined from Part A.2 of Warrant #3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.2? Yes Consideration given to Montana State University - Bozeman as the facility. Condition A.1 - Stopped Time Delay on Minor Street Approach Total Stopped Time Delay on Higher Volume Minor Street Approach Warrant Minimuma 152 100 vph 2.66 4 veh-hrs Total Peak Hour Vehicles on Higher Volume Minor Street Approach Condition A.2 - Vehicular Volume on Minor Street Approach Warrant Minimuma N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Is the criteria satisfied for Warrant #3 - Condition A.2? Yes Condition A.3: Total Intersection Entering Volume 871 vph a Warrant minimum volume determined from Part A.3 of Warrant #3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.3? Yes Condition B: Vehicular Volumes on Major Street vs. Minor Street Approach Major Street = 677 152 0 a Warrant minimum volumes determined from Figure 4C-3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. b Warrant minimum volumes determined from Figure 4C-4 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition B? No Total Peak Hour Entering Volume at Intersection Condition A.3 - Total Vehicular Volume Entering Intersection During Peak Hour Warrant Minimuma 334 N/A 650 vph Total Number of Qualifying Hours Peak Hour Entering Volumes at Intersection (VPH) 100%a 70%b Warrant Minimum Volumes (VPH) Page 5/5 N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Minimum criteria satisfied for Warrant #3? No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Page 1/1 ITE Land Independent Total Use Code Land Use Description Variable Units Enter Exit Total 820 Shopping Center 1,000 SF Gross Leasable Area 69.6 1,119 1,118 2,237 1,119 1,118 2,237 Percent of 24 Percent of 24 Entering Exiting Total Hour Entering Hour Exiting Vehicular Vehicular Vehicular Time Traffic Traffic Volume Volume Volume 10:00 to 11:00 a.m. 7.6% 6.5% 85 73 158 11:00 a.m. to 12:00 p.m. 7.6% 8.4% 85 94 179 12:00 - 1:00 p.m. 7.6% 8.2% 85 92 177 1:00 - 2:00 p.m. 6.9% 7.5% 77 84 161 2:00 - 3:00 p.m. 9.0% 7.8% 101 87 188 3:00 - 4:00 p.m. 9.6% 9.5% 107 106 214 4:00 - 5:00 p.m. 9.7% 10.4% 109 116 225 5:00 - 6:00 p.m. 10.3% 11.0% 115 123 238 6:00 - 7:00 p.m. 7.4% 8.3% 83 93 176 7:00 - 8:00 p.m. 5.4% 5.3% 60 59 120 8:00 - 9:00 p.m. 4.2% 4.3% 47 48 95 9:00 - 10:00 p.m. 1.9% 1.8% 21 20 41 Totals 87.2% 89.0% 976 995 1,971 Source: ITE Trip Generation, 7th Edition (Institute of Transportation Engineers, 2003), Volume 3 of 3, Table 1, Pg. 1449. Percent of 24 Percent of 24 SB NB Total Hour Entering Hour Exiting Vehicular Vehicular Vehicular Time Traffic Traffic Volume Volume Volume 10:00 to 11:00 a.m. 0.2% 0.1% 2 1 3 11:00 a.m. to 12:00 p.m. 0.2% 0.2% 2 2 4 12:00 - 1:00 p.m. 0.2% 0.2% 2 2 4 1:00 - 2:00 p.m. 0.1% 0.2% 2 2 3 2:00 - 3:00 p.m. 0.2% 0.2% 2 2 4 3:00 - 4:00 p.m. 0.2% 0.2% 2 2 4 4:00 - 5:00 p.m. 0.2% 0.2% 2 2 4 5:00 - 6:00 p.m. 0.2% 0.2% 2 2 5 6:00 - 7:00 p.m. 0.1% 0.2% 2 2 4 7:00 - 8:00 p.m. 0.1% 0.1% 1 1 2 8:00 - 9:00 p.m. 0.1% 0.1% 1 1 2 9:00 - 10:00 p.m. 0.0% 0.0% 0 0 1 Totals 1.7% 1.8% 20 20 39 Percent of 24 Percent of 24 WB EB Total Hour Entering Hour Exiting Vehicular Vehicular Vehicular Time Traffic Traffic Volume Volume Volume 10:00 to 11:00 a.m. 0.8% 0.7% 9 8 17 11:00 a.m. to 12:00 p.m. 0.8% 0.9% 9 10 20 12:00 - 1:00 p.m. 0.8% 0.9% 9 10 19 1:00 - 2:00 p.m. 0.8% 0.8% 8 9 18 2:00 - 3:00 p.m. 1.0% 0.9% 11 10 21 3:00 - 4:00 p.m. 1.1% 1.0% 12 12 23 4:00 - 5:00 p.m. 1.1% 1.1% 12 13 25 5:00 - 6:00 p.m. 1.1% 1.2% 13 14 26 6:00 - 7:00 p.m. 0.8% 0.9% 9 10 19 7:00 - 8:00 p.m. 0.6% 0.6% 7 7 13 8:00 - 9:00 p.m. 0.5% 0.5% 5 5 10 9:00 - 10:00 p.m. 0.2% 0.2% 2 2 5 Totals 9.6% 9.8% 107 109 217 Kohl's Traffic Contributions to South 23rd Avenue (2% of Overall Site Traffic) Average Weekday Kohl's Traffic Contributions to West College Street (11% of Overall Site Traffic) Page S1/S1 Traffic Signal Warrant Evaluation Intersection of West College Street & South 23rd Avenue Analysis Case: 2011 with the Addition of Kohl's MMI Project Number: 3638.013.041.000318 Notes & Comments Traffic Signal Warrant Warrant Satisfied? Warrant #3: Peak Hour No Traffic Control Signal Warranted No Warrant #1: Eight-Hour Vehicular Volume No Warrant #2: Four-Hour Vehicular Volume No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Page 1/5 Traffic Signal Warrant Evaluation Intersection of West College Street & South 23rd Avenue Analysis Case: 2011 with the Addition of Kohl's MMI Project Number: 3638.013.041.000318 Background Intersection Information Major Roadway: West College Street Posted or 85% Speed: 35 mph (Posted) Approach Lanes: 1 Distance to Nearest Traffic Signal: Minor Roadway: South 23rd Avenue (Y or N) N Posted or 85% Speed: 25 mph (Posted) Approach Lanes: 1 Total Number of Approaches: 4 Traffic Count Data Collected From: Traffic Count Data 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 31 22 16 9 8 19 68 243 58 27 14 14 3 21 56 171 0 1 1 1 0 1 4 6 9 9 6 4 3 6 30 106 Community with a population less than 10,000 or speeds above 40 mph on the major street? Roadway Technology Blvd NB S 23rd Ave SB W College St EB W College St WB 1,180 (South 19th Avenue) 05/04/2010 to 05/05/2010 Hour Beginning N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 9 9 6 4 3 6 30 106 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 89 49 30 23 11 40 124 414 9 9 6 4 3 6 30 106 98 59 37 28 14 47 158 526 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 291 244 233 325 346 333 309 346 304 231 316 371 479 449 376 459 43 16 45 42 76 46 46 45 122 142 96 154 151 132 122 123 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 595 475 549 696 825 782 685 805 122 142 96 154 151 132 122 123 760 633 671 871 1,031 941 830 947 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 356 353 293 209 156 148 80 44 522 570 361 299 221 192 127 60 70 109 28 13 6 15 12 3 149 143 129 119 88 60 57 21 9 6 Not Counted Not Counted Not Counted Not Counted Not Counted Not Counted 878 923 654 508 377 340 207 104 149 143 129 119 88 60 57 21 1,070 1,146 790 625 460 411 276 128 W College St WB Page 2/5 Warrant #1: Eight-Hour Vehicular Volume 1 2 3 4 5 6 7 8 17:00 16:00 12:00 15:00 13:00 11:00 14:00 18:00 923 878 825 805 782 696 685 654 143 149 151 123 132 154 122 129 1,146 1,070 1,031 947 941 871 830 790 Condition A: Minimum Vehicular Volume 2 a Warrant minimum volumes determined from Table 4C-1, Condition A, in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #1 - Condition A? No Condition B: Interruption of Continuous Traffic 5 a Warrant minimum volumes determined from Table 4C-1, Condition B, in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #1 - Condition B? No Major Street = 654 750 N/A Qualifying Hours Max Minor Approach = 129 75 N/A Total Number of Qualifying Hours Eighth Highest Warrant Minimum Volumes (VPH)a Vehicular Volume (VPH) 100% 70% Total Number of Major Street = 654 500 N/A Max Minor Approach = 129 150 N/A Max Minor Approach Total Entering Volume Eighth Highest Vehicular Volume (VPH) Warrant Minimum Volumes (VPH)a 100% 70% Major Street Total Hour Beginning Eight Highest Vehicular Volume Hours N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Is the criteria satisfied for Warrant #1 - Condition B? No Combination of Conditions A & B Is the criteria satisfied for Warrant #1 - Conditions A or B? No Has there been an adequate trial of alternatives that could cause less delay and inconvenience to traffic that has failed to solve intersection traffic problems (Yes or No)? No 0 a Warrant minimum volumes determined from Table 4C-1, Condition A, in the Manual on Uniform Traffic Control Devices, 2009 Edition. 0 a Warrant minimum volumes determined from Table 4C-1, Condition B, in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #1 - Combination of Conditions A & B? No Minimum criteria satisfied for Warrant #1? No Qualifying Hours Total Number of Max Minor Approach = 129 N/A N/A Eighth Highest Warrant Minimum Volumes (VPH)a Max Minor Approach = 129 Combination of Conditions Not Warranted Eighth Highest Warrant Minimum Volumes (VPH)a Total Number of Qualifying Hours Major Street = 654 N/A N/A N/A N/A Condition B - Interruption of Continuous Traffic Page 3/5 Warrant #2: Four-Hour Vehicular Volume 1 2 3 4 17:00 16:00 12:00 15:00 923 878 825 805 143 149 151 123 1,146 1,070 1,031 947 3 a Warrant minimum volumes determined from Figure 4C-1 in the Manual on Uniform Traffic Control Devices, 2009 Edition. b Warrant minimum volumes determined from Figure 4C-2 in the Manual on Uniform Traffic Control Devices, 2009 Edition. 70%b Hour Beginning Major Street Total Four Highest Vehicular Volume Hours Max Minor Approach = 123 130 N/A Warrant Minimum Volumes (VPH) Vehicular Volume (VPH) 100%a Fourth Highest Max Minor Approach Total Number of - - Total Entering Volume Major Street = 805 Qualifying Hours N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Minimum criteria satisfied for Warrant #2? No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Page 4/5 Warrant #3: Peak Hour Does this intersection experience peaking traffic from office office complexes, manufacturing plants, industrial complexes, high-occupancy vehicle facilities, or similar facilities that discharge a large number of vehicles over a short period of time (Yes or No)? Yes Condition A.1: Stopped Time Delay on Minor Street Approach veh-hrs a Warrant minimum delay determined from Part A.1 of Warrant #3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.1? No Condition A.2: Vehicular Volume on Minor Street Approach vph a Warrant minimum volume determined from Part A.2 of Warrant #3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.2? Yes Minor Street Approach Warrant Minimuma Warrant Minimuma 154 100 vph 2.66 4 veh-hrs Total Peak Hour Vehicles on Higher Volume Minor Street Approach Condition A.2 - Vehicular Volume on Consideration given to Montana State University - Bozeman as the facility. Condition A.1 - Stopped Time Delay on Minor Street Approach Total Stopped Time Delay on Higher Volume Minor Street Approach N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Is the criteria satisfied for Warrant #3 - Condition A.2? Yes Condition A.3: Total Intersection Entering Volume 871 vph a Warrant minimum volume determined from Part A.3 of Warrant #3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition A.3? Yes Condition B: Vehicular Volumes on Major Street vs. Minor Street Approach Major Street = 696 154 0 a Warrant minimum volumes determined from Figure 4C-3 in the Manual on Uniform Traffic Control Devices, 2009 Edition. b Warrant minimum volumes determined from Figure 4C-4 in the Manual on Uniform Traffic Control Devices, 2009 Edition. Is the criteria satisfied for Warrant #3 - Condition B? No Peak Hour Entering Volumes at Intersection (VPH) 100%a 70%b Warrant Minimum Volumes (VPH) Max Minor Approach = - - 325 N/A 650 vph Total Number of Qualifying Hours Total Peak Hour Entering Volume at Intersection Page 5/5 N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Minimum criteria satisfied for Warrant #3? No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Condition A.3 - Total Vehicular Volume Entering Intersection During Peak Hour Warrant Minimuma N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Vehicular Volume (VPH) 80% 56% Condition A - Minimum Vehicular Volume Vehicular Volume (VPH) 80% 56% Major Street = 654 N/A N/A N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Technology Blvd NB Max Minor Approach Roadway Roadway S 23rd Ave SB W College St EB Major Street Totals W College St EB W College St WB Technology Blvd NB S 23rd Ave SB S 23rd Ave SB Peds X-ing Major Major Street Totals Max Minor Approach Max Minor Approach Total Entering Volume Total Entering Volume Total Entering Volume Peds X-ing Major Major Street Totals Peds X-ing Major Hour Beginning Hour Beginning N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_+Kohls_Signal-Warrants.xls Printed On: 6/2/2010 Average Weekday Kohl's Site Traffic Contributions to the Intersection of West College Street & South 23rd Avenue Average Weekday Trips Totals Hourly Variation in Shopping Center Traffic Average Weekday N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\Kohls-Site-Traffic_at_College+23rd.xlsx Date Printed: 6/2/2010 Max Minor Approach = - - N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Total Number of Max Minor Approach = 127 N/A N/A Eighth Highest Warrant Minimum Volumes (VPH)a Max Minor Approach = 127 No N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 Hour Beginning Max Minor Approach Total Entering Volume Total Entering Volume Total Entering Volume Peds X-ing Major Major Street Totals Peds X-ing Major Major Street Totals W College St EB W College St WB Technology Blvd NB S 23rd Ave SB S 23rd Ave SB Peds X-ing Major Major Street Totals Max Minor Approach Roadway S 23rd Ave SB W College St EB W College St WB Technology Blvd NB Max Minor Approach Roadway N:\3638\013\DOCS\TRANSPORTATION\Signal Warrants\W-College-St_S-23rd-Ave_Signal-Warrants.xls Printed On: 6/2/2010 S 23rd Ave SB Peds X-ing Major Major Street Totals W College St EB W College St WB Technology Blvd NB Sum of Minor Approaches Total Entering Volume Peds X-ing Major Major Street Totals Sum of Minor Approaches Total Entering Volume W College St EB W College St WB Technology Blvd NB S 23rd Ave SB Total Entering Volume Roadway Hour Beginning S 23rd Ave SB Peds X-ing Major Major Street Totals Sum of Minor Approaches Roadway N:\3638\013\DOCS\TRANSPORTATION\Multi-Way Stop Evaluation\Multi-Way-Stop_W-College-St_S-23rd-Ave.xls Printed On: 5/26/2010 4.0% 6.0% 8.0% 10.0% 12.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Harmon-Stream-Blvd_N_W-Garfield-St_2010-05-05_to_2010-05-10.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\S-29th-Ave_N_W-Garfield-St_2010-05-05_to_2010-05-10.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_W_Harmon-Stream-Blvd_2010-05-05_to_2010-05-10.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_E_Harmon-Stream-Blvd_2010-05-05_to_2010-05-10.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-Garfield-St_E_S-29th-Ave_2010-05-05_to_2010-05-10.xlsx Printed On: 5/25/2010 4.0% 6.0% 8.0% 10.0% 12.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\Technology-Blvd_S_W-College-St_2010-05-04_to_2010-05-05.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\S-23rd-Ave_N_W-College-St_2010-05-04_to_2010-05-05.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_W_S-23rd-Ave_2010-05-04_to_2010-05-05.xlsx Printed On: 5/25/2010 2.0% 3.0% 4.0% 5.0% 6.0% 7.0% 8.0% 9.0% 10.0% 0:00 1:00 2:00 3:00 4:00 5:00 6:00 7:00 8:00 9:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Percentage of Total Time of Day Percentage of Daily Traffic Volume Per Hour N:\3638\013\DOCS\TRANSPORTATION\Traffic Count Data\W-College-St_E_S-23rd-Ave_2010-05-04_to_2010-05-05.xlsx Printed On: 5/25/2010 NB LTR C 24.3 0.34 B 14.7 0.03 SB LTR F 166.0 1.09 C 15.4 0.19 West Garfield Street & Research Drive EB LT A 8.1 0.00 A 7.5 0.00 WB TR A - - A - - SB LR B 14.8 0.21 A 9.2 0.02 West Garfield Street & South 29th Avenue EB LT A 8.2 0.01 A 7.5 0.00 WB TR A - - A - - SB LR B 14.1 0.17 B 10.1 0.06 West Garfield Street & Harmon Stream Boulevard EB LT A 8.2 0.00 A 7.5 0.00 WB TR A - - A - - SB LR B 14.7 0.16 A 10.0 0.02 Fowler Avenue & Technology Boulevard West WB L B 14.3 0.02 B 11.1 0.01 WB R B 10.4 0.29 A 9.1 0.16 NB TR A - - A - - SB L A 8.3 0.12 A 7.5 0.01 SB T A - - A - - PM Peak Hour Saturday Peak Hour Intersection Approach Approach LOS Delay (s/veh) Volume to Capacity Ration, v/c Approach LOS Delay (s/veh) Volume to Capacity Ratio, v/c Huffine Lane (US 191) & Fowler Avenue EB L B 11.7 0.17 B 10.8 0.06 EB T B 13.4 0.37 B 13.5 0.38 EB R B 12.7 0.20 B 11.3 0.11 WB L B 10.8 0.06 B 10.9 0.07 WB TR B 15.4 0.53 B 13.1 0.34 NB L D 38.1 0.81 C 22.9 0.41 NB T C 21.9 0.32 C 20.1 0.11 NB R B 19.3 0.01 B 19.5 0.03 SB L C 22.2 0.33 C 21.7 0.29 SB TR C 20.1 0.12 B 19.6 0.06 SB L B 18.7 0.30 B 17.7 0.17 SB T C 27.3 0.13 C 26.9 0.08 SB R C 27.3 0.08 C 26.9 0.06 West College Street & South 29th Avenue EB LT A 8.7 0.04 A 7.7 0.01 EB R A - - A - - WB TR A - - A - - NB R B 10.7 0.04 A 9.3 0.00 SB LR B 13.4 0.03 A 9.0 0.00