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99 - Traffic Impact Study - Walmart Expansion
TRAFFIC IMPACT STUDY Bozeman Wal-Mart Expansion Bozeman, Montana October,1999 W.O.#99242 Prepared by: CLC, Inc. West 707 7th Avenue, Suite 200 Spokane, WA 99204 (509)458-6840 This report has been prepared by the staff of CLC under the direction of the undersigned professional engineer whose seal and signature appear hereon. pNTAI�q'� - T I S { - NO. 13289PE ; ,3 � 0,\-FciSTERF:, .FSSiONAL E�,, Timothy A. Schwab,P.E. TRAFFIC IMPACT STUDY Bozeman Wal-Mart Expansion Bozeman, Montana October,1999 W.O.#99242 Prepared by: CLC, Inc. West 707 7th Avenue, Suite 200 Spokane, WA 99204 (509)458-6840 This report has been prepared by the staff of CLC under the direction of the undersigned professional engineer whose seal and signature appear hereon. �pNTAAI / Y►h10 / a S ld�L�1�9 i NO. 13289PE ; �10) c%sTER�,����`;, Timothy A. Schwab,P.E. TABLE OF CONTENTS INTRODUCTION........................................................................................................................... 1 TIA -DOCUMENT SCOPE............................................................................................... 1 PROJECT DESCRIPTION.................................................................................................. 2 EXECUTIVESUMMARY............................................................................................................... 5 CONCLUSIONS................................................................................................................. S RECOMMENDATIONS..................................................................................................... S EXISTINGCONDITIONS.............................................................................................................. 6 EXISTINGCONDITIONS.................................................................................................. 6 Landuse................................................................................................................. 6 ExistingRoadways................................................................................................. 6 I-90............................................................................................................. 6 7"Avenue ................................................................................................... 6 OakStreet................................................................................................... 6 BaxterRoad................................................................................................ 6 Project Study Area Intersections and Traffic Control........................................... 6 Traffic Volumes and Peak Hours of Operation ..................................................... 7 LEVEL OF SERVICE................................................................................................................... 10 LEVELOF SERVICE....................................................................................................... 10 Signalized Intersections........................................................................................ 10 Unsignalized Intersections ................................................................................... 10 Existing Level of Service and Traffic Analysis...................................................... 11 TrafficSafety........................................................................................................ 11 Planned Transportation Improvements................................................................. 12 FUTURE YEAR TRAFFIC IMPACT ANALYSIS.......................................................................... 13 ANALYSIS,ASSUMPTIONSAND METHODOLOGIES.................................................. 13 Background Project and Traffic Growth .............................................................. 13 Trip Generation and Distribution......................................................................... 13 Buildout, Year 2000 Level of Service Without Project......................................... 18 Buildout, Year 2000 Level of Service With Project.............................................. 21 Buildout Plus 10 Years, Year 2010 Level of Service Without Project..................... 24 Buildout Plus 10 Years, Year 2010 Level of Service With Project.......................... 27 CONCLUSIONS........................................................................................................................... 30 RECOMMENDATIONS................................................................................................................ 30 TABLE OF CONTENTS, Cont. LIST OF TABLES Table 1 -Existing Level of Service ............................................................................................... 11 Table 2-Accident Data for Selected Intersections Within the Study Area ................................... 12 Table 3-AM Peak Hour Trip Generation Volumes for Expansion of Wal-Mart.......................... 13 Table 4 -PM Peak Hour Trip Generation Volumes for Expansion of Wal-Mart........................ 14 Table S -Buildout, Year 2000 Level of Service Without Project.................................................. 18 Table 6-Buildout, Year 2000 Level of Service With Project..................................................... 21 Table 7-Buildout Plus 10 Years, Year 2010 Level of Service Without Project............................ 24 Table 8-Buildout Plus 10 Years, Year 2010 Level of Service Without Project.......................... 27 LIST OF FIGURES Figure1 - Vicinity Map.................................................................................................................. 3 Figure2 -Site Map........................................................................................................................ 4 Figure 3 -Existing AM Traffic Volumes ........................................................................................ 8 Figure 4 -Existing PM Traffic Volumes ........................................................................................ 9 Figure S-Distribution Percentage of Site Generated Trips........................................................... 15 Figure 6-AM Peak Hour Site Generated Trips .......................................................................... 16 Figure 7-PM Peak Hour Site Generated Trips ....................................... .......... 20 ......................... Figure 8-Buildout (2000)AM Peak Hour Traffic Volumes Without Project............................. 19 Figure 9-Buildout(2000)PMPeakHour Traffic Volumes Without Project................................. 20 Figure 10-Buildout(2000)AM Peak Hour Traffic Volumes With Project................................ 22 Figure 11-Buildout(2000)PMPeakHour Traffic Volumes With Project.................................... 23 Figure 12-Buildout Plus 10 Yrs (2010)AM Pk Hour Traffic Volumes Without Project........... 25 Figure 13-Buildout Plus 10 Yrs(2010)PMPk Hour Traffic Volumes Without Project................ 26 Figure 14 - Buildout Plus 10 Yrs (2010) AM Pk Hour Traffic Volumes With Project.............. 28 Figure 15 -Buildout Plus 10 Yrs (2010)PMPk Hour Traffic Volumes With Project................. 29 TECHNICAL APPENDIX Level of Service Criteria Spreadsheets for Traffic Volumes Existing Level of Service Calculations Build Out Year(2000)Level of Service Calculations Without Project Build Out Year(2000)Level of Service Calculations With Project Build Out Year Plus 10 Years (2010)Level of Service Calculations Without Project Build Out Year Plus 10 Years (2010)Level of Service Calculations With Project Accident Data from Montana Department of Transportation INTRODUCTION Traffic Impact Analysis -DOCUMENT SCOPE This traffic impact analysis has been prepared for Montana Department of Transportation to document the analysis and findings of the traffic impacts for the proposed expansion project of an existing Wal-Mart located in Bozeman, MT east of 7`h Avenue and north of Oak Street. The total area of land which will be used by the project is approximately 25 acres. The existing building has about 121, 500 S.F. of retail space. With the proposed expansion,the building size will have about 204,600 S.F. of retail space for an increase of 83,100 S.F. The project currently has access to both 7'h Avenue and Oak Street. Figure 1 is a vicinity map showing the location of this project. The construction of the project is anticipated to be complete in summer of the year 2000. Access to the site will continue to be from 71h Avenue and Oak Street by a driveways on a relocated Baxter/5th Avenue roadway. See Figure 2, Site Plan for a layout of the existing building, the proposed expansion and how Baxter/5th Avenue is to be relocated. This TIA is required as part of the approval process from MDT and will review, assess and identify potential traffic related impacts which this proposal may have on the transportation system and where possible minimize these impacts. This TIA will be completed in accordance with the current traffic guidelines available from the MDT and the Institute of Traffic Engineers (A Recommended Practice- Traffic Access and Impact Studies for Site Development, 1991). The project study area for this Traffic Impact Analysis includes the following intersections: • 7th Avenue and Baxter Road • 7th Avenue and Oak Street Specific traffic impact related issues to be addressed within this report will include: • Existing traffic conditions within the project study area. • Trip generation characteristics related to the proposed expansion of the existing Wal- Mart for the existing and future transportation system. • The anticipated trip distribution expected for the new trips to/from the site. • The effects of the trip generation and distribution to the existing and future transportation system. • Traffic impacts within the project study area at build out with and without the project. • Traffic impacts within the project study area at build out plus 10 years with and without the project. CLC Associates, Inc. 1 Bozeman Wal-Mart TIA • Review and analysis of accidents at the two scoped intersections. • Analysis and recommended mitigation if any for the effects of the generated trips on the existing transportation system. PROJECT DESCRIPTION This property is located within the city limits of Bozeman,Montana just southeast of the I-90/North 7"' Avenue interchange. 7`h Avenue has primarily commercial land uses from I-90 south to State Highway 191. The existing Wal-Mart store was built in 1992. The site is relatively flat with the land to the south of the existing building and parking lot grassy and undeveloped. Approximately 25 acres of land will be used for the store with the expansion. The size of the building will expanded to approximately 204,600 S.F. Retail uses within the expansion to the Wal-Mart store will include grocery store,banking facilities,garden center,tire and oil change facilities, pharmacy, fast food, and general retail. An annexation rezone application has been submitted to the City of Bozeman for additional land to the east and south of the existing building. A site plan of the proposed,project is shown in Figure 2. CLC Associates, Inc. 2 Bozeman Wal-Mart TIA 0 > aL _ U (A 1 0 � � m C,om ercie Meadow Wy. b g 2 Mandeville Ln_ wh tor. Griffin Dr. Nickles Dr. N (ene ar nt St. PROJECT 1-90 Bond St LOCATION x Oak St. L Oak St. I v eQ h C\ Birch St. z ,1 VI St. r( a OOZE � Hemlock St. OOZ O Juniper St. ❑ 0 Z Tamar ock St. z St. ❑❑ St. ❑ ❑As en St.❑ - CITY Aspen 0 D 0 11 p c r-I t. ❑❑❑❑❑❑❑❑ _ ❑❑❑ ��® St. ❑ n U r Sl ®❑© c wio St.❑ z Ir c Ln z n t Davis St. `� z ❑❑D❑C [ la[ Q, st. z ❑ClD❑®©_❑UCH U=000 �oo L St, E W MMain t�©0R M� e❑nh I❑❑❑❑❑❑❑0❑ LJ� C k St �❑EIEI❑EI= Bab ck Sl. a ❑PUU[A lives c❑❑❑❑❑❑ q Sl. ❑❑�❑❑Curl s St.�❑DOE]a� Ilk= ❑❑❑ S❑❑❑L�1 tar St ❑❑ e Bogarl Pt. ❑❑❑❑ ❑ 0 Dick so SL ❑0❑❑❑ Story St. �r ❑❑❑❑ ❑❑ Ald on SI. ❑�❑❑❑❑� ,�Jl NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 1 CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS VICINITY MAP SPOKANE, WA - DENIER,CO West "th• Saite 200 (509) 456-6B40 PROJECT NO. 99242 Spokane, WA 99204 FAX: (509) 458-6644 1 i I �1 it I, �a MIN EEL La ham- �..■..�: Ir r i EXECUTIVE SUMMARY CONCLUSIONS Based upon the analysis, field observations, assumptions, methodologies and results which are provided in the body of this document, it is concluded that the impacts to the overall area transportation system from expanding this existing Wal-Mart store are minimal. This conclusion was reached and is documented within the body of this report. • Both intersections scoped for analysis are currently operating at acceptable levels of service during the AM and PM peak hours except for the eastbound approach at 7"'Avenue&Baxter Road intersection which has LOS E in the AM peak and LOS F in the PM peak. Z • The traffic increase anticipated to the buildout year(2�aNyyt(imes, thout the proposed expansion will not significantly affect the levelZout at either of the intersections for either AM or PM peak hour traf • The traffic increase anticipated to the lb00)with the proposed expansion will slightly affect the levels of service these intersections. At 7`h &Baxter, the _bo proach will ope a at LOS both AM and M-j eaks,and%eastbound approach goes to LOS D duri g t1�PM peak•whic i is acceptable. Other level of services remain the same. • The traffic increase anticipated to buildout plus 10 years (2010) without the proposed expansion will show some increased delay times. The eastbound approach at 7`b &Baxter will slip to LOS F in both the AM and PM peaks with other levels of service remaining the same as the"Year 2000 with project" conditions. • The traffic increase anticipated to buildout plus 10 years(2010)with the proposed expansion will show some increased delay times. At 7`}' & Baxter in the PM peak, the westbound approach will go to LOS E which is within acceptable limits. Other levels of service remain the same as the "Year 2010 without project"conditions. RECOMMENDATIONS Based upon the analysis presented, the proposed Wal-Mart expansion will have no specifically identified impacts on the surrounding transportation system. The level of service for the eastbound approach at the 7"' &Baxter intersection currently operates at LOS Ein the AM peak and LOB in the PM peak. Future conditions with or without the proposed expansion show increased delay times and LOS F for both AM&PM peak hour traffic at this approach. We recommend that the eastbound approach access be limited to right&left in,right out only for the approach to operate satisfactory. The Wal-Mart site uses the westbound approach which is limited to a right-out only and operates within acceptable limits. CLCAssociates, Inc. 5 Bozeman Wal-Mart TIA EXISTING CONDITIONS F_,I EXISTING CONDITIONS Land Use The site is relatively flat with the land to the south and east of the existing building and parking lot grassy and undeveloped. Approximately 25 acres of land will be used for the store with the expansion. Surrounding the site are primarily commercial land uses. Existing Roadways I-90 is a east-west, four lane median separated limited access interstate freeway. Access is fully controlled and is allowed only at interchanges. The Wal-Mart site is located just southeast of the I- 90 interchange with 71h Avenue. 7th Avenue is a north-south arterial for the City of Bozeman and Montana Department of Transportation located west of the Wal-Mart site. It has two lanes each direction with center turn lanes. Access is partially controlled with primary access points at intersections. Oak Street is an east-west roadway located just south of the Wal-Mart site. The City of Bozeman and Montana Department of Transportation have plans to widen this roadway in the future. At the signalized intersection with 7`h Avenue, Oak Street has a left turn lane, and a through/right lane. Baxter Road is an east-west roadway that provides access to the Wal-Mart site east of 7th Avenue and other commercial areas west of 7`h Avenue. It has one lane in each direction and turns to the south east of 7`h Avenue to connect with Oak Street about 700 feet east of 7`h Avenue. Project Study Area Intersections and Traffic Control Project study area intersections in the site vicinity were identified through discussions with Rob Bukvich of Montana Department of Transportation and Andy Epple of City of Bozeman planning office at a meeting. The intersections are: • 7`h Avenue and Baxter Road • 7`h Avenue and Oak Street These intersections have been analyzed for level of service (LOS) and form the basis of this document. The following is a description of these intersections. • 71h Avenue and Baxter Road is an unsignalized, two-way stop controlled intersection with Baxter Road as the minor street. 71h Avenue has northbound and southbound left turn lanes. The west leg of this approach has full movement and the east leg of this approach is restricted to right and left in and right out only. CLC Associates, Inc. 6 Bozeman Wal-Mart TIA • 7'Avenue and Oak Street is a signalized intersection with Oak Street as the minor street. There are northbound and southbound left turn lanes on 7`"Avenue with protected phases. Oak Street has left turn lanes with a through/right turn lane. Traffic Volumes and Peak Hours of Operation Existing turning traffic movement volumes at the identified intersections were determined from actual traffic counts taken by Gaston Engineer during both the AM and PM peak hours. Traffic counts were taken on Tuesday, September 28, 1999. The existing AM and PM peak hour traffic volumes are shown in Figures 3 and 4. Since the weekday AM and PM peak hours have been identified as the time periods when the greatest traffic demands are placed on the surrounding transportation system and the peak times for traffic generated by the proposed project, these are the time periods utilized by this study for analyzing the proposed action. Traffic impacts from the proposal are expected to be substantially less during those time periods outside these peak hours. CLC Associates, Inc. 7 Bozeman Wal-Mart TIA � 00 � ( � w � 52� �33 Z 4= 0 > 97�a4T�7 Lo _ WAL—MART ~ STORE% o' 0 BAXTER RD. Z OAK STREET O � 00 T00a b 174� �7 0 <=2 4� 144 28 N N NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 3 -- = EXISTING CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS A.M. PEAK HOUR SPOKANE, WA — DENVER, CO .0. Westin• Suite 200 (509) 458-6840 PROJECT NO. 99242 TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 00 o W � 40 217 Z 5=J 1 j91� �17 Q 1 �rn N = WAL-MART o STORE BAXTER RD. Z OAK STREET 00 `\ 191.5p 9 2 15 92� �63 to(V O u7 r NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 4 EXISTING CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS P.M. PEAK HOUR SPOKANE, WA - DENVER, CO W_' 'th- Site 200 (s09) 458-6840 PROJECT NO. 99242 TRAFFIC VOLUMES Spok—e, WA 99204 FAX: (509) 458-6844 LEVEL OF SERVICE LEVEL OF SERVICE Level of service (LOS) is a qualifiable premise developed by the transportation profession to quantify driver perception for such elements as travel time,number of stops,total amount of stopped delay, and impediments caused by other vehicles afforded to drivers who utilize the transportation network. It has been defined by the Transportation Research Board in Special Report No. 209,the 1998 Highway Capacity Manual. This document has quantified level of service into a range from "A"which indicates little,if any,vehicle delay,to"F"which indicates significant vehicle delay and traffic congestion which may lead to system breakdown due to volumes which may far exceed capacity. Signalized Intersections For signalized intersections,recent research has determined that average stopped delay per vehicle is the best available measure of level of service. The technical appendix of this report, includes a section on the Level of Service,Methods and Criteria. The tables in the technical appendix identify the relationships between level of service and average stopped delay per vehicle. Using this definition as presented in the Highway Capacity Manual; level of service D is generally considered to represent the minimum acceptable design standard for signalized intersections in an urban area such as this. Unsignalized Intersections The calculation of level of service (LOS) at an unsignalized one/two-way stop-controlled intersection is examined in the Transportation Research Board's 1998 Special Report 209, The Highway Capacity Manual. For unsignalized intersections, level of service is based on the delay experienced by each movement within the intersection. The concept of delay as presented for unsignalized intersections in the Highway Capacity Manual is based on the amount of time a vehicle must spend in the intersection. Vehicles passing straight through the intersection on the major(uncontrolled) street experience no delay at the intersection. On the other hand,vehicles which are turning left from the minor street,because they must yield the right of way to all right turning vehicles,all left turning vehicle from the major street and all through vehicles on both the minor and major streets, must spend more time at the intersection. Levels of service are assigned to individual movements within the intersection, and are based upon the delay experienced by each movement or approach. The Transportation Research Board has determined what levels of service for unsignalized intersections should be, by designating level of service A through F, where level of service A represents a facility where no vehicle in any movement is delayed very long and level of service F which represents a facility where there is excessive delay for the average vehicle in at least one movement in the intersection. Level of service E has been defined as the minimum acceptable level of service for this area. CLC Associates, Inc. 10 Bozeman Wal-Mart TIA All level of service analyses described in this report were performed in accordance with the procedures described above. As a final note, the Highway Capacity Manual (HCM) analysis and procedures are based upon worst case conditions. Therefore, most of each weekday and the weekends will experience traffic conditions better than those described within this document,which are only for the peak hours of operation. Existing Level of Service and Traffic Analysis The existing levels of service at the subject intersections were calculated using Highway Capacity Software, version 3.1 b which is based upon the 1998 Highway Capacity Manual. A summary of the existing levels of service at the existing intersections are shown in the following table. The existing traffic volumes used for this report are shown on Figures 3 and 4,Existing AM and PM Peak Hour Traffic Volumes. Table I -Existing Level of Service(1999) AM PEAK HOUR PM PEAK HOUR INTERSECTION TRAFFIC TRAFFIC DELAY LOS DELAY LOS 7`h Ave. &Baxter- WB Approach 11.5 sec. B 21.2 sec. C EB Approach 38.4 sec. E * F 7'h Ave. & Oak Street r2l.3 sec. C 22.5 sec. C * -Indicates that the delay time calculated by the HCS is greater than 1,000 seconds. As can be seen from the above table, all intersections are operating at acceptable levels of service except for the eastbound approach at the 70'Ave &Baxter intersection in the PM peak hour. Traffic Safety Accident summaries available for the most recent three years from the Montana Department of Transportation for the intersections of 7th Avenue & Oak Street and 7"' Avenue & Baxter were assembled, and are summarized in Table 2. Generally accidents are documented by type of occurrence, such as property damage or injury. No fatalities occurred on either of the two intersections during the study period. Accidents at intersections are measured based on frequency per million entering vehicles. This ratio is a function of the average daily traffic entering the intersection and the annual frequency of accidents. CLC Associates, Inc. I 1 Bozeman Wal-Mart TIA Table 2-Accident Data for The Intersections Within the Study Area ACCIDENT STATISTICS 7`h Avenue Intersections Intersection: 7/96- 6/97 7/97 - 6/98 7/98 - 6/99 Per PDO I INJ PDO I INJ PDOF17NJMEV 7`h Avenue & Oak Street 5 1 3 2 4 4 0.67 7"'Avenue &Baxter 3 6 8 1 3 1 0.80 Accident rates at these intersections are well below the 2.00 MEV threshold for safety improvements. Therefore,accident history should not be considered a problem at the present time. It appears from the accident rates that improvements have resulted in a lowering of the number of accidents at the 71h&Baxter intersection in the period 7/98 to 6/99. Planned Transportation Improvements There is a City/State proj ect planned which will widen Oak Street east of 7`h Avenue. At the present time however, the project does not have funds for construction. No other planned transportation improvement projects were indicated by either the City of Bozeman or Montana Department of Transportation. CLC Associates, Inc. 12 Bozeman Wal-Mart TIA FUTURE YEAR TRAFFIC IMPACT ANALYSIS ANALYSIS, ASSUMPTIONS AND METHODOLOGIES Background Projects and Traffic Growth The City of Bozeman planning office said there are no background projects which would add traffic to be included in future level of service analysis. For future phases,a growth rate of 1.0%per year was used to estimate the growth of existing traffic. This was based on growth rates of northbound and southbound through traffic observed on 7'h Avenue in previous years. Traffic volumes from a study performed in 1992 were compared with 1999 traffic volumes. At the 7 b Avenue/Oaks Street intersection, an increase of 7.5% in the northbound and southbound through traffic was observed. This equates roughly to a 1% increase per year. Trip Generation and Distribution Using the Institute of Transportation Engineers' (ITE) Trip Generation Manual, 6th Edition, the anticipated number of trips to be generated on adjacent streets by the proposed project was determined. The Trip Generation Manual (TGM)provides empirical data,based upon actual field observations for trip generation characteristics of similar developments throughout the United States. The proposed project will expand the existing Wal-Mart store from about 121,500 S.F. of retail space to about 204,600 S.F. of retail space for an increase of 83,100 S.F. For trip generation purposes, the additional generated by the expansion of the existing store was modeled using ITE #813, Free Standing Discount Superstore. Table 3 -AM Peak Hour Trip Generation Volumes for Expansion of Wal-Mart AM Peak 11our Land Use ITE Units #of Land Units Rate N'olumc Directional Dist. Use In Out Free Standing 813 K.S.F. 83.1 1.84 153 78 75 Discount Superstore now": Totals 153 78 75 CLC Associates, Inc. 13 Bozeman Wal-Mart TIA Table 4-PM Peak Hour Trip Generation Volumes for Expansion of Wal-Mart PM Peak Hour Land Use ITE Units #of Land Units Kate Volume Directional Dist. Use In out Free Standing 813 K.S.F. 83.1 3.82 318 156 162 Discount Superstore ITE list pass-by trip rates in the ITE Trip Generation Handbook published October 1998. Pass-by trips are those trips to the site which are already passing by the site. For instance, a person coming home from work stops off at a supermarket for an item on the way home without diverting from the normal route. This is not a new trip on the transportation system, but a trip which is passing by (pass-by trip)and chooses to use the site. For this study,no pass-by trip reduction on the new trips generated to the site was used although the Trip Generation Handbook indicates that some reduction is allowed for similar types of stores. Based upon existing ADT's along the adjacent roadways,peak hour directional and turning volumes and field observations of primary driver characteristics,which were determined during actual field observations and intersection counts, the anticipated trip distribution and assignment within the general area was determined for the proposed project. The following traffic figures show how the trips generated by the expansion of the existing store are distributed to and from the site. Figure 5 shows the distribution of these trips by percentage. Figures 6 and 7 show the trip distribution for the AM and PM peak hours. CLC Associates, Inc. 14 Bozeman Wal-Mart TIA Lnro w D '�'40% Z W Q 2 o = WAL-MART STORE 0 BAXTER RD. Z 7EOAKREET Ln CD 0 NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 5 DISTRIBUTION % OF CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS ADDITIONAL SITE SPOKANE, WA — DENVER.CO 707 West ,th• Su;le 200 (509, 458-6840 PROJECT NO. 99242 GENERATED TRIPS Spokane, WA 99204 FAX: (509) 458-6844 � V W 30 Z Z `I W WAL MART STORE 0 BAXTER RD. Z OAK STREET 45 4 � NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 6 • A.M. PEAK HOUR CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS SITE GENERATED SPOKANE, WA — DENVER, CO �o� wes nn• s.ne zoo (509) 458-6840 PROJECT NO. 99242 TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 ao w � 65 Z w Q n = WAL—MART ~ STORES 0 BAXTER RD. Z OAK STREET co \1 97 NOT TO SCALE WAL—MART BOZEMAN, MT FIGURE 7 P.M. PEAK HOUR CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS SITE GENERATED SPOKANE. WA — DENVER,CO 707 West 7lh• Suite 200 (509) 458-6840 PROJECT NO. 99242 TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 Buildout, Year 2000 Level of Service Without Expansion Project Level of service calculations were made for buildout of the expansion anticipated in 2000 without the proposed project. These conditions include the existing traffic volumes with anticipated growth in background traffic,but do not include the traffic generated by the expansion of Wal-Mart project. The existing traffic counts increased by the growth rate,were used to calculate the levels of service shown in Table 5. Figures 8 and 9 shows the traffic volumes for this condition. Table 5-Buildout, Year 2000 Level of Service Without Project AM PEAK HOUR PM PEAK HOUR INTERSECTION TRAFFIC TRAFFIC DELAY LOS DELAY LOS 71h Ave. &Baxter- WB Approach 11.5 sec. B 21.6 sec. C EB Approach 40.4 sec. E * F 71h Ave. & Oak Street 21.5 sec. C 22.8 sec. C * - Indicates that the delay time calculated by the HCS is greater than 1,000 seconds. As can be seen in Table 5, the intersections are expected to operate at acceptable levels of service in the year 2000 without the expansion project except for the eastbound approach at 71h &Baxter. CLCAssociates, Inc. 18 Bozeman Wal-Mart TIA V, m � (0� w 53 33 Z 4 Ld Q 98 = WAL-MART ~ STORES 0 BAXTER RD. z T-P TREET NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 8 YEAR 2000 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPOKANE. WA — DENVER,III ,07 Wesl 71h• Su;le 20D (5D9) 458-6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 f- (� r 00 w 40 219 z 5 Q Ld 92 a4 � Ln = WAL-MART � STORE 0 BAXTER RD. Z OAK STREET 193� �10 2=z> <lz=15 93� /�81 r`It o LO00 NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 9 YEAR 2000 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOKANE,WA - DENVER, CO 707 West ,% Suite 200 (509> 458-6640 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES tipokwrc, WA 99204 FW (509) 458-6844 Buildout, Year 2000 Level of Service With Expansion Project Using the number of site generated trips as shown on Tables 3 and 4, and estimated trip distribution as shown on Figures 6 and 7, and adding it to the anticipated background traffic, the total number of future trips at the completion of the expansion obtained. Figures 10 and 11 show the Buildout, 2000 year traffic volumes with the expansion Wal-Mart project. Using these future traffic volumes, Buildout levels of service with the project were calculated and the results are displayed in Table 6. Table 6-Buildout, Year 2000 Level of Service With Project AM PEAK HOUR PM PEAK HOUR INTERSECTION TRAFFIC TRAFFIC DELAY LOS J1 DELAY LOS 7'h Ave. &Baxter- WB Approach 12.3 sec. B 31.7 sec. D EB Approach 53.2 sec. F * F 7`h Ave. & Oak Street 21.7 sec. C 24.5 sec. C * - Indicates that the delay time calculated by the HCS is greater than 1,000 seconds. As can be seen in Table 6, the intersections are expected to operate at acceptable levels of service in the year 2000 with the expansion project except for the eastbound approach at 7"' & Baxter. Restricting the eastbound approach to allow left and right turns in and right turn out only will improve the level of service for that approach to within acceptable levels. CLC Associates, Inc. 21 Bozeman Wal-Mart TIA m00 tr Do w 53 63 Z 4 Z> 98 _ WAL-MART/ r STORES 0 BAXTER RD. Z OAK STREET m t76 � m 7 2 /�80 0 N NOT TO SCALE �_— WAL-MART BOZEMAN, MT FIGURE 10 YEAR 2000 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPOKANE, WA — DENVER,CO ,07 West 7% Suite 200 (509) 458-6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 �LLI m o0 � � 00 40� �284 Z 5� Q \92�� 4 U %� WAL—MART ~ STORES 0 BAXTER RD. Z b REET NOT TO SCALE ,�- WAL—MART BOZEMAN, MT FIGURE 11 YEAR 2000 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOKANE. WA — DENVEIY, CO 707 West 7th• Suite 200 (509) 458-6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 Build Out Plus 10 Years, Year 2010 Level of Service Without Project Level of service calculations were made for Build Out plus 10 years in 2010 without the proposed project. These conditions include the existing traffic volumes with 10 years of anticipated growth, but do not include the traffic generated by the expansion of Wal-Mart. The existing traffic counts increased by the growth rate,were used to calculate the levels of service shown in Table 7. Figures 12 and 13 show the traffic volumes for this condition. Table 7-Buildout Plus 10 Years, Year 2010 Level of Service Without Project AM PEAK HOUR PM PEAK HOUR INTERSECTION TRAFFIC TRAFFIC DELAY LOS DELAY LOS 7`h Ave. &Baxter- WB Approach 12.0 sec. B 28.1 sec. D EB Approach__ 72.1 sec. F * F 7"'Ave. & Oak Street r23.8 sec. C 26.3 sec. C * - Indicates that the delay time calculated by the HCS is greater than 1,000 seconds. As can be seen in Table 7, the intersections are expected to operate at acceptable levels of service in the year 2000 without the expansion project except for the eastbound approach at 7"`&Baxter. CLCAssociates, Inc. 24 Bozeman Wal-Mart TIA w 58 37 Z 4c� LLJ 108 Q F- CO io ';t = WAL—MART elf STORES 0 BAXTER RD. Z U-�739 REET NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 12 YEAR 2010 WITHOUT LC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPOKANE, WA — DENVER, CO 707 Wes, '1% Suile 200 (509) 458_6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokane, WA 99204 FAX (509) 458-6844 �OLO r') Ln t '0r � w 45 J;l 242 Z 6-,> 102 Q n �oN = WAL-MART o STORES BAXTER RD. Z t-P TREET NOT TO SCALE - WAL-MART BOZEMAN. MT FIGURE 13 YEAR 2010 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOKANE. WA — DENVER,CO 707 West 7th• Sa1te 200 (509) 458-6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokane, WA 99204 —FAX: (509) 458-6844 Build Out Plus 10 Years, Year 2010 Level of Service With Wal-Mart Expansion Project Using the number of site generated trips as shown on Tables 3 and 4, and estimated trip distribution as shown on Figures 6 and 7, and adding it to the existing traffic with anticipate growth, the total number of trips at build out plus 10 years is obtained. Figures 14 and 15 show the buildout plus 10 years, 2010 year traffic volumes with the Wal-Mart expansion project. Using these future traffic volumes,buildout plus 10 years levels of service with the project were calculated and the results are displayed in Table 8. Table 8-Buildout Plus 10 Years, Year 2010 Level of Service With Project AM PEAK HOUR PM PEAK HOUR INTERSECTION TRAFFIC TRAFFIC DELAY LOS DELAY LOS 7`h Ave. &Baxter- WB Approach 12.9 sec. B 48.2 sec. E EB A roach 107.7 sec. F * F 7"'Ave. & Oak Street 23.8 sec. C 29.3 sec. C * - Indicates that the delay time calculated by the HCS is greater than 1,000 seconds. As can be seen in Table 8, the intersections are expected to operate at acceptable levels of service in the year 2000 with the expansion project except for the eastbound approach at 7th & Baxter. Restricting the eastbound approach to allow left and right turns in and right turn out only will improve the level of service for that approach to within acceptable levels. CLCAssociates, Inc. 27 Bozeman Wal-Mart TIA r` O rn r r, W 58 67 Z 4—> LLJ 108 F- 40 o r t\ = WAL-MART ~ 0 STORES 0 BAXTER RD. Z . OAK STREET n-�784 NOT TO SCALE FIGURE 14 WAL-MART BOZEMAN, MT •— YEAR 2010 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPO"NE. WA OLWER.CO 707 Wesl 71h• Su;le 200 (509) 458-684D PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokone, WA 99204 fAlf: 508 458-.44 cro 04 00 a0 I- N Ld D 45, 307 z 6=> LLI102 Q a4 � = WAL-MART ~ STORE�� 0 BAXTER RD. z OAK STREET 213� �11 2 17 11L� 103-�7 186 ' C) NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 15 YEAR 2010 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOKANE. WA — DENVER,CO 707 Wes, 7th• Suite 200 (509) 458-6640 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Spokane, WA 99204 FAX: (509) 458-6844 CONCLUSIONS Based upon the analysis, field observations, assumptions, methodologies and results which are provided in the body of this document, it is concluded that the impacts to the overall area transportation system from expanding this existing Wal-Mart store are minimal. This conclusion was reached and is documented within the body of this report. • Both intersections scoped for analysis are currently operating at acceptable levels of service during the AM and PM peak hours except for the eastbound approach at 7th Avenue&Baxter Road intersection which has LOS E in the AM peak and LOS F in the PM peak. • The traffic increase anticipated to the buildout year(2000)without the proposed expansion will not significantly affect the levels of service or delay times at either of the intersections for either AM or PM peak hour traffic. • The traffic increase anticipated to the buildout year(2000)with the proposed expansion will slightly affect the levels of service and delay times at these intersections. At 7th &Baxter, the eastbound approach will operate at LOS F for both AM and PM peaks,and the eastbound approach goes to LOS D during the PM peak which is acceptable. Other level of services remain the same. • The traffic increase anticipated to buildout plus 10 years (2010) without the proposed expansion will show some increased delay times. The eastbound approach at 7th &Baxter will slip to LOS F in both the AM and PM peaks with other levels of service remaining the same as the"Year 2000 with project"conditions. • The traffic increase anticipated to buildout plus 10 years(2010)with the proposed expansion will show some increased delay times. At 7th & Baxter in the PM peak, the westbound approach will go to LOS E which is within acceptable limits. Other levels of service remain the same as the "Year 2010 without project"conditions. RECOMMENDATIONS Based upon the analysis presented, the proposed Wal-Mart expansion will have no specifically identified impacts on the surrounding transportation system. The level of service for the eastbound approach at the 7th &Baxter intersection currently operates at LOS E in the AM peak and LOS F in the PM peak. Future conditions with or without the proposed expansion show increased delay times and LOS F for both AM&PM peak hour traffic at this approach. We recommend that the eastbound approach access be limited to right&left in,right out only for the approach to operate satisfactory. The Wal-Mart site uses the westbound approach which is limited to a right-out only and operates within acceptable limits. CLCAssociates, Inc. 30 Bozeman Wal-Mart TIA TECHNICAL APPENDIX LEVEL OF SERVICE METHODS, CRITERIA AND TABLES LEVEL OF SERVICE Level of service (LOS) is a qualifiable premise developed by the transportation profession to quantify driver perception for such elements as travel time,number of stops,total amount of stopped delay, and impediments caused by other vehicles afforded to drivers who utilize the transportation network. It has been defined by the Transportation Research Board in Special Report No.209,the 1998 Highway Capacity Manual. This document has quantified level of service into a range from "A"which indicates little,if any,vehicle delay,to"F"which indicates significant vehicle delay and traffic congestion which may lead to system breakdown due to volumes which may far exceed capacity. Signalized Intersections For signalized intersections,recent research has determined that average stopped delay per vehicle is the best available measure of level of service. The technical appendix of this report, includes a section on the Level of Service,Methods and Criteria. The tables in the technical appendix identify the relationships between level of service and average stopped delay per vehicle. Using this definition as presented in the Highway Capacity Manual; level of service D is generally considered to represent the minimum acceptable design standard for signalized intersections in an urban area such as this. Unsignalized Intersections The calculation of level of service (LOS) at an unsignalized one/two-way stop-controlled intersection is examined in the Transportation Research Board's 1994 Special Report 209, The Highway Capacity Manual. For unsignalized intersections, level of service is based on the delay experienced by each movement within the intersection. The concept of delay as presented for unsignalized intersections in the Highway Capacity Manual is based on the amount of time a vehicle must spend in the intersection. Vehicles passing straight through the intersection on the major(uncontrolled) street experience no delay at the intersection. On the other hand,vehicles which are turning left from the minor street,because they must yield the right of way to all right turning vehicles,all left turning vehicle from the major street and all through vehicles on both the minor and major streets, must spend more time at the intersection. Levels of service are assigned to individual movements within the intersection, and are based upon the delay experienced by each movement or approach. The Transportation Research Board has determined what levels of service for unsignalized intersections should be, by designating level of service A through F, where level of service A represents a facility where no vehicle in any movement is delayed very long and level of service F which represents a facility where there is excessive delay for the average vehicle in at least one movement in the intersection. Level of service E is generally defined as the minimum acceptable level of service for unsignalized intersections. All level of service analyses described in this report were performed in accordance with the procedures described above. As a final note, the Highway Capacity Manual (HCM) analysis and procedures are based upon worst case conditions. Therefore, most of each weekday and the weekends will experience traffic conditions better than those described within this document,which are only for the peak hours of operation. UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE DESCRIPTIONS LOS General Description ► More than adequate gaps available to proceed. A ► Very seldom is there more than one vehicle in the queue. ► Little delay encountered with adequate gaps available. B Occasionally there is more than one vehicle in the queue. ► Delays are short but persistent as the number of gaps reduce and driver C comfort drops. ► Usually there is more than one vehicle in the queue. ► Always at least one vehicle in the queue. D ► Drivers feel quite restricted due to the few gaps available in which to make a safe turning movement. ► Delays are long and at this LOS drivers may begin looking for alternative routes prior to entering the queue. E ► Represents a condition in which the demand equals or exceeds the safe movement of vehicles through the intersection. ► Always more than one vehicle in the queue. ► Delays are long, driver frustration is high and it is not unusual to see drivers F in the queue turn around to find alternative routes. ► Forced flow; little to no available gaps. ► Represents an intersection at failure condition. UNSIGNALIZED INTERSECTIONS LEVEL OF SERVICE CRITERIA Delay(sec) Level of Service Expected Delay to Minor Street Traffic <= 10 A Little of No Delay 10- 15 B Short Traffic Delays 15 - 25 C Average Traffic Delays 25 - 35 D Long Traffic Delays 35 - 50 E Very Long Traffic Delays > 50 F Progression Breakdown Stopped Condition Source: Transportation Research Board; "Highway Capacity Manual," Special Report 209 (1998). SIGNALIZED INTERSECTIONS INDIVIDUAL LEVEL OF SERVICE DESCRIPTIONS Level of Service Traffic Flow Characteristics A Little to no average stopped delay, average is less than five seconds per vehicle. Most vehicles do not stop at all. Short cycle lengths may also contribute to low delay. B Average stop delay is in the range of 10.1 to 20.0 seconds per vehicle. This generally occurs with good progression and/or short cycle lengths. C Average stopped delay is in the range of 20.1 to 35.0 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle lengths. The number of vehicles stopping is significant at this level though many pass through without stopping. D Average stopped delays are in the range of 35.1 to 55.0 seconds per vehicle. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle length, or high volume/capacity ratios. Many vehicles stop and the proportion of vehicles not stopping declines. E Average stopped delays are in the range of 55.1 to 80.0 seconds per vehicle. These high delay values generally indicate poor progression, long cycle lengths, and high volume/capacity volume/capacity ratios. F Average stop delay is in excess of 80 seconds per vehicle. This condition often occurs with over saturation of the intersection. It may also occur with volume/capacity volume/capacity ratios of 1.0 or above. SIGNALIZED INTERSECTIONS LEVEL OF SERVICE CRITERIA Level of Stopped Delay per Vehicle Service sec A <= 10.0 B 10.1 to 20.0 C 20.1 to 35.0 D 35.1 to 55.0 E 55.1 to 80.0 F > 80.0 Source: Transportation Research Board; "Highway Capacity Manual," Special Report 209 (1998). SPREADSHEETS FOR TRAFFIC VOLUMES rn O cD � o r } O T T O 0 � O O O CY) CY) O, O W + a r o N m T T O CD zo r D a U d rn O O c(D 000 (0 ti (OD 0) � 0=0 a) t O U O v O a U + O LL W o r r` W L- DD U = O LL CM M N cn O O U w _ 0 a ~ c Z) E C9 0 E 00 � r � o U) + m co 00 0 + O It o 0 o ci aoo v cCDD rn N + QQ - m � a> Wl W } >- m m c co N U 0 li O a U5 't 0) O O f) ° OD � � ct (D � = co Y z U) W 0 rLcB a. (9 � a) Q co ti L Q 0 4 > w+ � T T z LO _ m � O O O 1� �y LL L m ~ O m 000 `n v d O ti L m r O O O X LL °6 w aa) > F- F- 0 N O cv 0) Q W U) z J X w w p w _ J = _ _ �.+ W 2 J w W ti Q F' P w Co m m Co m m Co m m Co m m Z t Z 0 0 < Q p w w w � z z z � cn m F- 2 D O Z W 2 LL U)� F- F- W � � 0oo W Cl) WN JF- � � 2 w F- )O W Q C� O Y ,n v rn ti o M aoo � v 00 � m H U) Q Z ° 0- ? z � z a T T O 't (O O 0 0 0 fl- N N O co M w + a r CV') r C) (`M N ti 0 O � m T T O tC F T T T O T O T T 0 0 0 N O O 000 LO N E 000 0 0 Z J d `t O N r O N r (0 m � � IZ' II 0 (q O 0 Q + O LLLL. W LL D D Q F- O LL CNO LO a0 � LL 00 0 a ~ :D LL E D m W } p O O O W }. E + 0 r r If) (0 7 e- d 0 (O O 0 0 It ti N (O � U') M N O + Q 00 � Q Q J O O w w '� m U m m O � O 0 0 N LO 0 0 0 N M M 00 LO U D CL O N r O N r (0 ~ N OO U) z U) Q n U Y W m a O a ~ Q a m s ti J � L T T tG Z _ O m 0 p 0 0 C� y U. 0 r c~- IN M M 'IT L m T O O Co X Q N r O N r (0 yr 0a W Q� N d ~ 7 C (D O H U) O cv of Q �-- ~ w CD m m m m m m m m m Z s Z C) O LL < Q O W co W Z Z Z U) (A U) LL U) D H = X co 0 w W 00 � U) J W = J H J D � (DQ Z O 'r' rn r N r 0) N (0 ZH Z Z w d - V O cm r r w v O r o MN O c0 N o0 O L w + a r � rn O m r r r F �- o T O V Zr r a 0 �t � N f- N N OCo m � I I LL 00 � a � � O O w � to �ui < D _ 0 a ~ o J J L.L .- U m m } U) 00 C) o . N + C i UO W Q 0 + 0 0) O (D M N 00 cM (D � 00 � �- _ CO ww } } m m O v > d 1- O � M N r- N � � LO ( t O ~ 0 Y c o Q z G. " D C Y o G Q ~ N Q m co }r J X O L r r 00 Z CO O O O 1` LL ti o N N N It () Y r 00 O O O X a Q � W d OLl c E II I- 0 d w X W W H 2 F- H 2 I- I- 2 H I- 2 H J � Q Q w H ~ w CO m m CO m m m m m m m m Z OOP < UQ >O www � � � z z z (1) U) t— '` Zw = = 1L 0 0 �O =O w cn v J H of 2 Q Z J G1 H c o It N v (0 " 0ZQFOvz U w d o co O � d r r O a T N C) co rl- m M O LO � + L N O � m r r O CD O r OYQCGa rQJ rQ�TO - �T oTT�T 0. d OWN r' O �Z 0) rn N M O Hn U 0 O Q LL ND � 0 rn CD M OD w 00 1L a-i � L mm0O O O L ``�U) U) 0 a. o N oT ,i + ON 0 co 0') 1` W W oa °) N l7 0 00 OT00) 00 00 1` 0 II Li 73 O4Lro`>o FL Oc�-oD+IL d > co i 0 r r LC) ? V T Nco m N � p 0 0 C1 N rn N rn a O T 0 t N Y r O O O X LL T r T 00 Q> �p W 0 0 0 cn > X W W O W J 2 J F- = F- I- 2 H J Q Q W H ~ ~ w m m m m m m CO m m m m m Z UQ >O www 3: z z z U) U) U) F— �` Z W = 2 LL U) of X O 0 W rn � 00 d J H � � 2 Q Z T N J LO co D Q O N 0) � T T 00 O T 0 C T C 210 Z W v EXISTING LEVELS OF SERVICE HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date:9/28/99 Time Period:AM Peak 6_x�s-ripe, Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............ ... .............................................................................. Volume: 80 555 43 41 687 177 33 52 4 97 HFR: 107 740 57 55 916 236 44 69 5 129 PHF: 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ............................................................................................... Pedestrian Volume Data: Movements: ........................................................................................... Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb N of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...........................................---............................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...._._........._....................................................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............................................................................................... N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ....................................... ................................................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 Data for Computing Effect of Delay to Major Street Vehicles: ------------------------------------------------------------------------------------------- Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 .......................................... ....................---------.................... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 ................................ ......................................................... t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,lt 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ................ ........................................................... ................ t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ................................................... ......---- ------------------ . Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ........................... .............................. V prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q 1 2.4 3.5 g q2 0.1 0.3 G q 2.5 3.9 .............................. ....---- --............-_........................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt .................................... alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.221 0.249 V c,max 404 539 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 _....................... ............. ........................... ...... Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ............. ............................................................. p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stage1 Stage2 p 1 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p 12 1.000 •.............................................................................................. Worksheet 5d. Effect of upstream signals(computation 4) Movement ---------- ----------------------------------------------------------------------------- - 1 stage 1 4 9 10 11 12 .......................................... .................................................... Vc,x 1152 797 399 1727 2154 576 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 1152 797 399 1727 2154 576 ..................................-------......---..................................... ... Movement ............................................................. ------........................... 2 stage 10 11 Stage1 Stage2 Stage1 Stage2 ........................................................................................... V c,x 1143 583 1143 1011 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1143 583 1143 1011 ....1--.-_......•......................................................................... Worksheet 5e. Effect of upstream signals(computation 5) Movement ............................................................................................... 1 stage 1 4 9 10 11 12 .I.-.................... .................................................................... Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 602 821 601 57 47 460 C plat,x 602 821 601 57 47 460 ...--------------------------------------------------------------- ---------- -------- Movement ............................................................---................. . - 2 stage 10 11 Stage1 Stage2 Stage1 Stage2 ............................................................................................... Px 1.000 1.000 1.000 1.000 C r,x 213 465 273 315 C plat,x 213 465 273 315 Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 Conflicting Flows 399 576 Potential Capacity 601 460 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 601 460 Probability of Queue free St. 0.93 0.72 ............................................................................................... Step 2:LT from Major St. 4 1 ............................................................................................... Conflicting Flows 797 1152 Potential Capacity 821 602 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 821 602 Probability of Queue free St. 0.93 0.82 ............................................ ....................-- ----.................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage ............................................................................................... Conflicting Flows 982 1143 Potential Capacity 330 273 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 271 255 Probability of Queue free St. 1.00 0.98 .............................................................................................. Part 2-Second Stage ............................................................................................... Conflicting Flows 1261 1011 Potential Capacity 244 315 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.93 0.82 Movement Capacity 227 260 __......-.. ........................... ........ Part 3-Single Stage ......................... ..... .................... .................. .-----........ Conflicting Flows 2243 2154 Potential Capacity 43 47 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.77 Movement Capacity 33 36 ............................ ....... ................ Result for 2 stage process: ................. ................. ............................................................. a 0.98 0.98 y 2.71 1.30 C t 118 188 Probability of Queue free St. 1.00 0.97 ----------------------------------------------------------------------------------------------- Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage ............................................................................................... Conflicting Flows 982 1143 Potential Capacity 271 213 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 223 199 ........................................................------------------.............--...... Part 2-Second Stage ................................._.........._.........._.-.................................. Conflicting Flows 570 583 Potential Capacity 479 465 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.66 0.76 Movement Capacity 315 355 Part 3-Single Stage ............................................................................................... Conflicting Flows 1552 1727 Potential Capacity 79 57 Pedestrian Impedance Factor 1.00 1.00 Maj.L, Min T Impedance factor 0.75 0.77 Maj. L,Min T Adj.Imp Factor. 0.80 0.82 Cap.Adj.factor due to Impeding mvmnt 0.58 0.76 Movement Capacity 45 43 Result for 2 stage process: a 0.98 0.98 y 1.09 0.61 C t 183 190 ........................................................................... ................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ..............................—....................................................... .. ................... v(vph) 44 69 5 129 Movement Capacity 601 190 188 460 Shared Lane Capacity 303 ............................................................................................... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 _............................................................................. Csep 601 190 188 460 Volume 44 69 5 129 Delay 11.5 34.4 24.7 15.8 Q sep 0.14 0.66 0.04 0.57 Q sep +1 1.14 1.66 1.04 1.57 round(Qsep +1) 1 2 1 2 ............................................................................................... n max 1 2 C sh 601 303 SUM C sep 601 839 n 1 0 C act 601 303 ........................................................................................... Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 .........................................................................................•..... ------------------- v(vph) 107 55 44 204 C m(vph) 602 821 303 vlc 0.18 0.07 0.07 0.67 95%queue length Control Delay 12.3 9.7 11.5 38.4 LOS B A B E Approach Delay 11.5 38.4 Approach LOS B E ............................................................................................... HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROUTWSC)ANALYSIS Analyst:Tim Schwab Intersection: 7th&Baxter Count Date:9128199 Time Period: PM Peak Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 - ------------------------------ ------------------------------------------------------------ Volume: 152 918 234 130 678 74 217 40 5 91 HFR: 158 956 244 135 706 77 226 42 5 95 PHF: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ---_.......................................................................................... Pedestrian Volume Data: Movements: ............................................................................................... Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles: Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R .................................................................____........ Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ................----............................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...................................................................................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound L prat T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 600 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 350 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 ............................................................................................... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ...-...................-.............................................I......................... Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ------------------------------------------------------------- -------------- V prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 g q2 1.5 0.5 G q 8.6 4.6 ................................................................................_._.... ..... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ....-----_.......-......................................... ... .............. ------ alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.442 0.381 V c,max 1394 907 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 ..........................................................................................•---- Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ........... _.....__..................................... ......... ............... p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stage1 Stage2 ---------------------- -------------------.......... ................................... PI 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 ...........I......................... ...................................................... Worksheet 5d.Effect of upstream signals(computation 4) Movement .................................................................................. 1 stage 1 4 9 10 11 12 V c,x 783 1200 600 1810 2532 392 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 783 1200 600 1810 2532 392 .......................................................................... . .................. Movement ............. ....................................... ........ __.-..-.. ------- 2 stage 10 11 Stagel Stage2 Stagel Stage2 ..................................................................................... ......... V c,x 1016 795 1016 1517 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1016 795 1016 1517 Worksheet 5e.Effect of upstream signals(computation 5) Movement ............................................................................................... 1 stage 1 4 9 10 11 12 ............................................................................................... Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 831 577 444 49 27 607 C plat,x 831 577 444 49 27 607 ...-- ---_.I-------------------------- Movement 2 stage 10 11 Stage1 Stage2 Stagel Stage2 --- ------------------ -----------------........................... .................. Px 1.000 1.000 1.000 1.000 C r,x 255 347 314 180 C plat,x 255 347 314 180 .......................... ..........- . ----.............--------... ........ Worksheet 6 Impedance and capacity equations Step 1: RT from Minor St. 9 12 •..........................................................................--- ----------- Conflicting Flows 600 392 Potential Capacity 444 607 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 444 607 Probability of Queue free St. 0.49 0.84 ..... ....................................................................................... Step 2:LT from Major St. 4 1 ............................................................................................... Conflicting Flows 1200 783 Potential Capacity 577 831 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 577 831 Probability of Queue free St. 0.77 0.81 ............................................................................................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage ............................................................................................... Conflicting Flows 1395 1016 Potential Capacity 210 314 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.81 0.77 Movement Capacity 170 240 Probability of Queue free St. 1.00 0.98 ............................... ................... ............ ...... .... Part 2-Second Stage ............................................................................................... Conflicting Flows 1054 1517 Potential Capacity 305 180 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.81 Movement Capacity 234 146 ..........__._.............................. ......... Part 3-Single Stage __................................................. -------- ....................... Conflicting Flows 2449 2532 Potential Capacity 31 27 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.62 0.62 Movement Capacity 20 17 Result for 2 stage process: ............ ...................---------------.......-- a 0.98 0.98 y 2.70 -34.84 C t 74 10 Probability of Queue free St. 1.00 0.49 ..................................................................................... Worksheet 7b- Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage ............................................................................................... Conflicting Flows 1395 1016 Potential Capacity 151 255 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.81 0.77 Movement Capacity 123 195 ..................................................................... ------------ ..... Part 2-Second Stage ........................................................----_........... -- ......—... Conflicting Flows 627 795 Potential Capacity 443 347 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.63 0.40 Movement Capacity 280 138 ----------------------------------------------------------------------------------------------- Part 3-Single Stage __.......__......_.._..._........_...- - ..--------- Conflicting Flows 2021 1810 Potential Capacity 35 49 Pedestrian Impedance Factor 1.00 1.00 Maj.L, Min T Impedance factor 0.30 0.62 Maj.L, Min T Adj.Imp Factor. 0.43 0.70 Cap.Adj.factor due to Impeding mvmnt 0.37 0.35 Movement Capacity 13 17 ............................................................................................... Result for 2 stage process: ------------ - ----- --- ---------- a 0.98 0.98 y 1.01 -12.33 C t 102 3 - --------------------------------------------"I-----------I----------------------------------- Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ...........................--------- -----------------------I-------- ...... ------------------- v(vph) 226 42 5 95 Movement Capacity 444 3 10 607 Shared Lane Capacity 8 .................................................................................. ....... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ......................................................................I........................ C sep 444 3 10 607 Volume 226 42 5 95 Delay 21.2 9743.4 555.7 12.0 Q sep 1.33 112.77 0.80 0.32 Q sep +1 2.33 113.77 1.80 1.32 round(Qsep +1) 2 114 2 1 _.................................... .........._---......................................... n max 2 114 C sh 444 8 SUM C sep 444 620 n 1 0 C act 444 8 Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 ............................ .................................................................. ................... v(vph) 158 135 226 142 C m(vph) 831 577 8 vlc 0.19 0.23 0.51 17.26 95%queue length Control Delay 10.4 13.1 21.2 8199.9 LOS B B C F Approach Delay 21.2 8199.9 Approach LOS C F HCS: Signals Release 3.1b Inter: City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Peak - Existing, 1999 E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY 1 Eastbound 1 Westbound 1 Northbound Southbound I I L T R I L T R I L T R I L T R i ( I I I I No. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 I LGConfig ( L TR I L TR I L T R I L T R I Volume 1174 0 144 128 2 7 127 - 426 4 15 860 43 I Lane Width 112.0 12 .0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I RTOR Vol 1 25 1 2 1 2 1 15 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left A Thru P I Thru P Right P 1 Right P Peds 1 Peds WB Left P i SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right SB Right I WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 300 1400 0.74 0.214 41.0 D TR 339 1583 0.45 0.214 28.2 C 35.8 D Westbound L 261 1220 0.14 0.214 23.4 C TR 359 1676 0.03 0.214 21.9 C 23.1 C Northbound L 253 1770 0.14 0.143 26.5 C T 1517 3539 0.36 0.429 14.2 B 14.9 B R 678 1583 0.00 0.429 11.5 B Southbound L 253 1770 0.02 0.143 26.0 C T 1517 3539 0.73 0.429 19.7 B 19.5 B R 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.3 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: AM Peak - Existing, 1999 Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R I I I I I I Volume 1174 0 144 128 2 7 127 426 4 15 860 43 I PHF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 1 PK 15 Vol 156 0 46 19 1 2 19 137 1 12 276 14 1 Hi Ln Vol I I I I I % Grade 1 0 1 0 1 0 1 0 I Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 I ParkExist I 1 ( 1 I NumPark I I I I I % Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 I No. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 2 1 15 1 Adj Flow 1223 153 136 9 135 546 3 16. 1103 36 1 %InSharedLnl I I I I Prop Turns 1 1.00 1 0.67 I I I NumPeds 1 0 1 0 1 0 I 0 I NumBus 10 0 10 0 10 0 0 10 0 0 1 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS I Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R 1 I I I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 1 Arriv. Type13 3 13 3 13 3 3 13 3 3 1 Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 1 I Factor 1 1.000 1 1.000 1 1.000 1 1.000 1 Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ped Min g 1 0.0 1 0.0 1 0.0 1 0.0 1 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right I SB Right I WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. ' Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 174 0.78 223 1 L 223 Thru 0 0.78 0 1 TR 153 1.00 Right 144 0.78 153 0 25 Westbound Left 28 0.78 36 1 L 36 Thru 2 0.78 3 1 TR 9 0.67 Right 7 0.78 6 0 2 Northbound Left 27 0.78 35 1 L 35 Thru 426 0.78 546 2 T 546 Right 4 0.78 3 1 R 2 3 Southbound Left 5 0.78 6 1 L 6 Thru 860 0.78 1103 2 T 1103 Right 43 0.78 36 1 R 15 36 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: 1 L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.752 1400 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1583 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.655 1220 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.900 1.000 1676 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 - - 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 223 1400 # 0.16 0.214 300 0.74 Thru TR 153 1583 0.10 0.214 339 0.45 Right Westbound Pri. Sec. Left L 36 1220 0.03 0.214 261 0.14 Thru TR 9 1676 0.01 0.214 359 0.03 Right Northbound Pri. Sec. Left L 35 1770 # 0.02 0.143 253 0.14 Thru T 546 3539 0.15 0.429 1517 0.36 Right R 3 1583 0.00 0.429 678 0.00 Southbound Pri. Sec. Left L 6 1770 0.00 0.143 253 0.02 Thru T 1103 3539 # 0.31 0.429 1517 0.73 Right R 36 1583 0.02 0.429 678 0.05 Sum (v/s) critical = 0.49 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.62 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.74 0.214 25.7 1.000 300 0.50 15.3 0.0 41.0 D TR 0.45 0.214 23.9 1.000 339 0.50 4.3 0.0 28.2 C 35.8 D Westbound L 0.14 0.214 22.3 1.000 261 0.50 1.1 0.0 23.4 C TR 0.03 0.214 21.7 1.000 359 0.50 0.1 0.0 21.9 C 23.1 C Northbound L 0.14 0.143 26.2 1.000 253 0.11 0.3 0.0 26.5 C T 0.36 0.429 13.5 1.000 1517 0.50 0.7 0.0 14.2 B 14.9 B R 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B Southbound L 0.02 0.143 25.8 1.000 253 0.50 0.2 0.0 26.0 C T 0.73 0.429 16.6 1.000 1517 0.50 3.1 0.0 19.7 B 19.5 B R 0.05 0.429 11.7 1.000 678 0.50 0.1 0.0 11.8 B Intersection Delay = 21.3 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 223 36 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 9 153 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.34 0.70 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.17 2.97 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g 0.00 0.11 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.89 n=(gq-gf) /2, n>=0 0.00 0.05 Ptho=1-Plto 1.00 1.00 Pl*=Plt[l+1 (N-1)g/ (gf+gu/Ell+4 .24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.33 1.52 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf, 0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/11+P1(Ell-1) }] , (min=fmin;max=1.00) 0.75 0.66 flt=fm=[gf/g]+gdiff[1/11+P1t(E12-1) 1] +[gu/g] [l/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.752 0.655 For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[1+1 (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/11+P1(Ell-1) ]] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/11+P1t(E12-1) )] +[gu/g] [l/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/(3600 (max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj .- Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 21.3 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b Inter: City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Peak - Existing, 1999 E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R 1 L T R I L T R 1 I I I I No. Lanes I 1 1 0 I 1 1 0 I 1 2 1 1 1 2 1 1 LGConfig ( L TR I L TR I L T R I L T R Volume 1191 2 92 163 15 9 1155 1172 0 11 858 69 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds 1 Peds NB Right I EB Right SB Right I WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 296 1383 0.68 0.214 37.2 D TR 341 1591 0.21 0.214 24.1 C 33.7 C Westbound L 283 1322 0.23 0.214 24.7 C TR 381 1778 0.06 0.214 22.2 C 24.0 C Northbound L 253 1770 0. 64 0.143 33.9 C T 1517 3539 0.81 0.429 22.4 C 23.8 C R 678 1583 0.00 0.429 11.4 B Southbound L 253 1770 0.00 0.143 25.8 C T 1517 3539 0.60 0.429 17.1 B 16.8 B R 678 1583 0.08 0.429 12.1 B Intersection Delay = 22.5 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: PM Peak - Existing, 1999 Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA 1 Eastbound ( Westbound ( Northbound I Southbound I L T R I L T R I L T R I L T R I I Volume 1191 2 92 163 15 9 1155 1172 0 11 858 69 I PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 I PK 15 Vol 150 1 24 (17 4 3 141 308 0 11 226 18 I Hi Ln Vol I I I I I % Grade 1 0 1 0 1 0 1 0 I Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist I I I I I NumPark I I I I I % Heavy Veh,2 2 2 12 2 2 12 2 2 12 2 2 I No. Lanes I 1 1 0 1 1 1 0 1 1 2 1 ( 1 2 1 I LGConfig i L TR I L TR 1 L T R 1 L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I RTOR Vol 1 25 1 2 1 0 1 15 1 Adj Flow 1201 73 166 23 1163 1234 0 11 903 57 I %InSharedLnl I I I I Prop Turns 1 0.97 1 0.30 I I I NumPeds 1 0 1 0 1 0 1 0 I NumBus 10 0 10 0 10 0 0 10 0 0 1 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R 1 I i I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 1 Arriv. Type13 3 13 3 13 3 3 13 3 3 1 Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 1 I Factor 1 1.000 1 1.000 1 1.000 1 1.000 1 Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ped Min g 1 0.0 1 0.0 1 0.0 1 0.0 1 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right I SB Right I WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 191 0.95 201 1 L 201 Thru 2 0.95 2 1 TR 73 0. 97 Right 92 0.95 71 0 25 Westbound Left 63 0.95 66 1 L 66 Thru 15 0.95 16 1 TR 23 0.30 Right 9 0.95 7 0 2 Northbound Left 155 0.95 163 1 L 163 Thru 1172 0.95 1234 2 T 1234 Right 0 0.95 0 1 R 0 0 Southbound Left 1 0.95 1 1 L 1 Thru 858 0.95 903 2 T 903 Right 69 0.95 57 1 R 15 57 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.742 1383 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.854 1.000 1591 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.709 1322 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.954 1.000 1778 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 201 1383 # 0.15 0.214 296 0.68 Thru TR 73 1591 0.05 0.214 341 0.21 Right Westbound Pri. Sec. Left L 66 1322 0.05 0.214 283 0.23 Thru TR 23 1778 0.01 0.214 381 0.06 Right Northbound Pri. Sec. Left L 163 1770 # 0.09 0.143 253 0.64 Thru T 1234 3539 # 0.35 0.429 1517 0.81 Right R 0 1583 0.00 0.429 678 0.00 Southbound Pri. Sec. Left L 1 1770 0.00 0.143 253 0.00 Thru T 903 3539 0.26 0.429 1517 0.60 Right R 57 1583 0.04 0.429 678 0.08 Sum (v/s) critical = 0.59 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.75 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.68 0.214 25.3 1.000 296 0.50 11.9 0.0 37.2 D TR 0.21 0.214 22.6 1.000 341 0.50 1.4 0.0 24.1 C 33.7 C Westbound L 0.23 0.214 22.7 1.000 283 0.50 1.9 0.0 24.7 C TR 0.06 0.214 21.9 1.000 381 0.50 0.3 0.0 22.2 C 24.0 C Northbound L 0.64 0.143 28.3 1.000 253 0.22 5.5 0.0 33.9 C T 0.81 0.429 17.5 1.000 1517 0.50 4.9 0.0 22.4 C 23.8 C R 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11.4 B Southbound L 0.00 0.143 25.7 1.000 253 0.50 0.0 0.0 25.8 C T 0.60 0.429 15.3 1.000 1517 0.50 1.7 0.0 17.1 B 16.8 B R 0.08 0.429 11.9 1.000 678 0.50 0.2 0.0 12.1 B Intersection Delay = 22.5 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 201 66 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 23 73 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 3.91 1.28 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.45 1.42 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g 0.00 0.00 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 Ptho=1-Plto 1.00 1.00 P1*=Plt[l+{ (N-1)g/(gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.35 1.41 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf, 0) 0.00 0.00 fm=[gf/g]+[gu/g] [l/{1+P1 (Ell-1) }] , (min=fmin;max=1.00) 0.74 0.71 flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }] +[gu/g] [1/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** fit 0.742 0.709 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G. Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto P1*=Plt[1+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [l/{1+P1(Ell-1) }] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }] +[gu/g] [l/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/(3600(max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) /(gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 22.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. i BUILD OUT YEAR (2000) LEVEL OF SERVICE � CALCULATIONS WITHOUT PROJECT HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date:9128199 Time Period:AM Pk- BIW Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................... Volume: 81 561 43 41 694 179 33 53 4 98 HFR: 108 748 57 55 925 239 44 71 5 131 PHF: 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 .............................................................. ................. ............ Pedestrian Volume Data: Movements: ............................................................................................... Flow: Lane width: Walk speed: %Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...................................I................................"................ ....... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R . ..............._...._.....................1............---1.......-----....... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R _.._._........................... ............ ---------................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................. Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period, hrs: 0.25 ............................................................ Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ----------------------------------------------------------------------------------------------- t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ................................................................ ............... Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ----------- .................-.................................................... ........ V prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C (sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q1 2.4 3.5 g q2 0.1 0.3 G q 2.5 3.9 .............................................................................................. Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ...._....I...........................................•---...................................... alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.219 0.246 V c,max 399 534 V c,min 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................. ................................................. Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ............................................ ......... ........._..... ........... p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 pl 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 ................... .. ..........I....................... Worksheet 5d. Effect of upstream signals(computation 4) Movement .................... --------------- ------------ 1 stage 1 4 9 10 11 12 ............... .............................................-..--............................. V c,x 1164 805 403 1744 2175 582 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 1164 805 403 1744 2175 582 ............................................................................................... Movement ....................._....................................................................... 2 stage 10 11 Stagel Stage2 Stagel Stage2 ............................................................................................... V c,x 1154 590 1154 1021 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1154 590 1154 1021 ........... ................................................................. Worksheet 5e.Effect of upstream signals(computation 5) Movement ................................. . --...........---------.......................----- 1 stage 1 4 9 10 11 12 Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 596 815 597 55 46 456 C plat,x 596 815 597 55 46 456 ............................................................................................... Movement 2 stage 10 11 Stagel Stage2 Stage1 Stage2 ........................................................................................�..- Px 1.000 1.000 1.000 1.000 C r,x 210 461 270 312 C plat,x 210 461 270 312 Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 ............................................................................................... Conflicting Flows 403 582 Potential Capacity 597 456 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 597 456 Probability of Queue free St. 0.93 0.71 .....................................................----•-------....................-------. Step 2: LT from Major St. 4 1 --- ----------------- ..... ......_...........------......................................... Conflicting Flows 805 1164 Potential Capacity 815 596 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 815 596 Probability of Queue free St. 0.93 0.82 ............................................................................................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage ......................................................................................------ . Conflicting Flows 993 1154 Potential Capacity 326 270 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 267 252 Probability of Queue free St. 1.00 0.98 . ................................................ .......... - Part 2-Second Stage ............................................................................................... Conflicting Flows 1273 1021 Potential Capacity 240 312 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.93 0.82 Movement Capacity 224 255 ................................ _......_.............. ---------- Part 3-Single Stage ............................................................................................... Conflicting Flows 2266 2175 Potential Capacity 41 46 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.76 0.76 Movement Capacity 31 35 ................................................... --- -----......--------- Result for 2 stage process: ................................... ................................................. --------- a 0.98 0.98 y 2.78 1.31 C t 114 185 Probability of Queue free St. 1.00 0.97 - --------------------- --------------- ---_...... .................................--......... Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1- First Stage . ......................................................................._...._.........._.. Conflicting Flows 993 1154 Potential Capacity 267 210 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 219 196 Part 2-Second Stage Conflicting Flows 575 590 Potential Capacity 476 461 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.65 0.76 Movement Capacity 310 350 ............................................................................................... Part 3-Single Stage ------.-........... ......................................................................... Conflicting Flows 1567 1744 Potential Capacity 77 55 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.74 0.76 Maj.L,Min T Adj.Imp Factor. 0.80 0.82 Cap.Adj.factor due to Impeding mvmnt 0.57 0.76 Movement Capacity 44 42 ....................................................................................... Result for 2 stage process: ............................................................................................... a 0.98 0.98 y 1.11 0.61 C t 179 187 ............................................................................................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 .......... -----..I------- ............................................. v(vph) 44 71 5 131 Movement Capacity 597 187 185 456 Shared Lane Capacity 298 ............................................---..............................---............... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ............................................................................................... Csep 597 187 185 456 Volume 44 71 5 131 Delay 11.5 35.5 25.1 16.0 Q sep 0.14 0.70 0.04 0.58 Q sep +1 1.14 1.70 1.04 1.58 round(Qsep +1) 1 2 1 2 ............................................................................................... n max 1 2 C sh 597 298 SUM C sep 597 828 n 1 0 C act 597 298 -------_............ ............................_............ ----- ....... Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 ............................................................................................... ................... v(vph) 108 55 44 207 C m(vph) 596 815 298 vlc 0.18 0.07 0.07 0.69 95%queue length Control Delay 12.4 9.7 11.5 40.4 LOS B A B E Approach Delay 11.5 40.4 Approach LOS B E --------------.................---.................-----.....--................... HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROLJTWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date:9128199 Time Period:PM Pk W/O Proj. Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ..................................................................... ............-- Volume: 154 927 236 131 685 75 219 40 5 92 HFR: 160 966 246 136 714 78 228 42 5 96 PHF: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 .......... --------------------------._.... ........................_.-.-............. .. Pedestrian Volume Data: Movements: _.... ....... ................................. _...._. ...................... Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............... --------........... ..................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R _......................................I................---. .....-................ Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R .................................................................----........... N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ........... -- ---.....---..--....... ..........................................I...... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 600 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 350 Data for Computing Effect of Delay to Major Street Vehicles: - - .........................................--...... .. Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 ............................................................................................... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ............................................................................----------......... Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ........................................ .................. ....... ....................... V prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 g q2 1.5 0.5 G q 8.6 4.6 ............................................................................................-- Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ..........................•.................................. -------------------------......I alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.437 0.377 V c,max 1381 898 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result . ............................................................................................. p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stage1 Stage2 p 1 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 ----------------------------------........................ .....................I............. Worksheet 5d.Effect of upstream signals(computation 4) Movement ............................................................... ------ ---........ 1 stage 1 4 9 10 11 12 ............................................................................................... V c,x 792 1211 606 1829 2558 396 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 792 1211 606 1829 2558 396 ...........---..._............_................................................. Movement ------------------------------- ------------------ .---...........----------....-- 2 stage 10 11 Stagel Stage2 Stagel Stage2 ............................................................................................... V c,x 1026 804 1026 1532 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1026 804 1026 1532 ................................................................................ ........ Worksheet 5e.Effect of upstream signals(computation 5) Movement ---------_.................................................................... 1 stage 1 4 9 10 11 12 ..........................................................................I...----------------- Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 825 572 440 48 26 603 C plat,x 825 572 440 48 26 603 ............................................................................................... Movement ............................................................................................... 2 stage 10 11 Stagel Stage2 Stagel Stage2 ............................................................................................... Px 1.000 1.000 1.000 1.000 C r,x 251 343 310 177 C plat,x 251 343 310 177 Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 Conflicting Flows 606 396 Potential Capacity 440 603 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 440 603 Probability of Queue free St. 0.48 0.84 Step 2:LT from Major St. 4 1 ............................................................................................... Conflicting Flows 1211 792 Potential Capacity 572 825 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 572 825 Probability of Queue free St. 0.76 0.81 ............................................................................................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage .. .......................... .............................._....... ........ Conflicting Flows 1409 1026 Potential Capacity 207 310 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.81 0.76 Movement Capacity 167 236 Probability of Queue free St. 1.00 0.98 Part 2-Second Stage ...................................................................... Conflicting Flows 1065 1532 Potential Capacity 302 177 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.76 0.81 Movement Capacity 230 143 .......................................................................................... Part 3-Single Stage ---------- ------ ...............-- ........... Conflicting Flows 2474 2558 Potential Capacity 30 26 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.61 0.61 Movement Capacity 19 16 ............................................... ..................---------.................... Result for 2 stage process: ............................................................................................... a 0.98 0.98 y 2.92 -22.24 C t 68 6 Probability of Queue free St. 1.00 0.12 -------------------------------.............................................•----..--.....--.. Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4: LT from Minor St. 7 10 Part 1- First Stage Conflicting Flows 1409 1026 Potential Capacity 148 251 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.81 0.76 Movement Capacity 119 191 Part 2•Second Stage Conflicting Flows 632 804 Potential Capacity 440 343 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.63 0.39 Movement Capacity 275 133 Part 3-Single Stage �._.............. ..................................................... Conflicting Flows 2042 1829 Potential Capacity 34 48 Pedestrian Impedance Factor 1.00 1.00 Maj.L,Min T Impedance factor 0.08 0.61 Maj.L,Min T Adj.Imp Factor. 0.19 0.70 Cap.Adj.factor due to Impeding mvmnt 0.16 0.34 Movement Capacity 5 16 ................................................................------......................... Result for 2 stage process: --.........I................. ...._......................................................... a 0.98 0.98 y 1.04 -9.04 C t 97 0 ..................................•---------.......................---...------............---- Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ...................................................... ................... v(vph) 228 42 5 96 Movement Capacity 440 0 6 603 Shared Lane Capacity 0 ...................................................---------...............-----------.... ---- Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ......... - ..................................... C sep 440 0 6 603 Volume 228 42 5 96 Delay 21.6 0.01071.1 12.1 0 sep 1.37 0.00 1.55 0.32 0 sep +1 2.37 1.00 2.55 1.32 round(Osep +1) 2 1 3 1 ......................................................... _.._..._................. n max 2 3 C sh 440 0 SUM C sep 440 609 n 1 0 C act 440 0 Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 ............................................................................................ ................... v(vph) 160 136 228 143 C m(vph) 825 572 vlc 0.19 0.24 0.52 95%queue length Control Delay 10.4 13.3 21.6 LOS B B C Approach Delay 21.6 Approach LOS C .. -........I... .............................................................................. HCS: Signals Release 3.1b Inter: City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Peak - Buildout W/O Proj . E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R 1 I I I I I No. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 I LGConfig I L TR ( L TR I L T R I L T R I Volume 1176 0 145 135 2 7 127 430 4 15 869 43 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol I 25 1 2 1 2 I 15 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P 1 Thru P Right P ( Right P Peds I Peds WB Left P 1 SB Left P Thru P 1 Thru P Right P 1 Right P Peds I Peds NB Right I EB Right SB Right 1 WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 300 1400 0.75 0.214 41.8 D TR 339 1583 0.45 0.214 28.3 C 36.3 D Westbound L 261 1216 0.17 0.214 23.9 C TR 359 1676 0.03 0.214 21.9 C 23.5 C Northbound L 253 1770 0.14 0.143 26.5 C T 1517 3539 0.36 0.429 14.2 B 14.9 B R 678 1583 0.00 0.429 11.5 B Southbound L 253 1770 0.02 0.143 26.0 C T 1517 3539 0.73 0.429 19.9 B 19.7 B R 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.5 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: AM Peak - Buildout W/O Proj . Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA I Eastbound I Westbound ( Northbound I Southbound I L T R I L T R I L T R I L T R 1 I I I I I Volume 1176 0 145 135 2 7 127 430 4 15 869 43 I PHF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 1 PK 15 Vol 156 0 46 I11 1 2 19 138 1 12 279 14 I Hi Ln Vol I I I I I % Grade 1 0 1 0 1 0 1 0 I Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 I ParkExist I I I I I NumPark I I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 I No. Lanes 1 1 1 0 I 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR 1 L TR I L T R I L T R 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 2 1 15 1 Adj Flow 1226 154 145 9 135 551 3 ► 6 1114 36 1 %InSharedLnl I I I Prop Turns 1 1.00 1 0.67 1 1 1 NumPeds 1 0 1 0 1 0 1 0 1 NumBus 10 0 10 0 10 0 0 10 0 0 1 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS Eastbound I Westbound I Northbound ( Southbound I L T R I L T R I L T R I L T R 1 I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I Arriv. Type13 3 13 3 13 3 3 13 3 3 I Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 I Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ext of g 12.0 2 .0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ped Min g 1 0.0 1 0.0 1 0.0 1 0.0 I PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right 1 EB Right I SB Right 1 WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 176 0.78 226 1 L 226 Thru 0 0.78 0 1 TR 154 1.00 Right 145 0.78 154 0 25 Westbound Left 35 0.78 45 1 L 45 Thru 2 0.78 3 1 TR 9 0.67 Right 7 0.78 6 0 2 Northbound Left 27 0.78 35 1 L 35 Thru 430 0.78 551 2 T 551 Right 4 0.78 3 1 R 2 3 Southbound Left 5 0.78 6 1 L 6 Thru 869 0.78 1114 2 T 1114 Right 43 0.78 36 1 R 15 36 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0.752 1400 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1583 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.653 1216 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.900 1.000 1676 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0. 950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 226 1400 # 0.16 0.214 300 0.75 Thru TR 154 1583 0.10 0.214 339 0.45 Right Westbound Pri. Sec. Left L 45 1216 0.04 0.214 261 0.17 Thru TR 9 1676 0.01 0.214 359 0.03 Right Northbound Pri. Sec. Left L 35 1770 # 0.02 0.143 253 0.14 Thru T 551 3539 0.16 0.429 1517 0.36 Right R 3 1583 0.00 0.429 678 0.00 Southbound Pri. Sec. Left L 6 1770 0.00 0.143 253 0.02 Thru T 1114 3539 # 0.31 0.429 1517 0.73 Right R 36 1583 0.02 0.429 678 0.05 Sum (v/s) critical = 0.50 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.63 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.75 0.214 25.8 1.000 300 0.50 16.0 0.0 41.8 D TR 0.45 0.214 23.9 1.000 339 0.50 4 .3 0.0 28.3 C 36.3 D Westbound L 0.17 0.214 22.4 1.000 261 0.50 1.4 0.0 23.9 C TR 0.03 0.214 21.7 1.000 359 0.50 0.1 0.0 21.9 C 23.5 C Northbound L 0.14 0.143 26.2 1.000 253 0.11 0.3 0.0 26.5 C T 0.36 0.429 13.5 1.000 1517 0.50 0.7 0.0 14.2 B 14.9 B R 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B Southbound L 0.02 0.143 25.8 1.000 253 0.50 0.2 0.0 26.0 C T 0.73 0.429 16.7 1.000 1517 0.50 3.2 0.0 19.9 B 19.7 B R 0.05 0.429 11.7 1.000 678 0.50 0.1 0.0 11.8 B Intersection Delay = 21.5 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 226 45 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 9 154 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.39 0.88 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.17 2.99 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g 0.00 0.15 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.85 n=(gq-gf) /2, n>=0 0.00 0.07 Ptho=1-Plto 1.00 1.00 Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.33 1.52 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf,0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) ]] , (min=fmin;max=1.00) 0.75 0.65 flt=fm=[gf/g]+gdiff[1/{l+Plt(E12-1) 1] +[gu/g] [1/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** fit 0.752 0.653 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) 1] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) 1] +[gu/g] [l/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/ (3600 (max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 21.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b Inter: 7th & Oak City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Peak - Buildout W/O Proj . E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R I 1 No. Lanes 1 1 1 0 I 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R 1 Volume 1193 2 93 181 15 10 1157 1184 0 11 867 70 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left A Thru P 1 Thru P Right P 1 Right P Peds I Peds WB Left P 1 SB Left P Thru P 1 Thru P Right P 1 Right P Peds 1 Peds NB Right 1 EB Right SB Right 1 WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 296 1381 0.69 0.214 37.5 D TR 341 1591 0.22 0.214 24.1 C 34.0 C Westbound L 283 1320 0.30 0.214 25.8 C TR 379 1770 0.06 0.214 22.2 C 25.0 C Northbound L 253 1770 0.65 0.143 34.2 C T 1517 3539 0.82 0.429 22.8 C 24.1 C R 678 1583 0.00 0.429 11.4 B Southbound L 253 1770 0.00 0.143 25.8 C T 1517 3539 0.60 0.429 17.2 B 16.9 B R 678 1583 0.09 0.429 12.1 B Intersection Delay = 22.8 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: 7th & Oak City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: PM Peak - Buildout W/O Proj . Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA Eastbound ( Westbound I Northbound I Southbound i L T R I L T R I L T R I L T R I I I I 1 Volume 1193 2 93 181 15 10 1157 1184 0 11 867 70 I PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 PK 15 Vol 151 1 24 121 4 3 141 312 0 11 228 18 1 Hi Ln Vol I I 1 I I % Grade 1 0 1 0 1 0 1 0 1 Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist I I ( I I NumPark I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 No. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Adj Flow 1203 74 185 24 1165 1246 0 11 913 58 1 %InSharedLnl I I I I Prop Turns I 0.97 ► 0.33 1 I 1 NumPeds I 0 I 0 1 0 1 0 1 NumBus 10 0 10 0 10 0 0 10 0 0 I Duration 0.25 Area Type: All other areas OPERATING PARAMETERS ( Eastbound I Westbound I Northbound 1 Southbound I ( L T R I L T R I L T R I L T R i I I I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I Arriv. Type13 3 13 3 13 3 3 13 3 3 I Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 I Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ped Min g 1 0.0 1 0.0 1 0.0 1 0.0 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P 1 Thru P Right P I Right P Peds 1 Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right 1 EB Right I SB Right 1 WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 193 0. 95 203 1 L 203 Thru 2 0. 95 2 1 TR 74 0.97 Right 93 0. 95 72 0 25 Westbound Left 81 0. 95 85 1 L 85 Thru 15 0. 95 16 1 TR 24 0.33 Right 10 0. 95 8 0 2 Northbound Left 157 0.95 165 1 L 165 Thru 1184 0.95 1246 2 T 1246 Right 0 0.95 0 1 R 0 0 Southbound Left 1 0.95 1 1 L 1 Thru 867 0. 95 913 2 T 913 Right 70 0.95 58 1 R 15 58 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.742 1381 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.854 1.000 1591 Westbound Sec LT Adj/LT Sat: _ L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.709 1320 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.950 1.000 1770 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 203 1381 # 0.15 0.214 296 0.69 Thru TR 74 1591 0.05 0.214 341 0.22 Right Westbound Pri. Sec. Left L 85 1320 0.06 0.214 283 0.30 Thru TR 24 1770 0.01 0.214 379 0.06 Right Northbound Pri. Sec. Left L 165 1770 # 0.09 0.143 253 0.65 Thru T 1246 3539 # 0.35 0.429 1517 0.82 Right R 0 1583 0.00 0.429 678 0.00 Southbound Pri. Sec. Left L 1 1770 0.00 0.143 253 0.00 Thru T 913 3539 0.26 0.429 1517 0.60 Right R 58 1583 0.04 0.429 678 0.09 Sum (v/s) critical = 0.59 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.75 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.69 0.214 25.3 1.000 296 0.50 12.2 0.0 37 .5 D TR 0.22 0.214 22.7 1.000 341 0.50 1.5 0.0 24.1 C 34 .0 C Westbound L 0.30 0.214 23.1 1.000 283 0.50 2.7 0.0 25.8 C TR 0.06 0.214 21.9 1.000 379 0.50 0.3 0.0 22.2 C 25.0 C Northbound L 0.65 0.143 28.4 1.000 253 0.23 5.9 0.0 34.2 C T 0.82 0.429 17.6 1.000 1517 0.50 5.1 0.0 22.8 C 24.1 C R 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11.4 B Southbound L 0.00 0.143 25.7 1.000 253 0.50 0.0 0.0 25.8 C T 0.60 0.429 15.4 1.000 1517 0.50 1.8 0.0 17.2 B 16.9 B R 0.09 0.429 11.9 1.000 678 0.50 0.2 0.0 12.1 B Intersection Delay = 22.8 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 203 85 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 24 74 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 3.95 1.65 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.47 1.44 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.00 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 Ptho=1-Plto 1.00 1.00 P1*=Plt[l+{ (N-1)g/(gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.35 1.41 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf,0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) }] , (min=fmin;max=1.00) 0.74 0.71 flt=fm=[gf/g]+gdiff[1/I1+Plt(E12-1) 1] +[gu/g] [l/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.742 0.709 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto P1*=Plt[1+1 (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 ('1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/11+P1(Ell-1) }] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/11+Plt(E12-1) 1] +[gu/g] [l/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/ (3600 (max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s(gq+gu) / (gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 22.8 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. BUILD OUT YEAR (2000) LEVEL OF SERVICE CALCULATIONS WITH PROJECT HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROUTWSC)ANALYSIS Analyst:Tim Schwab Intersection: 7th&Baxter Count Date:9128199 Time Period:AM Pk-WI Proj Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ......................-----............................1......... .._............. Volume: 81 561 74 68 698 179 63 53 4 98 HFR: 108 748 99 91 931 239 84 71 5 131 PHF: 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ............................................................................................... Pedestrian Volume Data: Movements: .................................................-----------------............................. Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles: Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,20 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R .............................................................................................. Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............ ........ ........... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...................................................... ....... -.....I...... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 ......................................._.............................................. ....... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 ...................................................................................----- t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ............. ................ ............................ Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ............................................................................................... V prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9.2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q 1 2.4 3.5 g q2 0.1 0.3 G q 2.5 3.9 ............................................................................ .. ............... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ............... ............................. alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.209 0.238 V c,max 382 516 V c,min 2000 2000 t p 0.0 0.0 p 0.000 0.000 - .....I....I................ . . ........................................ ...... ...... Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ........... ..................... p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ................................_..............._................................ PI 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 . . -------__......._ --- - ------- ----------------------------- ---------------- Worksheet 5d.Effect of upstream signals(computation 4) Movement .........._........... . . ................................................................... 1 stage 1 4 9 10 11 12 V c,x 1169 847 423 1821 2294 585 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 1169 847 423 1821 2294 585 Movement _................................................................................ 2 stage 10 11 Stagel Stage2 Stagel Stage2 V c,x 1231 590 1231 1063 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1231 590 1231 1063 ................................._..................-------------........................ Worksheet 5e.Effect of upstream signals(computation 5) Movement .....................................................................................---------- 1 stage 1 4 9 10 11 12 Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 593 786 579 48 39 454 C plat,x 593 786 579 48 39 454 Movement ............................................................................................... 2 stage 10 11 Stage1 Stage2 Stagel Stage2 ............I.........—...................................................................... Px 1.000 1.000 1.000 1.000 C r,x 188 461 248 298 C plat,x 188 461 248 298 Worksheet 6 Impedance and capacity equations Step 1:RT from Minor St. 9 12 ----------------------------------------------------------------------------------------------- Conflicting Flows 423 585 Potential Capacity 579 454 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 579 454 Probability of Queue free St. 0.85 0.71 Step 2:LT from Major St. 4 1 ............................................................................................... Conflicting Flows 847 1169 Potential Capacity 786 593 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 786 593 Probability of Queue free St. 0.88 0.82 Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage Conflicting Flows 1013 1231 Potential Capacity 319 248 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.88 Movement Capacity 261 219 Probability of Queue free St. 1.00 0.98 Part 2-Second Stage ........... ............................................................................. Conflicting Flows 1351 1063 Potential Capacity 221 298 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.88 0.82 Movement Capacity 195 244 .................... .................I'll...............I................ ....... ......... Part 3-Single Stage Conflicting Flows 2364 2294 Potential Capacity 36 39 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.72 0.72 Movement Capacity 26 28 ----------------- ------------------- ----------------------------------- ....... Result for 2 stage process: -------------------------------------------- a 0.98 0.98 y 3.82 1.53 C t 86 145 Probability of Queue free St. 1.00 0.96 ........................................................................................_..... Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage ....................... ------- -------------...............--- -------- Conflicting Flows 1013 1231 Potential Capacity 260 188 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.88 Movement Capacity 212 166 ........................................................... Part 2-Second Stage ....-............................._.._....................._.... .................... Conflicting Flows 649 590 Potential Capacity 429 461 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.61 0.70 Movement Capacity 264 322 ............................................................................................ Part 3-Single Stage ............................................................................................... Conflicting Flows 1663 1821 Potential Capacity 65 48 Pedestrian Impedance Factor 1.00 1.00 Maj.L,Min T Impedance factor 0.70 0.72 Maj. L,Min T Adj.Imp Factor. 0.77 0.79 Cap.Adj.factor due to Impeding mvmnt 0.55 0.67 Movement Capacity 35 32 ...................................................................................... Result for 2 stage process: ................................................................... a 0.98 0.98 y 1.46 0.67 C t 147 157 . ..............._.......--......-.................-.....................-..... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 _.... ..............................................................---------.-- -----.._.--------- v(vph) 84 71 5 131 Movement Capacity 579 157 145 454 Shared Lane Capacity 267 ............................................................................................... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 .................................................................................._........... Csep 579 157 145 454 Volume 84 71 5 131 Delay 12.3 45.6 30.8 16.1 Q sep 0.29 0.89 0.05 0.58 Q sep +1 1.29 1.89 1.05 1.58 round(Qsep +1) 1 2 1 2 ..................................... ......... ........... ..................._......_. n max 1 2 C sh 579 267 SUM C sep 579 756 n 1 0 C act 579 267 ............................................................................................... Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 .............................................................................................. v(vph) 108 91 84 207 C m(vph) 593 786 267 vlc 0.18 0.12 0.15 0.78 95%queue length Control Delay 12.4 10.2 12.3 53.2 LOS B B B F Approach Delay 12.3 53.2 Approach LOS B F ............................................................. -- -------------- HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date:9128199 Time Period:PM Pk WIProj. Intersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 _..................................................... ...................................... . Volume: 154 927 298 186 693 75 284 40 5 92 HFR: 160 966 310 194 722 78 296 42 5 96 PHF: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ............................................................................................... Pedestrian Volume Data: Movements: .............................................................................................. Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R .......................................................---...........---...------......---.... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ........... ......... .................._......_....-..._..............._... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............................................................................................... N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...................................... .......................................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: .......................................................................................... Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 600 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 350 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period, hrs: 0.25 ----------------------------------------------------------------............---- -----...._.. Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,lt 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ----------------------------------------------- ------ Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt .............................. V prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length, C (sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 g q2 1.5 0.5 G q 8.6 4.6 ................ .............................................................................. Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ----------------------------------------------------------------------------------------------- alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.418 0.352 V c,max 1318 839 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result .................................................... p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 p 1 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p l l 1.000 1.000 1.000 p12 1.000 ............................................................................................... Worksheet 5d. Effect of upstream signals(computation 4) Movement ----------------------------------------------------------- ----------------------------------- 1 stage 1 4 9 10 11 12 -- -----------------------__...._........------------.---....I........................... V c,x 800 1276 638 1952 2745 400 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 800 1276 638 1952 2745 400 ............................................................................................... Movement ................................................--................................... .... 2 stage 10 11 Stagel Stage2 Stagel Stage2 V c,x 1148 804 1148 1597 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1148 804 1148 1597 ............................................................................ ........ Worksheet 5e. Effect of upstream signals(computation 5) Movement ............................................................................................ 1 stage 1 4 9 10 11 12 Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 819 540 419 38 20 600 C plat,x 819 540 419 38 20 600 ....................................................................------.............--...--- Movement 2 stage 10 11 Stagel Stage2 Stagel Stage2 ........................................................................ ............... . Px 1.000 1.000 1.000 1.000 C r,x 211 343 271 164 C plat,x 211 343 271 164 .................................................................................. . ... Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 ......................................................................................--------- Conflicting Flows 638 400 Potential Capacity 419 600 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 419 600 Probability of Queue free St. 0.29 0.84 ........................................................................................-...-.. Step 2:LT from Major St. 4 1 ------------------------------- ......_....._......--.............--------------------- Conflicting Flows 1276 800 Potential Capacity 540 819 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 540 819 Probability of Queue free St. 0.64 0.80 Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1- First Stage Conflicting Flows 1442 1148 Potential Capacity 200 271 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.80 0.64 Movement Capacity 160 174 Probability of Queue free St. 1.00 0.97 Part 2-Second Stage .............................................................................. ._....-......... Conflicting Flows 1188 1597 Potential Capacity 264 164 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.64 0.80 Movement Capacity 169 132 ....................... ...................................................I—......---.-..... Part 3-Single Stage ................................................................ —........... Conflicting Flows 2629 2745 Potential Capacity 24 20 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.52 0.52 Movement Capacity 12 10 ------•-----..................................................................---------....... Result for 2 stage process: ..........................................................................................._... a 0.98 0.98 y -42.24 -2.29 Ct 9 0 Probability of Queue free St. 1.00 0.00 ................................................................ ............................. Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage .............................................................................................. Conflicting Flows 1442 1148 Potential Capacity 142 211 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.80 0.64 Movement Capacity 114 135 ................................................................_......-------................ Part 2-Second Stage ------------ -----------------------------------....-------- ................... Conflicting Flows 751 804 Potential Capacity 373 343 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.52 0.24 Movement Capacity 195 81 ............................................................................................... Part 3-Single Stage ...................................... - .......................................... Conflicting Flows 2193 1952 Potential Capacity 26 38 Pedestrian Impedance Factor 1.00 1.00 Maj.L,Min T Impedance factor 0.00 0.52 Maj.L,Min T Adj.Imp Factor. 0.00 0.62 Cap.Adj.factor due to Impeding mvmnt 0.00 0.18 Movement Capacity 0 7 ............................................................................................... Result for 2 stage process: ............................................................................................... a 0.98 0.98 y 3.28 -1.07 C t 34 0 -----.............................................................................--- .....---- Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ----------_------� v(vph) 296 42 5 96 Movement Capacity 419 0 0 600 Shared Lane Capacity 0 ............................................................................................... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ................................................................................. C sep 419 0 0 600 Volume 296 42 5 96 Delay 31.7 0.0 0.0 12.1 Q sep 2.60 0.00 0.00 0.32 Q sep +1 3.60 1.00 1.00 1.32 round(Qsep +1) 4 1 1 1 ---------------------------------------------------------------------------------------_._.. n max 4 1 C sh 419 0 SUM C sep 419 600 n 1 0 C act 419 0 ----------------------------------------------------------------------------------------------- Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 ............................................................................................... ................... v(vph) 160 194 296 143 C m(vph) 819 540 vlc 0.20 0.36 0.71 95%queue length Control Delay 10.5 15.4 31.7 LOS B C D Approach Delay 31.7 Approach LOS D ............................................................................................... HCS: Signals Release 3.1b Inter: City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Peak - Buildout With Proj . E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY 1 Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I I I I No. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R 1 Volume 1176 0 145 180 2 7 127 461 20 19 869 43 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 RTOR Vol 1 25 1 2 1 2 1 15 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P 1 Right P Peds ( Peds WB Left P I SB Left P Thru P 1 Thru P Right P 1 Right P Peds I Peds NB Right 1 EB Right SB Right I WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 300 1400 0.75 0.214 41.8 D TR 339 1583 0.45 0.214 28.3 C 36.3 D Westbound L 261 1216 0.39 0.214 28.0 C TR 359 1676 0.03 0.214 21.9 C 27.5 C Northbound L 253 1770 0.14 0.143 26.5 C T 1517 3539 0.39 0.429 14.5 B 15.0 B R 678 1583 0.03 0.429 11.7 B Southbound L 253 1770 0.05 0.143 26.2 C T 1517 3539 0.73 0.429 19.9 B 19.7 B R 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.7 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: AM Peak - Buildout With Proj . Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA ( Eastbound I Westbound I Northbound I Southbound L T R I L T R I L T R 1 L T R 1 I I I i 1 Volume 1176 0 145 180 2 7 127 461 20 19 869 43 1 PHF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 1 PK 15 Vol 156 0 46 126 1 2 19 148 6 13 279 14 1 Hi Ln Vol I I I I I Grade 1 0 1 0 1 0 1 0 1 Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 I ParkExist I I l I I NumPark I I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 I No. Lanes 1 1 1 0 1 1 1 0 I 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 2 1 15 I Adj Flow 1226 154 1103 9 135 591 23 112 1114 36 1 oInSharedLnl I I I I Prop Turns 1 1.00 ( 0.67 1 1 1 NumPeds 1 0 ( 0 1 0 1 0 NumBus 10 0 10 0 10 0 0 10 0 0 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS 1 I Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R 1 I I I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 Arriv. Type13 3 13 3 13 3 3 13 3 3 1 Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 I Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ped Min g 1 0.0 1 0.0 1 0.0 1 0.0 I PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P 1 Thru P Right P 1 Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right I SB Right I WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 176 0.78 226 1 L 226 Thru 0 0.78 0 1 TR 154 1.00 Right 145 0.78 154 0 25 Westbound Left 80 0.78 103 1 L 103 Thru 2 0.78 3 1 TR 9 0.67 Right 7 0.78 6 0 2 Northbound Left 27 0.78 35 1 L 35 Thru 461 0.78 591 2 T 591 Right 20 0.78 23 1 R 2 23 Southbound Left 9 0.78 12 1 L 12 Thru 869 0.78 1114 2 T 1114 Right 43 0.78 36 1 R 15 36 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.752 1400 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1583 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.653 1216 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.900 1.000 1676 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 226 1400 # 0.16 0.214 300 0.75 Thru TR 154 1583 0.10 0.214 339 0.45 Right Westbound Pri. Sec. Left L 103 1216 0.08 0.214 261 0.39 Thru TR 9 1676 0.01 0.214 359 0.03 Right Northbound Pri. Sec. Left L 35 1770 # 0.02 0.143 253 0.14 Thru T 591 3539 0.17 0.429 1517 0.39 Right R 23 1583 0.01 0.429 678 0.03 Southbound Pri. Sec. Left L 12 1770 0.01 0.143 253 0.05 Thru T 1114 3539 # 0.31 0.429 1517 0.73 Right R 36 1583 0.02 0.429 678 0.05 Sum (v/s) critical = 0.50 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.63 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.75 0.214 25.8 1.000 300 0.50 16.0 0.0 41.8 D TR 0.45 0.214 23.9 1.000 339 0.50 4.3 0.0 28.3 C 36.3 D Westbound L 0.39 0.214 23.6 1.000 261 0.50 4.4 0.0 28.0 C TR 0.03 0.214 21.7 1.000 359 0.50 0.1 0.0 21.9 C 27.5 C Northbound L 0.14 0.143 26.2 1.000 253 0.11 0.3 0.0 26.5 C T 0.39 0.429 13.7 1.000 1517 0.50 0.8 0.0 14.5 B 15.0 B R 0.03 0.429 11.6 1.000 678 0.50 0.1 0.0 11.7 B Southbound L 0.05 0.143 25.9 1.000 253 0.50 0.4 0.0 26.2 C T 0.73 0.429 16.7 1.000 1517 0.50 3.2 0.0 19.9 B 19.7 B R 0.05 0.429 11.7 1.000 678 0.50 0.1 0.0 11.8 B Intersection Delay = 21.7 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 226 103 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 9 154 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.39 2.00 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.17 2.99 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.15 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.85 n=(gq-gf) /2, n>=0 0.00 0.07 Ptho=1-Plto 1.00 1.00 Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.33 1.52 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf,0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) }] , (min=fmin;max=1.00) 0.75 0.65 flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }] +[gu/g] [l/(1+Plt(Ell-1) ) , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.752 0.653 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[l+{ (N-1)g/(gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/{1+P1 (Ell-1) }] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) )] +[gu/g] [l/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/(3600(max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s(gq+gu) / (gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay { Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec I Eastbound Westbound Northbound Southbound Intersection Delay 21.7 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b Inter: 7th & Oak City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Peak - Buildout With Proj. E/W St: Oak Street NIS St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L T R I I I I I I No. Lanes 1 1 1 0 I 1 1 0 1 1 2 1 I 1 2 1 1 LGConfig ( L TR I L TR I L T . R I L T R I Volume 1193 2 93 1178 15 10 1157 1246 31 19 867 70 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12. 0 1 RTOR Vol I 25 1 2 1 0 1 15 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right SB Right I WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 296 1381 0.69 0.214 37.5 D TR 341 1591 0.22 0.214 24.1 C 34.0 C Westbound L 283 1320 0.66 0.214 36.7 D TR 379 1770 0.06 0.214 22.2 C 35.0+ D Northbound L 253 1770 0.65 0.143 34.2 C T 1517 3539 0.86 0.429 25.0 C 25.7 C R 678 1583 0.05 0.429 11.8 B Southbound L 253 1770 0.04 0.143 26.1 C T 1517 3539 0.60 0.429 17.2 B 17.0 B R 678 1583 0.09 0.429 12.1 B Intersection Delay = 24.5 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: 7th & Oak City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: PM Peak - Buildout With Proj . Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA I Eastbound I Westbound I Northbound I Southbound 1 L T R I L T R I L T R I L T R I I I I I Volume 1193 2 93 1178 15 10 1157 1246 31 19 867 70 I PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 PK 15 Vol 151 1 24 147 4 3 141 328 8 13 228 18 1 Hi Ln Vol I I I I I % Grade 1 0 1 0 1 0 1 0 1 Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist I I 1 I 1 NumPark I I I ( I % Heavy Veh 1 2 2 2 12 2 2 12 2 2 12 2 2 i No. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR ( L T R 1 L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Adj Flow 1203 74 1187 24 1165 1312 33 19 913 58 1 %InSharedLn1 I I I I Prop Turns 1 0.97 1 0.33 1 1 I NumPeds 1 0 1 0 1 0 1 0 I NumBus 10 0 10 0 10 0 0 10 0 0 I Duration 0.25 Area Type: All other areas OPERATING PARAMETERS Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I Arriv. Type13 3 13 3 13 3 3 13 3 3 I Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 I Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ped Min g l 0.0 1 0.0 1 0.0 1 0.0 I PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P 1 Thru P Right P I Right P Peds 1 Peds NB Right I EB Right I SB Right I WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 193 0. 95 203 1 L 203 Thru 2 0. 95 2 1 TR 74 0.97 Right 93 0. 95 72 0 25 Westbound Left 178 0.95 187 1 L 187 Thru 15 0.95 16 1 TR 24 0.33 Right 10 0.95 8 0 2 Northbound Left 157 0.95 165 1 L 165 Thru 1246 0.95 1312 2 T 1312 Right 31 0.95 33 1 R 0 33 Southbound Left 9 0.95 9 1 L 9 Thru 867 0.95 913 2 T 913 Right 70 0.95 58 1 R 15 58 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.742 1381 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.854 1.000 1591 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.709 1320 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.950 1.000 1770 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 203 1381 # 0.15 0.214 296 0.69 Thru TR 74 1591 0.05 0.214 341 0.22 Right Westbound Pri. Sec. Left L 187 1320 0.14 0.214 283 0.66 Thru TR 24 1770 0.01 0.214 379 0.06 Right Northbound Pri. Sec. Left L 165 1770 # 0.09 0.143 253 0.65 Thru T 1312 3539 # 0.37 0.429 1517 0.86 Right R 33 1583 0.02 0.429 678 0.05 Southbound Pri. Sec. Left L 9 1770 0.01 0.143 253 0.04 Thru T 913 3539 0.26 0.429 1517 0.60 Right R 58 1583 0.04 0.429 678 0.09 Sum (v/s) critical = 0.61 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.78 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.69 0.214 25.3 1.000 296 0.50 12.2 0.0 37.5 D TR 0.22 0.214 22.7 1.000 341 0.50 1.5 0.0 24.1 C 34.0 C Westbound L 0.66 0.214 25.2 1.000 283 0.50 11.5 0.0 36.7 D TR 0.06 0.214 21.9 1.000 379 0.50 0.3 0.0 22.2 C 35.0+ D Northbound L 0. 65 0.143 28.4 1.000 253 0.23 5.9 0.0 34.2 C T 0.86 0.429 18.2 1.000 1517 0.50 6.8 0.0 25.0 C 25.7 C R 0.05 0.429 11.7 1.000 678 0.50 0.1 0.0 11.8 B Southbound L 0.04 0.143 25.8 1.000 253 0.50 0.3 0.0 26.1 C T 0.60 0.429 15.4 1.000 1517 0.50 1.8 0.0 17.2 B 17.0 B R 0.09 0.429 11.9 1.000 678 0.50 0.2 0.0 12.1 B Intersection Delay = 24.5 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 203 187 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 24 74 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 3.95 3.64 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.47 1.44 Opposing Platoon, Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Voic**0.762) (gro**1.061) -tl, gq<=g 0.00 0.00 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 Ptho=1-Plto 1.00 1.00 P1*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.35 1.41 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf,0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) ]] , (min=fmin;max=1.00) 0.74 0.71 flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }] +[gu/g] [l/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** fit 0.742 0.709 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt _ Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/{l+P1(Ell-1) )] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) )] +[gu/g] [l/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** flt Primary For special case -of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/ (3600(max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds d1 sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 24.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. I BUILD OUT YEAR PLUS 10 YEARS (2010) LEVEL OF SERVICE CALCULATIONS WITHOUT PROJECT HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab Intersection: 7th&Baxter Count Date: 9128199 Time Period:AM Pk-BIW+10 2o10 uvr74007- Fr-oJ Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 Volume: 89 619 48 46 766 197 37 58 4 108 HFR: 119 825 64 61 1021 263 49 77 5 144 PHF: 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ...---...............................................................................------ Pedestrian Volume Data: Movements: .............................................................................................. Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............................................................................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R . . ..................................... -------................. .. ........1.1.. Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R _.............................................................._............................. N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ................ ............................. .......................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prat T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 .............................................................................. ........ Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 -----------------------------------------------------------------------------_......._..--- t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 .............. ................................................................................ Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ......................................................................................---- -- V prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C (sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q 1 2.4 3.5 g q2 0.1 0.3 G q 2.5 3.9 ....................................................................................---------- Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ....................................................... ...................................... alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.198 0.223 V c,max 362 484 V c,min 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................................................................ Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ............................_......_...---------------------------- p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ............................................................................................... p1 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 ..................................... --------............... .... Worksheet 5d. Effect of upstream signals(computation 4) Movement ......................................................... _....... 1 stage 1 4 9 10 11 12 Vc,x 1284 889 445 1925 2402 642 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 1284 889 445 1925 2402 642 ................................................................................. Movement ............................................................................................... 2 stage 10 11 Stagel Stage2 Stagel Stage2 ......................� .......... ....................... V c,x 1275 650 1275 1127 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1275 650 1275 1127 Worksheet 5e.Effect of upstream signals(computation 5) Movement 1 stage 1 4 9 10 11 12 ............................................................................................... Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 536 758 561 40 33 417 C plat,x 536 758 561 40 33 417 .............................................................................. ..........._.._ Movement ................................................. 2 stage 10 11 Stagel Stage2 Stagel Stage2 ........................................................................-...................... Px 1.000 1.000 1.000 1.000 C r,x 176 424 236 278 C plat,x 176 424 236 278 ............................................................................................... Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 ............................................................................................... Conflicting Flows 445 642 Potential Capacity 561 417 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 561 417 Probability of Queue free St. 0.91 0.65 -------------- ----------------------------..... ..................... ............. Step 2: LT from Major St. 4 1 ...................................................................... ................... .... Conflicting Flows 889 1284 Potential Capacity 758 536 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 758 536 Probability of Queue free St. 0.92 0.78 ............................................................................................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage ............................................................................................... Conflicting Flows 1095 1275 Potential Capacity 292 236 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.78 0.92 Movement Capacity 227 217 Probability of Queue free St. 1.00 0.98 ............................................................................................... Part 2-Second Stage .............. .. ............................................................................. Conflicting Flows 1407 1127 Potential Capacity 207 278 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.92 0.78 Movement Capacity 191 216 ---------------...........-......._ ---------...._... .................................. Part 3-Single Stage Conflicting Flows 2501 2402 Potential Capacity 29 33 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.72 0.72 Movement Capacity 21 23 ................................................................ Result for 2 stage process: .................I............................ ................................................ a 0.98 0.98 y 4.04 1.47 C t 71 146 Probability of Queue free St. 1.00 0.96 Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage ......................................................... ...._.._.._.._.._.------. ---- Conflicting Flows 1095 1275 Potential Capacity 232 176 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.78 0.92 Movement Capacity 180 162 .......................................................................................... Part 2-Second Stage Conflicting Flows 636 650 Potential Capacity 437 424 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.59 0.71 Movement Capacity 257 301 ............................................................_......_........................ Part 3-Single Stage ............................................................................................... Conflicting Flows 1731 1925 Potential Capacity 58 40 Pedestrian Impedance Factor 1.00 1.00 Maj.L, Min T Impedance factor 0.69 0.72 Maj.L, Min T Adj.Imp Factor. 0.76 0.78 Cap.Adj.factor due to Impeding mvmnt 0.50 0.71 Movement Capacity 29 29 .............................................................. .. Result for 2 stage process: _._.---------------..... .._......................... ........................... a 0.98 0.98 y 1.39 0.63 C t 129 154 - -------------............................... ....... ...... ....-....---------..._.. Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ............................................................................................... ------------------- v(vph) 49 77 5 144 Movement Capacity 561 154 146 417 Shared Lane Capacity 256 ............................................................................................... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ............................................................................................... C sep 561 154 146 417 Volume 49 77 5 144 Delay 12.0 49.8 30.6 18.1 Q sep 0.16 1.07 0.05 0.73 Q sep +1 1.16 2.07 1.05 1.73 round(Qsep +1) 1 2 1 2 ............................................................................................... n max 1 2 C sh 561 256 SUM C sep 561 717 n 1 0 C act 561 256 ............................................................................. Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 II v(vph) 119 61 49 227 C m(vph) 536 758 256 vlc 0.22 0.08 0.09 0.88 95%queue length Control Delay 13.6 10.2 12.0 72.1 LOS B B B F Approach Delay 12.0 72.1 Approach LOS B F ........_.................................................................................... HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date:9128199 Time Period:PM WIO +1 OProj Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................... Volume: 170 1024 261 145 756 83 242 45 6 102 HFR: 177 1067 272 151 788 86 252 47 6 106 PHF: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ................ ...........- ......... Pedestrian Volume Data: Movements: ...........................................................................................-- Flow: Lane width: Walk speed: %Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............................................................................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ............................................................. ..... .- ------------ Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R .................... .......................................................... N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R .................................. ................. ...................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 600 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 350 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................. ................ Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 ............................................................................................... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ............................................................................................... Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ............................................................................................... V prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 g q2 1.5 0.5 G q 8.6 4.6 ............... . ... .................................................................. Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ................_......................_............................................... ..... alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.396 0.341 V c,max 1250 813 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ................ .................................................... ...... ............ .. p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements, px (1) (2) (3) 1 stage 2 stage Stagel Stage2 pl 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 ............................................................................................... Worksheet 5d.Effect of upstream signals(computation 4) Movement ---------------------___------.... .................................................... 1 stage 1 4 9 10 11 12 _.......................................................... ....._...............-----..... Vc,x 874 1339 669 2020 2826 437 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 874 1339 669 2020 2826 437 ............................................................................................... Movement ............. .......................................................................... 2 stage 10 11 Stage] Stage2 Stage] Stage2 ............................................................................................... V c,x 1133 888 1133 1693 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1133 888 1133 1693 ....................................................-----...------........ ----------------- Worksheet 5e.Effect of upstream signals(computation 5) Movement _..........................._...._....._.. .. . ...... ..................... 1 stage 1 4 9 10 11 12 Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 768 511 400 34 17 567 C plat,x 768 511 400 34 17 567 ............................................................................................... Movement _.._..... ............................—------------....................... 2 stage 10 11 Stagel Stage2 Stagel Stage2 ...................................................................................... Px 1.000 1.000 1.000 1.000 C r,x 216 305 276 147 C plat,x 216 305 276 147 ............................................-....................................... .... Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 ....................................................................I.....------............. Conflicting Flows 669 437 Potential Capacity 400 567 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 400 567 Probability of Queue free St. 0.37 0.81 ----------------------------------------------------------------------------------------------- Step 2:LT from Major St. 4 1 ................................................................................... ........... Conflicting Flows 1339 874 Potential Capacity 511 768 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 511 768 Probability of Queue free St. 0.70 0.77 ............................................................................................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1- First Stage ._ ............................ ........... ............................ Conflicting Flows 1557 1133 Potential Capacity 175 276 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.70 Movement Capacity 135 194 Probability of Queue free St. 1.00 0.97 ......................................................................................... ... Part 2-Second Stage ......................................................................................... ..... Conflicting Flows 1176 1693 Potential Capacity 267 147 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.70 0.77 Movement Capacity 188 113 ..............................................................................I...... --------- Part 3-Single Stage ......... ..................................................................................... Conflicting Flows 2733 2826 Potential Capacity 21 17 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.54 0.54 Movement Capacity 11 9 .............................................. ...................................... Result for 2 stage process: ............. ...... ............ ------............................................. a 0.98 0.98 y 1196.32 -3.93 Ct 11 0 Probability of Queue free St. 1.00 0.00 ............................•-----..................-----....................------------------ Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4: LT from Minor St. 7 10 Part 1- First Stage ................... ....................-------- . ..._....._......................._... Conflicting Flows 1557 1133 Potential Capacity 120 216 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.77 0.70 Movement Capacity 92 152 ...... .................... .---......- ---.....-.....------..... Part 2-Second Stage _-- -------------------------- ................................... Conflicting Flows 699 888 Potential Capacity 401 305 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.55 0.28 Movement Capacity 222 87 ............................................................................................... Part 3-Single Stage ..............................-----...-_...................................................... Conflicting Flows 2256 2020 Potential Capacity 23 34 Pedestrian Impedance Factor 1.00 1.00 Maj. L, Min T Impedance factor 0.00 0.54 Maj.L, Min T Adj.Imp Factor. 0.00 0.64 Cap.Adj.factor due to Impeding mvmnt 0.00 0.24 Movement Capacity 0 8 ............................................................. ----------........... Result for 2 stage process: ............................................................................................... a 0.98 0.98 y 2.04 -1.99 C t 44 0 ............................................................................................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ..........................................---..............................------........ ................... v(vph) 252 47 6 106 Movement Capacity 400 0 0 567 Shared Lane Capacity 0 .................. ...................................................................... ... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ............................................................................................... Csep 400 0 0 567 Volume 252 47 6 106 Delay 28.1 0.0 6.0 12.8 Q sep 1.97 0.00 0.00 0.38 Q sep +1 2.97 1.00 1.00 1.38 round(Qsep +1) 3 1 1 1 --------------------- -------- -------------------------------------------------------------- n max 3 1 C sh 400 0 SUM C sep 400 567 n 1 0 C act 400 0 ............................................................................................... Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 .......................................................................................... . ...................� v(vph) 177 151 252 159 C m(vph) 768 511 vlc 0.23 0.30 0.63 95%queue length Control Delay 11.1 15.0 28.1 LOS B B D Approach Delay 28.1 Approach LOS D HCS: Signals Release 3.1b Inter: City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Pk - Buildout +10 W/O Proj. E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound 1 Westbound I Northbound 1 Southbound 1 I L T R 1 L T R I L T R I L T R 1 I t I I No. Lanes I 1 1 0 I 1 1 0 I 1 2 1 j 1 2 1 LGConfig I L TR I L TR I L T R 1 L T R 1 Volume 1194 0 161 139 2 8 130 475 4 16 959 48 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol I 25 1 2 1 2 1 15 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P 1 Thru P Right P 1 Right P Peds 1 Peds WB Left P I SB Left P Thru P 1 Thru P Right P 1 Right P Peds I Peds NB Right ( EB Right SB Right I WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/C g/C Delay LOS Delay LOS Eastbound L 300 1398 0.83 0.214 48.9 D TR 339 1583 0.51 0.214 29.7 C 41.0 D Westbound L 243 1135 0.21 0.214 24.5 C TR 356 1660 0.03 0.214 21.9 C 24.0 C Northbound L 253 1770 0.15 0.143 26.6 C T 1517 3539 0.40 0.429 14.6 B 15.3 B R 678 1583 0.00 0.429 11.5 B Southbound L 253 1770 0.03 0.143 26.1 C T 1517 3539 0.81 0.429 22.3 C 22.0 C R 678 1583 0.06 0.429 11.9 B Intersection Delay = 23.8 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: AM Pk - Buildout +10 W/O Proj . Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA I Eastbound I Westbound I Northbound I Southbound 1 I L T R I L T R I L T R I L T R 1 I I I I I Volume 1194 0 161 139 2 8 130 475 4 16 959 48 I PHF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 1 PK 15 Vol 162 0 52 113 1 3 110 152 1 12 307 15 1 Hi Ln Vol I I I. I I % Grade 1 0 1 0 1 0 1 0 1 Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist 1 I I I I NumPark I I I I I % Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 No. Lanes 1 1 1 0 1 1 1 0 I 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12'.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 2 1 15 1 Adj Flow 1249 174 150 11 138 609 3 18 1229 42 1 %InSharedLnl I I I I Prop Turns 1 1.00 1 0.73 1 1 1 NumPeds 1 0 1 0 1 0 1 0 I NumBus 10 0 10 0 10 0 0 10 0 0 I Duration 0.25 Area Type: All other areas OPERATING PARAMETERS 1 Eastbound I Westbound I Northbound ► Southbound 1 L T R 1 L T R 1 L T R 1 L T R ► I I I ► I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 Arriv. Type13 3 13 3 13 3 3 13 3 3 Unit Ext. 13.0 3.0 13.0 3.0 ►3.0 3.0 3.0 13.0 3.0 3.0 1 I Factor 1 1.000 1 1.000 1 1.000 1 1.000 Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2A 2.0 1 Ped Min g ( 0.0 1 0.0 ( 0.0 1 0.0 1 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left A Thru P 1 Thru P Right P 1 Right P Peds 1 Peds WB Left P I SB Left P Thru P I Thru P Right P 1 Right P Peds I Peds NB Right 1 EB Right I SB Right 1 WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET ' Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 194 0.78 249 1 L 249 Thru 0 0.78 0 1 TR 174 1.00 Right 161 0.78 174 0 25 Westbound Left 39 0.78 50 1 L 50 Thru 2 0.78 3 1 TR 11 0.73 Right 8 0.78 8 0 2 Northbound Left 30 0.78 38 1 L 38 Thru 475 0.78 609 2 T 609 Right 4 0.78 3 1 R 2 3 Southbound Left 6 0.78 8 1 L 8 Thru 959 0.78 1229 2 T 1229 Right 48 0.78 42 1 R 15 42 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.750 1398 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1583 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.609 1135 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.891 1.000 1660 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 249 1398 # 0.18 0.214 300 0.83 Thru TR 174 1583 0.11 0.214 339 0.51 Right Westbound Pri. Sec. Left L 50 1135 0.04 0.214 243 0.21 Thru TR 11 1660 0.01 0.214 356 0.03 Right Northbound Pri. Sec. Left L 38 1770 # 0.02 0.143 253 0.15 Thru T 609 3539 0.17 0.429 1517 0.40 Right R 3 1583 0.00 0.429 678 0.00 Southbound Pri. Sec. Left L 8 1770 0.00 0.143 253 0.03 Thru T 1229 3539 # 0.35 0.429 1517 0.81 Right R 42 1583 0.03 0.429 678 0.06 Sum (v/s) critical = 0.55 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.70 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.83 0.214 26.3 1.000 300 0.50 22.6 0.0 48.9 D TR 0.51 0.214 24.3 1.000 339 0.50 5.5 0.0 29.7 C 41.0 D Westbound L 0.21 0.214 22.6 1.000 243 0.50 1.9 0.0 24.5 C TR 0.03 0.214 21.8 1.000 356 0.50 0.2 0.0 21.9 C 24.0 C Northbound L 0.15 0.143 26.3 1.000 253 0.11 0.3 0.0 26.6 C T 0.40 0.429 13.8 1.000 1517 0.50 0.8 0.0 14.6 B 15.3 B R 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B Southbound L 0.03 0.143 25.8 1.000 253 0.50 0.2 0.0 26.1 C T 0.81 0.429 17.5 1.000 1517 0.50 4.8 0.0 22.3 C 22.0 C R 0.06 0.429 11.7 1.000 678 0.50 0.2 0.0 11.9 B Intersection Delay = 23.8 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 249 50 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 11 174 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.84 0.97 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.21 3.38 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.89 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.11 n=(gq-gf) /2, n>=0 0.00 0.44 Ptho=1-Plto 1.00 1.00 Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.33 1.54 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf,0) 0.00 0.00 fm=[gf/g]+[gu/g] [l/{l+Pl(Ell-1) 1] , (min=fmin;max=1.00) 0.75 0.61 flt=fm=[gf/g]+gdiff[1/11+Plt(E12-1) 1] +[gu/g] [l/ (1+Plt(Ell-1) ) , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** fit 0.750 0.609 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>1, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4. 943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/11+P1(Ell-1) }] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/(1+Plt(E12-1) }] +[gu/g] [1/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/(3600(max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s(gq+gu) / (gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds d1 sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 23.8 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b Inter: 7th & Oak City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Pk - Buildout +10 W/O Proj . E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound I I L T R 1 L T R 1 L T R I L T R I I I I I I No. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R I Volume 1213 2 103 189 17 11 1173 1308 0 11 957 77 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P 1 Thru P Right P 1 Right P Peds 1 Peds WB Left P I SB Left P Thru P ( Thru P Right P ( Right P Peds 1 Peds NB Right 1 EB Right SB Right 1 WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOT Delay LOS Eastbound L 295 1378 0.76 0.214 42.5 D TR 341 1590 0.25 0.214 24.5 C 37.6 D Westbound L 280 1308 0.34 0.214 26.5 C TR 379 1770 0.07 0.214 22.3 C 25.6 C Northbound L 253 1770 0.72 0.143 38.2 D T 1517 3539 0.91 0.429 28.2 C 29.4 C R 678 1583 0.00 0.429 11.4 B Southbound L 253 1770 0.00 0.143 25.8 C T 1517 3539 0.66 0.429 18.3 B 17.9 B R 678 1583 0.10 0.429 12.2 B Intersection Delay = 26.3 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: 7th & Oak City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: PM Pk - Buildout +10 W/O Proj . Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA I Eastbound I Westbound I Northbound I Southbound 1 L T R 1 L T R I L T R 1 L T R 1 I I I 1 I Volume 1213 2 103 189 17 11 1173 1308 0 it 957 77 1 PHF 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 PK 15 Vol 156 1 27 123 5 3 146 344 0 11 252 20 1 Hi Ln Vol I I I I I Grade 1 0 1 0 I 0 1 0 1 Ideal Sat ►1900 1900 11900 1900 11900 1900 1900 11900 1900 1900 ParkExist ( I ( I I NumPark I I % Heavy Veh 12 2 2 12 2 2 12 2 2 12 2 2 1 No. Lanes I 1 1 0 I 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Adj Flow 1224 84 194 27 1182 1377 0 11 1007 65 1 %InSharedLn1 I I I I J Prop Turns ( 0.98 1 0.33 1 1 1 NumPeds 1 0 1 0 1 0 1 0 1 NumBus 10 0 10 0 10 0 0 10 0 0 1 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS 1 Eastbound I Westbound I Northbound I Southbound 1 L T R i L T R I L T R I L T R I I I I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I Arriv. Type13 3 13 3 13 3 3 13 3 3 I Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 I Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ped Min g 1 0.0 1 0.0 1 0.0 I 0.0 I PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right I SB Right 1 WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 213 0. 95 224 1 L 224 Thru 2 0. 95 2 1 TR 84 0.98 Right 103 0. 95 82 0 25 Westbound Left 89 0.95 94 1 L 94 Thru 17 0.95 18 1 TR 27 0.33 Right 11 0.95 9 0 2 Northbound Left 173 0.95 182 1 L 182 Thru 1308 0.95 1377 2 T 1377 Right 0 0.95 0 1 R 0 0 Southbound Left 1 0.95 1 1 L 1 Thru 957 0.95 1007 2 T 1007 Right 77 0.95 65 1 R 15 65 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.740 1378 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.854 1.000 1590 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.702 1308 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.950 1.000 1770 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 224 1378 # 0.16 0.214 295 0.76 Thru TR 84 1590 0.05 0.214 341 0.25 Right Westbound Pri. Sec. Left L 94 1308 0.07 0.214 280 0.34 Thru TR 27 1770 0.02 0.214 379 0.07 Right Northbound Pri. Sec. Left L 182 1770 # 0.10 0.143 253 0.72 Thru T 1377 3539 # 0.39 0.429 1517 0.91 Right R 0 1583 0.00 0.429 678 0.00 Southbound Pri. Sec. Left L 1 1770 0.00 0.143 253 0.00 Thru T 1007 3539 0.28 0.429 1517 0.66 Right R 65 1583 0.04 0.429 678 0.10 Sum (v/s) critical = 0.65 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.83 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.76 0.214 25.8 1.000 295 0.50 16.7 0.0 42.5 D TR 0.25 0.214 22.8 1.000 341 0.50 1.7 0.0 24.5 C 37.6 D Westbound L 0.34 0.214 23.3 1.000 280 0.50 3.2 0.0 26.5 C TR 0.07 0.214 21.9 1.000 379 0.50 0.4 0.0 22.3 C 25.6 C Northbound L 0.72 0.143 28.7 1.000 253 0.28 9.5 0.0 38.2 D T 0.91 0.429 18.7 1.000 1517 0.50 9.5 0.0 28.2 C 29.4 C R 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11.4 B Southbound L 0.00 0.143 25.7 1.000 253 0.50 0.0 0.0 25.8 C T 0.66 0.429 16.0 1.000 1517 0.50 2.3 0.0 18.3 B 17.9 B R 0.10 0.429 11.9 1.000 678 0.50 0.3 0.0 12.2 B Intersection Delay = 26.3 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 224 94 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 27 84 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.36 1.83 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.52 1.63 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.00 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 Ptho=1-Plto 1.00 1.00 Pl*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.35 1.42 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf, 0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) 11 , (min=fmin;max=1.00) 0.74 0.70 flt=fm=[gf/g]+gdiff[1/11+P1t(E12-1) 1] +[gu/g] [1/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.740 0.702 For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=l-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[1+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) }] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) }] +[gu/g] [1/(1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/(3600(max(X, 1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) /(gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay ! Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 26.3 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. BUILD OUT YEAR PLUS 10 YEARS (2010) LEVEL OF SERVICE CALCULATIONS WITH PROJECT HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date: 9128199 Time Period:AM Pk-BIO+10 2 o i° OtT`a t'XoJ Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................... Volume: 89 619 79 73 770 197 67 58 4 108 HFR: 119 825 105 97 1027 263 89 77 5 144 PHF: 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ---------------------------------------------------------------------------------------------- Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: %Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ...................._......_........................................................._....... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ......................................................................................... N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ......................------------...- ........................-------- .................... Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: .................................................................----------------------------- Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 ................................................ ............ .............................. ... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 -------... ................... . ............................................._... t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 .............................................................................................. t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ------........ .......................................... .......... ............... Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt . ............................................................................................. V prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length, C (sec) 70 70 Rp(from table 9-2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q 1 2.4 3.5 g q2 0.1 0.3 G q 2.5 3.9 ......................................................................................... ... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ...... ........................................................................................ alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.191 0.216 V c,max 348 469 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................................................--.............. Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ...................................................................... .....__............-... p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 p1 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 .-I.,......... ............ ................. ........-............... .................... Worksheet 5d. Effect of upstream signals(computation 4) Movement ........................................................................................... 1 stage 1 4 9 10 11 12 ............................................................................................. Vc,x 1289 931 465 2003 2521 645 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 1289 931 465 2003 2521 645 Movement 2 stage 10 11 Stagel Stage2 Stagel Stage2 ........................................................................................ V c,x 1353 650 1353 1168 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1353 650 1353 1168 .............................................................................................. Worksheet 5e.Effect of upstream signals(computation 5) Movement ............................................................................... 1 stage 1 4 9 10 11 12 Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 534 731 544 35 28 415 C plat,x 534 731 544 35 28 415 ........... ............................................................... Movement 2 stage 10 11 Stagel Stage2 Stagel Stage2 .................................................................................... Px 1.000 1.000 1.000 1.000 C r,x 158 424 217 266 C plat,x 158 424 217 266 Worksheet 6 Impedance and capacity equations Step 1:RT from Minor St. 9 12 ............................................................................................... Conflicting Flows 465 645 Potential Capacity 544 415 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 544 415 Probability of Queue free St. 0.84 0.65 Step 2:LT from Major St. 4 1 ............................................................................................... Conflicting Flows 931 1289 Potential Capacity 731 534 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 731 534 Probability of Queue free St. 0.87 0.78 ...................................-.......................................................-.. Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage ....... ................ ..................................................................... . Conflicting Flows 1115 1353 Potential Capacity 286 217 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.78 0.87 Movement Capacity 222 188 Probability of Queue free St. 1.00 0.97 ....................... ...................... .............................................. Part 2-Second Stage ................................................................I.............................. Conflicting Flows 1484 1168 Potential Capacity 190 266 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.87 0.78 Movement Capacity 165 207 --------------- ....--................................-------- ------.....------....--........ Part 3-Single Stage .....I................. .......................................... ................. Conflicting Flows 2599 2521 Potential Capacity 25 28 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.67 0.67 Movement Capacity 17 19 ............................................ .... ___.-......---....................... Result for 2 stage process: a 0.98 0.98 y 6.99 1.86 C t 46 105 Probability of Queue free St. 1.00 0.95 Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage ........................-----.........................................................._...... Conflicting Flows 1115 1353 Potential Capacity 225 158 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.78 0.87 Movement Capacity 175 137 Part 2-Second Stage ............................................................................................. Conflicting Flows 711 650 Potential Capacity 395 424 Pedestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.55 0.65 Movement Capacity 217 276 ..........................................................-.................................... Part 3-Single Stage ...................... ..... ..................... Conflicting Flows 1826 2003 Potential Capacity 49 35 Pedestrian Impedance Factor 1.00 1.00 Maj.L, Min T Impedance factor 0.64 0.67 Maj.L, Min T Adj. Imp Factor. 0.72 0.75 Cap.Adj.factor due to Impeding mvmnt 0.47 0.62 Movement Capacity 23 22 ............................................................................................... Result for 2 stage process: ..............-.................................................... .......................... a 0.98 0.98 y 2.01 0.73 C t 96 127 ............................................................................................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ............................................................................................... I ...................I v(vph) 89 77 5 144 Movement Capacity 544 127 105 415 Shared Lane Capacity 225 ------..................................... .............................. ................... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 .........................................................................._. .......... Csep 544 127 105 415 Volume 89 77 5 144 Delay 12.9 70.0 40.9 18.2 0 sep 0.32 1.50 0.06 0.73 0 sep +1 1.32 2.50 1.06 1.73 round(0sep +1) 1 3 1 2 ...................................... _.. .._....... n max 1 3 C sh 544 225 SUM C sep 544 647 n 1 0 C act 544 225 .....I................ ..... ...................................................... Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 ............................................................................................... ------------------- v(vph) 119 97 89 227 C m(vph) 534 731 225 vlc 0.22 0.13 0.16 1.01 95%queue length Control Delay 13.7 10.7 12.9 107.7 LOS B B B F Approach Delay 12.9 107.7 Approach LOS B F ..........I................. ..------.............. ......---.........------.......... HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROLITWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter Count Date:9128/99 Time Period:PM WI +1 OProj Intersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................... Volume: 170 1024 323 200 764 83 307 45 6 102 HFR: 177 1067 336 208 796 86 320 47 6 106 PHF: 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 PHV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ............................................. ....__.. Pedestrian Volume Data: Movements: Flow: Lane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 Flared approach Movements: #of vehicles:Eastbound 1 #of vehicles:Westbound 0 Lane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 4,5&6 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R _...........................___. ...................................................... Y N N N Y N N Y Y Channelized: N Grade: 0.00 Lane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R _... .................................................................. ........... N N Y N N N N N N Channelized: N Grade: 0.00 Lane usage for movements 10,11&12 approach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ....................................................................... ......-- ---- Y Y Y N N N N N N Channelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound L prot T Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 600 Approach:Southbound L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 350 Data for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound Shared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 ' Sat flow rate,major rt vehicles: 1700 1700 Number of major street through lanes: 2 2 Length of study period,hrs: 0.25 ......................................................................... .......... Worksheet 4 Critical Gap and Follow-up time calculation. Critical Gap Calculations: Movement 1 4 9 10 11 12 ................. -1------................. ...... t c,base 4.1 4.1 6.9 7.5 6.5 6.9 t c,hv 2.0 2.0 2.0 2.0 2.0 2.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 t c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 t 3,It 0.0 0.0 0.0 0.0 0.0 0.0 t c,T: 1 stage 0.00 0.00 0.00 0.00 0.00 0.00 2 stage 0.00 0.00 0.00 1.00 1.00 0.00 tc 1 stage 4.1 4.1 6.9 7.5 6.5 6.9 2 stage 4.1 4.1 6.9 6.5 5.5 6.9 Follow Up Time Calculations: Movement 1 4 9 10 11 12 ............................................................................................... t f,base 2.2 2.2 3.3 3.5 4.0 3.3 t f,HV 1.0 1.0 1.0 1.0 1.0 1.0 P by 0.02 0.02 0.02 0.02 0.02 0.02 tf 2.2 2.2 3.3 3.5 4.0 3.3 ......................................................................................... Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ..................._._.......------- ------ ............................................ V prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 Effective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9.2) 1.000 1.000 Proportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 g q2 1.5 0.5 G q 8.6 4.6 ......................................_.............-......-...... ......................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ............................................................................................... alpha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 F 0.265 0.231 f 0.380 0.321 V c,max 1199 764 V win 2000 2000 t p 0.0 0.0 p 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ...... ........................................................_.........------------------ p2 0.000 p5 0.000 p dom 0.000 p subdom 0.000 Constrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ............................................................................................... pl 1.000 p4 1.000 p7 1.000 1.000 1.000 p8 1.000 1.000 1.000 p9 1.000 p 10 1.000 1.000 1.000 p 11 1.000 1.000 1.000 p12 1.000 ........................................ ...................................................... Worksheet 5d.Effect of upstream signals(computation 4) Movement ......................................... ....... ....... .................................. 1 stage 1 4 9 10 11 12 ............................................................................................... V c,x 882 1403 702 2143 3013 441 s 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 V c,u,x 882 1403 702 2143 3013 441 ...................•...........................................................•............... Movement .................. ..... . -------. ------...............................--------....... 2 stage 10 11 Stagel Stage2 Stagel Stage2 ............................................................. ..................... V c,x 1256 888 1256 1757 s 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 V c,u,x 1256 888 1256 1757 ............................................................................................... Worksheet 5e. Effect of upstream signals(computation 5) Movement _.... .........................................I....................... 1 stage 1 4 9 10 11 12 ............................... ......................... ........................ Px 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 762 483 381 27 13 564 C plat,x 762 483 381 27 13 564 ......................................................................................... Movement 2 stage 10 11 Stage1 Stage2 Stagel Stage2 ............................................................................................... Px 1.000 1.000 1.000 1.000 C r,x 181 305 241 137 C plat,x 181 305 241 137 Worksheet 6 Impedance and capacity equations Step 1:FIT from Minor St. 9 12 Conflicting Flows 702 441 Potential Capacity 381 564 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 381 564 Probability of Queue free St. 0.16 0.81 ..................................................... - ........._..- ....... Step 2: LT from Major St. 4 1 ............................................................................................... Conflicting Flows 1403 882 Potential Capacity 483 762 Pedestrian Impedance Factor 1.00 1.00 Movement Capacity 483 762 Probability of Queue free St. 0.57 0.77 ............................................................................................... Worksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 Part 1-First Stage Conflicting Flows 1589 1256 Potential Capacity 169 241 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.57 Movement Capacity 130 137 Probability of Queue free St. 1.00 0.95 _...................................... ......... -------- Part 2-Second Stage ..................................._........................................ .....-..........-. Conflicting Flows 1299 1757 Potential Capacity 234 137 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.57 0.77 Movement Capacity 133 105 .......................................................... ................. Part 3-Single Stage Conflicting Flows 2888 3013 Potential Capacity 16 13 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.44 0.44 Movement Capacity 7 6 ---------------------------- ---------------- ------ --------_............... Result for 2 stage process: a 0.98 0.98 y -2.39 -1.20 Ct 0 0 Probability of Queue free St. 0.00 0.00 Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 Part 1-First Stage Conflicting Flows 1589 1256 Potential Capacity 115 181 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.57 Movement Capacity 88 103 Part 2-Second Stage Conflicting Flows 818 888 Potential Capacity 341 305 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.44 0.12 Movement Capacity 150 38 __........................ . ..... ..._.....................---....._.......................................... Part 3-Single Stage .......................................................................... .................. Conflicting Flows 2407 2143 Potential Capacity 18 27 Pedestrian Impedance Factor 1.00 1.00 Maj.L,Min T Impedance factor 0.00 0.00 Maj.L, Min T Adj.Imp Factor. 0.00 0.00 Cap.Adj.factor due to Impeding mvmnt 0.00 0.00 Movement Capacity 0 0 .............................................................------------------------......... Result for 2 stage process: ............................................................................................... a 0.98 0.98 y -3.24 -0.60 C t 0 115 Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ............. ....................................................................------....... ................... v(vph) 320 47 6 106 Movement Capacity 381 115 0 564 Shared Lane Capacity 0 ............................................................................................... Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ................................................... ........................................... C sep 381 115 0 564 Volume 320 47 6. 106 Delay 48.2 56.3 0.0 12.9 Q sep 4.28 0.73 0.00 0.38 Q sep +1 5.28 1.73 1.00 1.38 round(Qsep +1) 5 2 1 1 ------•..............................................................---------................. n max 5 2 C sh 381 0 SUM C sep 381 679 n 1 0 C act 381 0 Worksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 ........................................................................................ . ------------------- v(vph) 177 208 320 159 C m(vph) 762 483 vlc 0.23 0.43 0.84 95%queue length Control Delay 11.1 18.0 48.2 LOS B C E Approach Delay 48.2 Approach LOS E ............................................................................................... HCS: Signals Release 3.1b Inter: City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Pk - Buildout +10 With Proj E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I i I I I I No. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig 1 L TR I L TR I L T R I L T R I Volume 1194 0 161 184 2 8 130 506 20 110 959 48 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol I 25 1 2 1 2 I 15 1 Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P 1 Thru P Right P I Right P Peds 1 Peds WB Left P I SB Left P Thru P 1 Thru P Right P 1 Right P Peds I Peds NB Right I EB Right SB Right I WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 300 1398 0.83 0.214 48.9 D TR 339 1583 0.51 0.214 29.7 C 41.0 D Westbound L 243 1135 0.44 0.214 29.7 C TR 356 1660 0.03 0.214 21.9 C 29.0 C Northbound L 253 1770 0.15 0.143 26.6 C T 1517 3539 0.43 0.429 14.9 B 15.4 B R 678 1583 0.03 0.429 11.7 B Southbound L 253 1770 0.05 0.143 26.3 C T 1517 3539 0.81 0.429 22.3 C 22.0 C R 678 1583 0.06 0.429 11.9 B Intersection Delay = 23.8 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: AM Pk - Buildout +10 With Proj Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA Eastbound I Westbound I Northbound 1 Southbound 1 1 L T R 1 L T R I L T R I L T R I I I I I I Volume 1194 0 161 184 2 8 130 506 20 110 959 48 I PHF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 1 PK 15 Vol 162 0 52 127 1 3 110 162 6 13 307 15 1 Hi Ln Vol I I I I I Grade 1 0 1 0 1 0 1 0 I Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 I ParkExist I I 1 I I NumPark I I 1 I I Heavy Veh 12 2 2 12 2 2 12 2 2 12 2 2 No. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig 1 L TR I L TR 1 L T R I L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I RTOR Vol 1 25 1 2 1 2 1 15 1 Adj Flow 1249 174 1108 11 138 649 23 113 1229 42 1 oInSharedLnl I I I I Prop Turns I 1.00 I 0.73 1 1 1 NumPeds I 0 I 0 1 0 1 0 I NumBus 10 0 10 0 10 0 0 10 0 0 1 Duration 0.25 Area Type: All other areas OPERATING PARAMETERS I Eastbound I Westbound I Northbound I Southbound 1 1 L T R I L T R I L T R I L T R I I I I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I Arriv. Type13 3 13 3 13 3 3 13 3 3 I Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 I I Factor 1 1.000 1 1.000 1 1.000 1 1.000 I Lost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 Ped Ming 1 0.0 1 0.0 I 0.0 1 0.0 1 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P Right P Peds I Peds NB Right 1 EB Right I SB Right 1 WB Right I 1 Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 194 0.78 249 1 L 249 Thru 0 0.78 0 1 TR 174 1.00 Right 161 0.78 174 0 25 Westbound Left 84 0.78 108 1 L 108 Thru 2 0.78 3 1 TR 11 0.73 Right 8 0.78 8 0 2 Northbound Left 30 0.78 38 1 L 38 Thru 506 0.78 649 2 T 649 Right 20 0.78 23 1 R 2 23 Southbound Left 10 0.78 13 1 L 13 Thru 959 0.78 1229 2 T 1229 Right 48 0.78 42 1 R 15 42 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.750 1398 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1583 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.609 1135 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.891 1.000 1660 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 249 1398 # 0.18 0.214 300 0.83 Thru TR 174 1583 0.11 0.214 339 0.51 Right Westbound Pri. Sec. Left L 108 1135 0.10 0.214 243 0.44 Thru TR 11 1660 0.01 0.214 356 0.03 Right Northbound Pri. Sec. Left L 38 1770 # 0.02 0.143 253 0.15 Thru T 649 3539 0.18 0.429 1517 0.43 Right R 23 1583 0.01 0.429 678 0.03 Southbound Pri. Sec. Left L 13 1770 0.01 0.143 253 0.05 Thru T 1229 3539 # 0.35 0.429 1517 0.81 Right R 42 1583 0.03 0.429 678 0.06 Sum (v/s) critical = 0.55 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.70 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS Eastbound L 0.83 0.214 26.3 1.000 300 0.50 22.6 0.0 48.9 D TR 0.51 0.214 24.3 1.000 339 0.50 5.5 0.0 29.7 C 41.0 D Westbound L 0.44 0.214 23.9 1.000 243 0.50 5.8 0.0 29.7 C TR 0.03 0.214 21.8 1.000 356 0.50 0.2 0.0 21.9 C 29.0 C Northbound L 0.15 0.143 26.3 1.000 253 0.11 0.3 0.0 26.6 C T 0.43 0.429 14.0 1.000 1517 0.50 0.9 0.0 14.9 B 15.4 B R 0.03 0.429 11.6 1.000 678 0.50 0.1 0.0 11.7 B Southbound L 0.05 0.143 25.9 1.000 253 0.50 0.4 0.0 26.3 C T 0.81 0.429 17.5 1.000 1517 0.50 4.8 0.0 22.3 C 22.0 C R 0.06 0.429 11.7 1.000 678 0.50 0.2 0.0 11.9 B Intersection Delay = 23.8 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 249 108 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 11 174 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.84 2.10 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.21 3.38 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g 0.00 0.89 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.11 n=(gq-gf) /2, n>=0 0.00 0.44 Ptho=1-Plto 1.00 1.00 Pl*=Plt[1+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.33 1.54 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf, 0) 0.00 0.00 fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) )] , (min=fmin;max=1.00) 0.75 0.61 flt=fm=[gf/g]+gdiff[1/{1+Plt(E12-1) )] +[gu/g] [l/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** fit 0.750 0.609 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto Pl*=Plt[1+I (N-1)g/(gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [1/{1+P1(Ell-1) 1] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/I1+Plt(E12-1) 1] +[gu/g] [l/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0. 91 (N-1) ]/N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/ (3600(max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) /(gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound Northbound Southbound Intersection Delay 23.8 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b Inter: 7th & Oak City/St: Bozeman, MT Analyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Pk - Buildout +10 With Proj E/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound I Westbound I Northbound 1 Southbound I I L T R I L T R I L T R I L T R 1 I I I I I No. Lanes 1 1 1 0 ( 1 1 0 I 1 2 1 I 1 2 1 1 LGConfig I L TR 1 L TR I L T R I L T R I Volume 1213 2 103 1186 17 11 1173 1370 31 19 957 77 1 Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 ( 15 I Duration 0.25 Area Type: All other areas Signal Operations Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P ( NB Left A Thru P ( Thru P Right P 1 Right P Peds 1 Peds WB Left P 1 SB Left P Thru P 1 Thru P Right P 1 Right P Peds 1 Peds NB Right 1 EB Right SB Right 1 WB Right Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs Intersection Performance Summary Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate Grp Capcity (s) v/c g/C Delay LOS Delay LOS Eastbound L 295 1378 0.76 0.214 42.5 D TR 341 1590 0.25 0.214 24.5 C 37.6 D Westbound L 280 1308 0.70 0.214 39.0 D TR 379 1770 0.07 0.214 22.3 C 37.0 D Northbound L 253 1770 0.72 0.143 38.2 D T 1517 3539 0.95 0.429 33.3 C 33.4 C R 678 1583 0.05 0.429 11.8 B Southbound L 253 1770 0.04 0.143 26.1 C T 1517 3539 0.66 0.429 18.3 B 18.0 B R 678 1583 0.10 0.429 12.2 B Intersection Delay = 29.3 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b Inland Pacific Engineering, Inc. 707 West 7th, Suite 200 Spokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 E-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: 7th & Oak City/State: Bozeman, MT Analyst: Tim Schwab Project No: 99242 Time Period Analyzed: PM Pk - Buildout +10 With Proj Date: 10/20/99 East/West Street Name: Oak Street North/South Street Name: 7th Avenue VOLUME DATA I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I I I Volume 1213 2 103 1186 17 11 1173 1370 31 19 957 77 I PHF 10.95 0.95 0.95 10. 95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 1 PK 15 Vol 156 1 27 149 5 3 146 361 8 13 252 20 1 Hi Ln Vol I I I I I % Grade 1 0 1 0 1 0 1 0 1 Ideal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist I I I I I NumPark l I I I I % Heavy Veh 12 2 2 12 2 2 12 2 2 12 2 2 1 No. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 1 LGConfig I L TR I L TR I L T R I L T R I Lane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 RTOR Vol 1 25 1 2 1 0 1 15 1 Adj Flow 1224 84 1196 27 1182 1442 33 19 1007 65 1 oInSharedLnl I I 1 I Prop Turns I 0.98 I 0.33 1 I I NumPeds ( 0 1 0 1 0 1 0 I NumBus 10 0 10 0 10 0 0 10 0 0 I Duration 0.25 Area Type: All other areas OPERATING PARAMETERS Eastbound I Westbound 1 Northbound I Southbound L T R I L T R I L T R I L T R 1 I I I I I Init Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 1 Arriv. Type13 3 13 3 13 3 3 13 3 3 1 Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 1 I Factor 1 1.000 1 1.000 1 1.000 1 1.000 i Lost Time 12 .0 2.0 12.Q 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ext of g 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 Ped Min g 1 0.0 1 0.0 1 0.0 1 0.0 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left A Thru P 1 Thru P Right P 1 Right P Peds I Peds WB Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right I SB Right I WB Right I I Green 15.0 10.0 30.0 Yellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 Cycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. Appr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns Eastbound Left 213 0.95 224 1 L 224 Thru 2 0.95 2 1 TR 84 0.98 Right 103 0.95 82 0 25 Westbound Left 186 0.95 196 1 L 196 Thru 17 0.95 18 1 TR 27 0.33 Right 11 0.95 9 0 2 Northbound Left 173 0.95 182 1 L 182 Thru 1370 0.95 1442 2 T 1442 Right 31 0.95 33 1 R 0 33 Southbound Left 9 0.95 9 1 L 9 Thru 957 0.95 1007 2 T 1007 Right 77 0.95 65 1 R 15 65 * Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET Appr/ Ideal Adj Lane Sat f f f f f f f f f Sat Group Flow W HV G P BB A LU RT LT Flow Eastbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.740 1378 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.854 1.000 1590 Westbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.702 1308 TR 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0. 950 1.000 1770 Northbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 Southbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1.000 3539 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 CAPACITY ANALYSIS WORKSHEET Adj Adj Sat Flow Green --Lane Group-- Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio Eastbound Pri. Sec. Left L 224 1378 # 0.16 0.214 295 0.76 Thru TR 84 1590 0.05 0.214 341 0.25 Right Westbound Pri. Sec. Left L 196 1308 0.15 0.214 280 0.70 Thru TR 27 1770 0.02 0.214 379 0.07 Right Northbound Pri. Sec. Left L 182 1770 # 0.10 0.143 253 0.72 Thru T 1442 3539 # 0.41 0.429 1517 0. 95 Right R 33 1583 0.02 0.429 678 0.05 Southbound Pri. Sec. Left L 9 1770 0.01 0.143 253 0.04 Thru T 1007 3539 0.28 0.429 1517 0.66 Right R 65 1583 0.04 0.429 678 0.10 Sum (v/s) critical = 0.67 Lost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.86 LEVEL OF SERVICE WORKSHEET Appr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach Lane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS ' Eastbound L 0.76 0.214 25.8 1.000 295 0.50 16.7 0.0 42.5 D TR 0.25 0.214 22.8 1.000 341 0.50 1.7 0.0 24.5 C 37.6 D Westbound L 0.70 0.214 25.4 1.000 280 0.50 13.6 0.0 39.0 D TR 0.07 0.214 21.9 1.000 379 0.50 0.4 0.0 22.3 C 37.0 D Northbound L 0.72 0.143 28.7 1.000 253 0.28 9.5 0.0 38.2 D T 0.95 0.429 19.3 1.000 1517 0.50 14.0 0.0 33.3 C 33.4 C R 0.05 0.429 11.7 1.000 678 0.50 0.1 0.0 11.8 B Southbound L 0.04 0.143 25.8 1.000 253 0.50 0.3 0.0 26.1 C T 0.66 0.429 16.0 1.000 1517 0.50 2.3 0.0 18.3 B 18.0 B R 0.10 0.429 11.9 1.000 678 0.50 0.3 0.0 12.2 B Intersection Delay = 29.3 (sec/veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 Effective Green Time for Lane Group, g 15.00 15.00 Opposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 Adjusted Left-Turn Flow Rate, Vlt 224 196 Proportion of Left Turns in Opposing Flow, Plto 0.00 0.00 Adjusted Opposing Flow Rate, Vo 27 84 Lost Time for Lane Group, tl 5.00 5.00 Left Turns per Cycle: LTC=V1tC/3600 4.36 3.81 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.52 1.63 Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 0.0 0.0 Opposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.00 gu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 Ptho=1-Plto 1.00 1.00 P1*=Plt[1+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 Ell (Figure 9-7) 1.35 1.42 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 gdiff=max(gq-gf, 0) 0.00 0.00 fm=[gf/g]+[gu/g] [l/{1+P1(Ell-1) }] , (min=fmin;max=1.00) 0.74 0.70 flt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1) }] +[gu/g] [l/(l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ] /N** fit 0.740 0.702 For special case of single-lane approach opposed by multilane approach, see text. * If Pl>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Cycle Length, C 70.0 sec Actual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go Number of Lanes in Lane Group, N Number of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Proportion of Left Turns in Lane Group, Plt Proportion of Left Turns in Opposing Flow, Plto Adjusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Left Turns per Cycle: LTC=V1tC/3600 Opposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo Opposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g Opposing Queue Ratio: qro=1-Rpo(go/C) gq=(4.943Volc**0.762) (gro**1.061)-tl, gq<=g gu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Ptho=1-Plto P1*=Plt[l+{ (N-1)g/(gf+gu/Ell+4.24) ) ) Ell (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g gdiff=max(gq-gf,0) fm=[gf/g]+[gu/g] [l/(1+P1 (Ell-1) )] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[l/{l+Plt(E12-1) )] +[gu/g] [1/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary For special case of single-lane approach opposed by multilane approach, see text. * If P1>=1 for shared left-turn lanes with N>l, then assume de-facto left-turn lane and redo calculations. ** For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. For special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v v/c ratio from Capacity Worksheet, X Primary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu Cycle length, C 70.0 Red =(C-g-gq-gu) , r Arrivals: v/(3600 (max(X,1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) /(gu*3600) , ss XPerm XProt XCase Queue at beginning of green arrow, Qa Queue at beginning of unsaturated green, Qu Residual queue, Qr Uniform Delay, dl DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Adj . Param. Demand Delay Delay Group Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound Westbound j' I Northbound Southbound Intersection Delay 29.3 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. 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(° N N m N to r• (° O N (� x � tp r r N V r l 7 'n to 00 °f � O r` r M 7 7 M rn r .- ti O t� (� (+> tn_to (O Q no rr Z Z o ' 0 m y M N co Cl) M o N to N N O N N I- M.r N N to N to at 00 to N t to t0 0M N O O O O O O O O O O O O O O O O O O O O O O r t 0 0 D 0 0 0 0 0 0 0 O O O O O _ h tp O O r r N V ti r` r r N M t to Ln tO m t (D h M t t (O m _O N ti O N N'M M to t0 m O O O O O O O O 0 0 0 W 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O tL N Q N OD N N (O O O O O O ti tb 00 M O M CQ to I N h M m r t (+) O 0 t M N N t to N t to t to N to M N to N M M N N M t t '7 N t N M t M N to M M r r t <n M W O r r r O r r O O r O r O O r O r r r r r O r O O r O r r 0 0 0 0 0 r 0 0 0 0 0 0 F- W N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N N ' U U Q W M 0 0 0 0 0 0 0 0 0 0 0 0 W W W W W W M M 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 O O O O Q Q U rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn rn 1 V7TH AVE & BAXTBR LN - BOZEMAN r 22 Accidents 07/01 /96 - 06/30/99 1 1 r ems°° � 10/02/9617:27 07 1235 1 ° �10/17/9617:36 08/31/9618:1411/27/96 1 02/22197 14:09 r 1 �01/31/9716:44 co o LO co O O O N 1U (O t0 W (O n r- oo ao 00 rn rn rn rn rn r O O O O 1 / 11/09/96 14:20 07/28/97 15:34 r06/21/99 22:3 iO4/01/99 12:36 04/12/97 9:15 12/23/97 13:1fj ' CM T7W�279"2:09 N 1 0 W O 1 (clear toter), accidents with insufficient a a — isp ay 1 E Straight Parked X Pedestrian Fixed objects: < Stopped <--''Erratic X Bicycle ❑ General a Poles/Curbs 1 — Unknown Out of control 0 Injury ® signal o Bridges q Backing N-,_ Right turn @ Fatality ® Tree Animal 1 Overtaking Left turn _(} Nighttime C 3rd vehicle a Sideswipe li;-- U-turn DUI )K Extra data � roe �, o• �• �: - - e r i 1 I - - N 7TH AVE & OAKST - BOZEMAN 19 Accidents 07/01 /96 - 06/30/99 v N N r ' CD N 1 0 m v ' r-LO m O r O O pr 01/13/97 13:05 0 /26/ ' ro" 01/09/98 18:09 97 20:28 1 ' V 03/24/9715:44 Cl) 00 N N 0) W fh C O O O tt� ' � O 07/15198 15:48 02/16/9915:22_1, 1 1 ' 4:42 n v v co L.n v o rn OD rn rn rn rn ' N N O O O O 1 C c ear i er , acci ens with insufficient a a or isp aY --1 �-- Straight Parked X Pedestrian Fixed objects: < Stopped Erratic X Bicycle o General ® 'Poles/Curbs ' < Unknown Out of control 0 Injury ® Signal E Bridges Backing X__ Right turn O Fatality ® Tree Animal ' Overtaking Left turn Nighttime 3rd vehicle Sideswipe I:i;7— U-turn DUI x Extra data 1