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01 - Traffic Impact Study - Walmart Expansion
RECEIVED Jay CLC - J U N 0 5 2001 Associates,Inc May 29, 2001 CITY PLANNING Proj. D980209 --� - -- City of Bozeman —An effiliam of Gdnradu I and(:nnwh 707IV.7th Ave. Dave Skelton Suite 200 City of Bozeman Planning Department Spokane,WA 99204 20 East Olive Street 509/458-6840 Bozeman, MT 59771 509/458-6844 FAX cic-inc.cam Re: Bozeman Wal-Mart Expansion Project Dear Sirs: The purpose of this letter is to address traffic issues regarding the vacation of Baxter Road from N. 7`h Ave. to Oak Street near the existing Wal-mart in the City of Bozeman. Baxter Road adjacent to the Wal-mart site is located within public right-of-way. This roadway connects to N. 7`h Ave. and continues east several hundred feet, then making a 90 degree turn to head south and tie into Oak Street. Now that Oak Street has been completed, Baxter Road serves only those vehicles accessing the Wal-mart store. At the northwest end of this portion of Baxter Road, an existing gas station has a driveway onto Baxter. I believe that the proposed Baxter Road vacation will have no effect on the distribution of both existing and new trips as presented in the original traffic study dated October, 1999. Access is currently available from the Wal-mart site to both N. 7`h Ave. and Oak Street. With the proposed expansion and vacation of Baxter Road, the same access connections to public roads will be maintained. There is no change in the distribution of trips from the values as stated in the traffic study without Baxter Road. For the gas station, access to N. 71h Street will remain with a joint access easement. With Oak Street extended to the east, neither access or circulation issues for the expanded Wal-mart site are a problem with Baxter Street vacated nor should they result in a re-analysis of the traffic from this store. I trust this letter addresses your concerns regarding the vacation of Baxter Road in conjunction with the Wal-Mart expansion. Please call if you have any further questions so we can resolve them. Sincerely, CLC Associates, Inc. Timothy A. Schwab, P.E. Project Engineer cc: Robin Salvagio, CLC Denver File WENED QY JUN 0 5 2001 CITY PLANNING 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. �pN T A N� I S to,2"(91 NO. 13289PE o�F G/S T ERA; SSiONAL Timothy A. Schwab, P.E. TABLE OF CONTENTS INTRODUCTION........................................................................................................................... 1 TIA -DOCUMENT SCOPE............................................................................................... I PROJECTDESCRIPTION.................................................................................................. 2 EXECUTIVESUMMARY............................................................................................................... S CONCLUSIONS................................................................................................................. 5 RECOMMENDATIONS..................................................................................................... S EXISTING CONDITIONS................. ..............._..................................... 6 EXISTINGCONDITIONS.................................................................................................. 6 Landuse................................................................................................................. 6 ExistingRoadways ................................................................................................. 6 1-90............................................................................................................. 6 7'ti Avenue................................................................................................... 6 OakStreet................................................................................................... 6 BaxterRoad................................................................................................ 6 Project Study Area Intersections and Traffic Control............................................ 6 Traffic Volumes and Peak Hours of Operation ..................................................... 7 LEVELOF SERVICE................................................................................................................... 10 LEVELOF SERVICE....................................................................................................... 10 SignalizedIntersections........................................................................................ 10 Unsignalized Intersections................................................................................... 10 Existing Level of Service and Traffic Analysis...................................................... 11 TrafficSafety........................................................................................................ I 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 2010Level 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 5 -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 Protect............................ 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 .................................................................................................... Figure 3 -Existing AM Traffic Volumes........................................................................................ 8 Figure 4 -Existing PM Traffic Volumes........................................................................................ 9 Figure 5-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)PMPeak Hour Traffic Volumes Without Project................................. 20 Figure 10- Buildout (2000) AM Peak Hour Trafc Volumes With Project ................................ 22 Figure 11 -Buildout(2000)PM Peak Hour 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 71h 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 7`h 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 NOT 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: • 7`h Avenue and Baxter Road • 7`h 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 ofthe 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-901North 7`h Avenue interchange. 7`h Avenue has primarily commercial land uses from 1-90 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 a� c ( /^ 00 P Coln CICIoI DI / 0 Meadow Wy o I V y o Alantle�lie Ln � W-ftl DI Griffin Dr. Nickles Dr 8,varl St PROJECT LOCATION 90 S` Oak St Oak St, I \ C c 5 � A Birch St z w' (!7 St, 'rr ° E He Neck 51 BOZEMAN o DHI Juniper 51. Sl. Tamarack St. z ❑ �C C'In ❑❑ n51 ❑❑ ❑❑A n51 ❑I'- o Ae9e ❑❑❑❑ ❑ I s ❑❑❑ EHIET ©❑Q =1 F] s a � 5 II i � �❑0 r� VIIe =l ❑ f Lf� z �7 ��❑l ��� � a � DoNa 51, ` ❑LJ❑❑ Il z ❑❑❑❑❑❑❑fzl❑q oa � 5L C� dE]=❑❑D W. Main H❑E3©❑❑❑❑❑❑❑❑❑❑❑ -j[1❑�b ck St.❑❑❑❑❑❑❑ St. LD c EME®0® i " I '❑❑❑❑❑❑ ai St. t - ❑❑❑ a Sl ©❑El El Curtis St. ❑❑❑❑❑❑®❑© < < < < � ❑❑❑❑❑❑ � iek a S t. =0El❑I❑7 a O—i Bogert pl. Story St. ❑❑❑❑ ❑❑ Altl on ©l ❑0❑❑I NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 1 CLC Associates Inc. TRAFFIC IMPACT ANALYSIS VICINITY MAP SPOKANE, WA - DENVER. CO 707 West 21n• S°Ile 200 (509) 458-6840 PROJECT NO. 99242 S-Kore. WA 992i - 109/ A58-684A - tiJ I II .0 _ a 'l \ r ■n■ �r .. 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 Vh 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 7`h & 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 7`h & 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`h & 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`h & 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. 5 Bozeman Wal-Mart TIA EXISTING CONDITIONS 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 7`h Avenue. 71h 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 7`h 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 • Vh 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. 7`h 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. CLCAssociates, Inc. 6 Bozeman Wal-Mart TIA • 7`h 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`h 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. CLCAssociates, Inc. 7 Bozeman Wal-Mart TM W Z) 52, 33 Z 4 => 0 Ld 0 In 0 WAL-MART � STORES 0 BAXTER RD. Z OAK STREET In LO 174� �7 0=> a2 144 C;�7 28 ti ^0 � N N O NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 3 EXISTING CLC Associates,�oInc. TRAFFIC IMPACT ANALYSIS A.M. PEAK HOUR 707 We,i ne• S ,ie 200 (509) 456-6840 PROJECT NO. 99242 TRAFFIC VOLUMES Sooxone, WA 99704 FAX ;509) 456-6644 coo I W :D 40 �217 Z 5 G� 1 W a tr Ol N WAL-MART � STOREf 0 BAXTER RD. Z i OAK STREET Clul 4 � � g 2 15 92� ?63 N N O In n NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 4 EXISTING CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS P.M. PEAK HOUR SPpwv.E, n. - DEMER. CO �77 `Heal 71h• Suite 200 (509) 458-6640 PROJECT NO. 99242 TRAFFIC VOLUMES S....-. WA 99204 CA%.- (509) 456-66-4 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 Highwav 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 1 -Existing Level of Service(1999) AM PEAK HOUR PM PEAK HOUR INTERSECTION TRAFFIC TRAFFIC DELAY LOS DELAY LOS Vh Ave. & Baxter- AM Approach 11.5 sec. B 21.2 sec. C EB Approach 38.4 sec. E * F 7`h Ave. & Oak Street 21.3 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 7`h 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 7'h Avenue & Oak Street and 7'h 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. 11 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 MEV PDO I INJ PDO I NJ PDO INJ 71h Avenue & Oak Street 5 1 3 2 4 4 0.67 71h 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 7`h & Baxter intersection in the period 7/98 to 6/99. Planned Transportation Improvements There is a City/State project 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 TM FUTURE YEAR TRAFFIC IMPACT ANALYSIS ANAL YSIS,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 71h 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 Hour Land Use ITE Units #of Rate Volume Directional Dist. Land Units Use In OuT Free Standing 813 K.S.F. 83.1 1.84 153 78 75 Discount Superstore b�-�, i.e'4yy 7ti •; ;i.._,• 1 V.� 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 Rate Volume Directional Dist. Land Units " Use In Out Free Standing 813 K.S.F. 83.1 3.82 318 156 162 Discount Superstore 318 = .156 162 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 w \JQ 4 0%\ Z LLJ > Q t 1 WAL-MART o STORE BAXTER RD. Z i OAK STREET 60% 4 � 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 7% Since 200 (5G9) 456-6840 PROJECT NO. 99242 GENERATED TRIPS SDO40-e. wA 5920A FAs '529) 656-6646 r n w1�130 ZLLJ ` , Q r- = WAL—MART / STORE 0S BAXTER RD. Z OAK STREET as NOT TO SCALE WAL—MART BOZEMAN, MT FIGURE 6 A.M. PEAK HOUR CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS SITE GENERATED SPOKANE, wn - DENVER.CO S07.. wee.e, w A 99 2 Suile00 rµ (SD91 6^200 (509) 056-660D8-6Ba PROJECT NO. 99242 TRAFFIC VOLUMES ' � coU-) w 65 LLj Q N / = = LO WAL-MART/ Cr STORE� 0 BAXTER RD. Z fOAKSTREET NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 7 -- - _ P.M. PEAK HOUR CLC Associates,, Inc. TRAFFIC IMPACT ANALYSIS SITE GENERATED SPOWNE. WA - DE•.'vTR, LO 707 west 71n-Sure 200 (509) 458-6640 PROJECT NO. 99242 TRAFFIC VOLUMES Spokane WA 9920. FA%; !Sp3l -58-6E4� 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 7`h Ave. & Oak Street Ir 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 7`h & Baxter. CLC Associates, Inc. 18 Bozeman Wal-Mart TIA Q� c C1 l0 7 C� V w �3� 33 Z LLJ > a 9� Q d CID LID _ r� = WAL-MART 0 STORE/ BAXTER RD. Z t4535 REET CID In NOT TO SCALE WAL—MART BOZEMAN, MT FIGURE 8 YEAR 2000 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPOKANE. WA - 0ENVE9.CO 707 Wes+ 7t'• Su,le 200 (509) 458-68AO PROJECT NO. 99242 HOUR TRAFFIC VOLUMES So-one, WA 99204 FAX: (509) 458-6864 n Co w I LLJ Z ! 40=fl-� 1�1219 1 Z i 5 > I 92� , WAL—MART, 0 BAXTER RD. Z i OAK STREET o00 00 193J/1 � 10 1 2=> <- 15 9 3 c �81 � a o r �n7 1 NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 9 YEAR 2000 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOK E, WA - DENVER. Co 7c was, 71^• soil. 200 '509) A59-6040 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES e WA 992o4 PAX: 15G9) 456-6044 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 DELAY LOS 7`h Ave. &Baxter- WB Approach 12.3 sec. B 31.7 sec. D EB Approach 53.2 sec. F * F 71h 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`h & 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 a�- � toLo w , :D t 33� �63 Z I ,� Q t 95� n 1 j 1 r / = x� a Ln WAL—MART 0 STORES BAXTER RD. Z OAK STREET 176� , 0� �80J 145 N 7, N NOT TO SCALE WAL—MART BOZEMAN, MT FIGURE 10 YEAR 2000 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPORtwE. WA - DENVER,CO ,D, W�s1 Sole 200 c5D9, 458-6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES SDO— WA 992D4 EA%; 15191 459-684a a w j n W 4 Ji 284 ' Z 5=> W 92 1,' r WA L-MART STORE 0 % BAXTER RD. Z OAK STREET 193� 10 215 93� � 178 ^N NOT 10 SCALE WAL—MART BOZEMAN, MT FIGURE 11 a YEAR 2000 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOKANE. WA - C""VE ,CO 707 Ww It% suite 200 (509) 458-6840 PROJECT NO. 99242 HOUR TRAFFIC VOLUMES Soo-ne. WA 920e .Ax 1509) 458-6844 Build Out Plus 10 Years, Year 2010 Level of Service Without Project a 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 DELAYT—LOS, 71h Ave. & Baxter- WB Approach 12.0 sec. B 28.1 sec. D EB Approach 72.1 sec. F * F 71h Ave. & Oak Street ir 23.8 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 71h & Baxter. CLC Associates, Inc. 24 Bozeman Wal-Mart TIA LLJ D 58 1�tl 37 Z 4—� j , 108� _ m 0, CO = WAL-MART' o STORE/ BAXTER RD. Z bcz�739 REET NOT TO SCALE WAL—MART BOZEMAN, MT FIGURE 12 YEAR 2010 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SPOKA.NE. MA - OENvER.CC Soy wes din• s�i� zoo (s09, 158—fi840 PROJECT N0. 99242 HOUR TRAFFIC VOLUMES Soo.ane, wA 99204 FAX: f509) 458-6844 Lc n co u c a0 r` ' 45� 242 Z I 6==> /i:102 .� WAL MART o STORE/ BAXTER RD. Z OAK STREET --- -\\, i 213✓ �11 2 a17 103� /�89 4p v no o NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 13 _ YEAR 2010 WITHOUT CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK ea 1i'.vo. Z 'o wes, fin• sore 200 ;soe) 79) 45a- PROJECT N0. 99242 HOUR TRAFFIC VOLUMES ?C7Sco—e.W— wA ,9 o< ;cX_ 'S991 e56-66aa 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 71h Ave. & Baxter- WB Approach 12.9 sec. B 48.2 sec. E EB Approach 107.7 sec. F * F 71h 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 Vh & 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. 27 Bozeman Wal-Mart TM O � � r - w I" C' - \`> :D ; arm Q67 LAJ Q 1 08� WAL—MART STORE 0 BAXTER RD. Z OAK STREET cc) no f i94j �g 161cz�7 84 O(D O 1)O N Ln NOT TO SCALE WAL—MART BOZEMAN, MT FIGURE 14 YEAR 2010 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT A.M. PEAK SP11"NE. ooKoWes: :� s� a zap ;509> a5e-6eao PROJECT N0. 99242 HOUR TRAFFIC VOLUMES Sne W n goype •-AX 'SC4! 458-6844 c "1 l0O w 4S� �307 z j 102 . , WAL-MART' "' o / /STORE' BAXTER RD. z ------------- OAK STREET 213�/ � 11 i 2� G�17 103� ?186 NOT TO SCALE WAL-MART BOZEMAN, MT FIGURE 15 YEAR 2010 WITH CLC Associates, Inc. TRAFFIC IMPACT ANALYSIS PROJECT P.M. PEAK SPOKANE, WA — DENVEP, L� SRO We- A 9 Suite 200 FA0 C9B 4540 PROJECT N0. 99242 HOUR TRAFFIC VOLUMES Soo.c�e_ wn , Su-t (5,0 SG9 689-6844 CONCL USIONS 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`h 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 7`h & 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 7`h &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`h & 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`h &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. CLC Associates, 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 I 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 tuming 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 A More than adequate gaps available to proceed. ► Very seldom is there more than one vehicle in the queue. B Little delay encountered with adequate gaps available. ► 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 Sto ed 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 cvcle 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 intersecti6n. It may also occur with volume/ca2acity ratios of 1.0 or above. SIGNALIZED INTERSECTIONS LEVEL OF SERVICE CRITERIA F evel of Stopped Delay per Vehicle. ' e1rA vice sec <= 10.0 ' B 10.1 to 20.0 C 20.1 to 35.0 1 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). 1 r SPREADSHEETS FOR TRAFFIC VOLUMES 1 1 1 1 i 1 1 1 1 1 rn ti + _ CL N O m Z o r C a � v � o o (D o co ti c(D 0) � m � N w O o v F O a + oa � m J a� H ~ � O � W cu � D < 0 M CV) N D U- E m m X } o 00 CD o �5. ., E p o + D LC) o 0 o c i a0o � v v (D °ram' s W W J m �+ O } } m m Ir v c � o D a n a aoi o o cM o CD v + 0) P O 9 0 2 m � Q o m L) a w � a ~ Q Q m L ti 6. J L 0) C9 0 rn m p O O ti j li � v rn r� o ccn coo uO Ln v v °o ti O CD O X � to co cf w 01 F- O 7 O > H H N rn Q W (n x Z O cc W LU W O J F- H R �' ~ _ J cn F- J F- � U mZ o < ¢ O w w w � � � z z z U)i (1) co Z U)i � p Z LU LL U X m U W UO 000 0 W Wy JF- � r2 J F- J W ~ O W Z 0 cN v rn d o c`�i aoo v + co aZ zUZWa — C� O r � O r } v m T `_ o a Lf) <D O 0 0 c0 O cc i N 00 + _ m r T T r r G Ov LO O O 0000 a N C) co co co a) Z J a N r O N (o m � � I I .O O L O CL ++ O Q V V O(n (D LL D U H 0 c`no W � co w ca Q w 0 0 Ix D� 0 a ~ E a) m m 0 00 E + O (n Cl) cA O + a co � o o v i c ( L O Q Q (] O N N ~ L w w 5 'j m U } } m m L) U) -, o 0 O a � ° v O rn N i c coo N O N (O m CL) C Y z U) a m W Q �D IL 0LL o a � Q IL m r ti J G) (9 O CY) m 0 0 0 Qf L U. t m LO � M � ti O r O O O W N o) CV ca � W G> FLl - c C7 O > (n Q w CA Ix z 0 cc t F- X w W 0 W F- = F- F- 2 F- F- m F- F- 2 F- J cn f� Q w F- F- F- g J F- J F- J F- m 0 Z W m m m m m m m m m Z o 0 ¢ U > W co W m Z Z z co 0) fn F- 0 ZW � 2L CO F= :D F- F- CY-0 X m W UUg000 w � -j of m J J g z _ F— _ Q H O B � U)`' T N C N M � ti m Z Z OU Z w z V O CO r r }O r r r T O CD � N co 0 O N 0 O co R w + a te in rn O m r r O CC r r r ~ F- O Z r r a 0 O N N O N 0 0 v m 0 (!� + Q L) V D LL � C7 m m V) 00 O o H F- j + }o . 0 + 0 O cD M N 00 M CD rn w Q Q - o O Y w w D 'j m >- LEA m _O NN V > I.f. > O a O N 1� NCV) co lL) L O O T m 3 rn Y o r � U. 0 a m ~ m J CD z ; X Z co 0 0 0 1� ti 0 co N N r N N It to SOD m Ad O O X U. v co j R W Q O ca I I I Ll r- 0 z 11 E W U) �. Z w > w w w p w W H 2 J 2 H = H H 2 F- Q Q P � J I- ►- J F- J ►- L o < Q ¢ O COLU co W � Z Z Z V1 � � F- r+ ~ Z W 2 Z � m o O Q � � 5 w U � 2(m, J F- j 6. d H ~ Oo v N N ~ N Rt N v in (Do m Z pU z v O � W. .. O >' u p d O _ L. N O co ~ M M O lf') r- 1 W + ILN .- a� m � Oco ca r N M U) O 1f ' O (~D O Z _J a r O r N cn O I� Llm O II 0 oQ � IJ 0 D D U FI- 0 0) (D M co W 0 0 LL �: Ix c D O to 00 _o °3 Cl) cn + �' '` co 0 + O N N O GO r (� C u) r Q Q J v O W W j •S m -�c } } m m m 0 NN >- N IX Q D = IL 0) N T O W O co L 0 .- 0 0 ti = m3 s rn Y c o a a ; LL • a a ~ J � m z Z � CII 1� N 0 0 0 C� y - v) N � � � rn o co rn m Y O O O X W co Q) O W Q L 06 (D fl— Z n U) 0 cW cn Z 0 Q Q W H F— 0 {L m m m m m m m m m m m m Z L 4=.6 Q O W W W � � Z Z Z m m m f' C F- c x cc G 0 U 000 W = J Z Lf) N J C Z D W Z D N O (MD a) O co — U Z W a EXISTING LEVELS OF SERVICE HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS lnalyst:Tim Schwab Intersection:71h&Baxter ;ount Date:9128199 'ime Period:AM Peak ntersection Orientation:North-South Major St. Vehicle Volume Data: Aovements: 1 2 3 4 5 6 9 10 11 12 ..................................................................................... 'lolume: 80 555 43 41 687 177 33 52 4 97 4FR: 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 °HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 .............................................................................................. 'edestrian Volume Data: dovements: Flow: .ane width: Nalk speed: % Blockage: .Aedian Type: Raised Curb #of vehicles: 5 dared approach Movements: I of vehicles:Eastbound 1 r of vehicles:Westbound 0 .ane 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 ;hannelized: 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 Trade: 0.00 .ane 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 ;hannelized: N Srade: 0.00 .ane 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 :hannelized: N Grade: 0.00 Upstream Signal Data: Approach:Northbound L prot T Distance: 500 3rogression Speed: 35 :,ycle Length: 70 Green Time: 10 30 4rrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prot T 9istance: 600 3rogression Speed: 35 Cycle Length: 70 Green Time: 10 30 arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 )ata for Computing Effect of Delay to Major Street Vehicles: .......................................................................................... Northbound Southbound ;hared 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 .Dumber of major street through lanes: 2 2 .ength of study period, hrs: 0.25 ........................._............... ................................................... Worksheet 4 Critical Gap and Follow-up time calculation. ;ritical Gap Calculations: Movement 1 4 9 10 11 12 .............................................................................................. 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 °by 0.02 0.02 0.02 0.02 0.02 0.02 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 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 :c 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 r-ollow Up Time Calculations: Movement 1 4 9 10 11 12 ....... .................................................................................. 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 'by 0.02 0.02 0.02 0.02 0.02 0.02 :f 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 ...............................................................I........................... I prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 :; affective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9-2) 1.000 1.000 'roportion of vehicles arriving on green 1' 0.429 0.429 g 41 2.4 3.5 9 42 0.1 0.3 3 q 2.5 3.9 ............................................................................................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ..... ........................................................................................ 31pha 0.400 0.400 beta 0.714 0.714 t a 9.718 11.662 0.265 0.231 f 0.221 0.249 J c,max 404 539 J c,min 2000 2000 t p 0.0 0.0 0.000 0.000 ............. ................................................................................. Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result ............................................................................................... Q 0.000 05 0.000 p dom 0.000 o 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 1.000 011 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 ............................................................................ Ic,x 1152 797 399 1727 2154 576 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 J c,u,x 1152 797 399 1727 2154 576 .............................................................................................. Movement ....................................................................................---....... 2 stage 10 11 Stagel Stage2 Stagel 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 ............................................................................................... 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 602 821 601 57 47 460 C plat,x 602 821 601 57 47 460 ..............................•----............................................................ Movement .......................................................----------- 2 stage 10 11 Stagel Stage2 Stagel 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 'edestrian Impedance Factor 1.00 1.00 ,Aovement Capacity 821 602 Probability of Queue free St. 0.93 0.82 ........................................................................................ Norksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1-First Stage .............................................................................................. Conflicting Flows 982 1143 'otential Capacity 330 273 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 271 255 'robability of Queue free St. 1.00 0.98 ............................................................................................... 'art 2-Second Stage ----------------------------------------------------------------------------------------------- Conflicting Flows 1261 1011 'otential 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 'art 3-Single Stage ........................................... .................................................. Conflicting Flows 2243 2154 'otential Capacity 43 47 ?edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.77 Movement Capacity 33 36 ........................................................................................ 3esult for 2 stage process: .............................................................................................. a 0.98 0.98 2.71 1.30 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 'edestrian 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 ...............................................I..................... ........................ 'onflicting Flows 570 583 Potential Capacity 479 465 'edestrian Impedance Factor 1.00 1.00 ;ap.Adj.factor due to Impeding mvmnt 0.66 0.76 Movement Capacity 315 355 .............................................................................................. Part 3•Single Stage :onflicting Flows 1552 1727 Potential Capacity 79 57 'edestrian Impedance Factor 1.00 1.00 Vlaj.L, Min T Impedance factor 0.75 0.77 Maj. L,Min T Adj.Imp Factor. 0.80 0.82 Sap. Adj.factor due to Impeding mvmnt 0.58 0.76 Vovement Capacity 45 43 ............................................................................................... lesult for 2 stage process: ............................................................................................... a 0.98 0.98 1.09 0.61 C t 183 190 Worksheet 8 Shared Lane Calculations Shared lane Calculations Movement 7 8 9 10 11 12 ..............................................•............................................... ............•...... II I II i(vph) 44 69 5 129 Movement Capacity 601 190 188 460 Shared Lane Capacity 303 .............................................................................................. 'Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 .............................................................................................. ;sep 601 190 188 460 Volume 44 69 5 129 Delay 11.5 34.4 24.7 15.8 1 sep 0.14 0.66 0.04 0.57 0 sep +1 1.14 1.66 1.04 1.57 round(Osep +1) 1 2 1 2 .........................................•---.....---......................................... n max 1 2 C sh 601 303 ;UM C Sep 601 839 II 1 0 C act 601 303 .............................................................................................. Norksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 .............................................................................................. ................... v(vph) 107 55 44 204 m(vph) 602 821 303 lic 0.18 0.07 0.07 0.67 95%queue length .ontrol Delay 12.3 9.7 11.5 38.4 .OS 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 ;ount Date: 9128199 ime Period: PM Peak — E vo sTWcc ntersection Orientation:North-South Major St. Vehicle Volume Data: Aovements: 1 2 3 4 5 6 9 10 11 12 ...........I .._............................................................................. lolume: 152 918 234 130 678 74 217 40 5 91 iFR: 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 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ............................................................................................. 'edestrian Volume Data: Aovements: Flow: .ane width: Walk speed: % Blockage: Median Type: Raised Curb a of vehicles: 5 ,:tared approach Movements: I of vehicles:Eastbound 1 I of vehicles:Westbound 0 .ane 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 :hannelized: 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 3rade: 0.00 .ane 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 ;hannelized: N 3rade: 0.00 _ane 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 hannelized: 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 lata for Computing Effect of Delay to Major Street Vehicles: ............................................................................................... Northbound Southbound hared In volume,major th vehicles: 0 0 ,;hared In volume,major rt vehicles: 0 0 Sat flow rate, major th vehicles: 1700 1700 ;at flow rate,major rt vehicles: 1700 1700 .lumber of major street through lanes: 2 2 .ength of study period, hrs: 0.25 .............................................................................................. Worksheet 4 Critical Gap and Follow-up time calculation. :ritical Gap Calculations: Movement 1 4 9 10 11 12 ................................................................................ ............. 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 by 0.02 0.02 0.02 0.02 0.02 0.02 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 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 c 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 ,:allow Up Time Calculations: Movement 1 4 9 10 11 12 .............................................................................................. 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 'by 0.02 0.02 0.02 0.02 0.02 0.02 f 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 ............................................................................................ 1 prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 affective Green g eff(sec) 30 30 Cycle Length, C(sec) 70 70 Rp(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green 1' 0.429 0.429 9 Q1 7.1 4.1 4 42 1.5 0.5 ►c,x 783 1200 600 1810 2532 392 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 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 3400 3400 3400 3400 'x 1.000 1.000 1.000 1.000 V c,u,x 1016 795 1016 1517 .............................................................................................. Norksheet 5e. Effect of upstream signals(computation 5) Movement ................................................................................... 1 stage 1 4 9 10 11 12 ............................................................................................... 3x 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 Stagel Stage2 Stagel Stage2 ................................ ................................................. ?x 1.000 1.000 1.000 1.000 C r,x 255 347 314 180 plat,x 255 347 314 180 .............................................................................................. Norksheet 6 Impedance and capacity equations Step 1: RT from Minor St. 9 12 ...................... ....................................................................... Conflicting Flows 600 392 "otential Capacity 444 607 3edestrian Impedance Factor 1.00 1.00 Movement Capacity 444 607 °robability of Queue free St. 0.49 0.84 .............................................................................................. Step 2:LT from Major St. 4 1 ...................................I......................................................... Conflicting Flows 1200 783 Potential Capacity 577 831 q 8.6 4.6 ............................................................................................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 1 Proprtion of time blocked Vt Vt ..................................................................................•........ ;Ipha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.442 0.381 -►c,max 1394 907 ►c,mm 2000 2000 t p 0.0 0.0 1 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ............................................................................................... n2 0.000 ►5 0.000 p dom 0.000 o subdom 0.000 'Onstrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ................ ....... .0 1.000 p4 1.000 0 1.000 1.000 1.000 ■ 18 1.000 1.000 1.000 p9 1.000 10 1.000 1.000 1.000 ill 1.000 1.000 1.000 p12 1.000 ....... Norksheet 5d.Effect of upstream signals(computation 4) ' Movement ............................................... I stage 1 4 9 10 11 12 ............................................................................................. 'edestrian Impedance Factor 1.00 1.00 ,dovement Capacity 577 831 Probability of Queue free St. 0.77 0.81 ............................................................................... ........... Vorksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1-First Stage .................................................. ...........................---........ ..... Conflicting Flows 1395 1016 'otential Capacity 210 314 'edestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.81 0.77 Movement Capacity 170 240 'robability of Queue free St. 1.00 0.98 ............................................................................................... 'art 2-Second Stage ............................................................... ............................... ..onflicting Flows 1054 1517 'otential 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 ..................................................___.............I........................ 'art 3-Single Stage ............................................................................................... Conflicting Flows 2449 2532 'otential Capacity 31 27 'edestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.62 0.62 Vlovement Capacity 20 17 .............................................................................................. iesult for 2 stage process: ........................................................... .................................. a 0.98 0.98 1 2.70 -34.84 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 °art 1-First Stage ......................................... ......... .................... .................... Conflicting Flows 1395 1016 Potential Capacity 151 255 'edestrian 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 .................................. — .......—...................... ................... ,nnfhxhngFhwx 827 795 Potential Capacity 443 347 'odmsthun Impedance Factor 1.00 1.00 ;up. Adj.factor due to |mpodingmvmnt 0.63 0/40 Movement Capacity 280 138 --------------------------''----- Part 3-Single Stage ------------------------------ ,on8ictingFlowo 2021 1810 Potential Capacity 35 49 ,odoxthan Impedance Factor 1.00 1.00 Aaj. L. Min T Impedance factor 0.30 0.02 Maj. L' Min TAdj. Imp Factor. 0.43 0'70 �op. Adj.factor due 10 Impeding mvmnt 0.37 0.35 AovomontCepo:hy 13 17 -----' iesult for%stage process: -----''-----'----''----'---'''''------- o 0.98 0.98 ' 1.01 12.33 � t 102 3 ������......._���__��_���._�__�._�������. Worksheet 8 Shared Lane Calculations 3homd Lane Calculations Movement 7 8 S 10 11 12 --------------------'----------- / --| |----'—| | | | |Oph 228 42 5 95 Movement Capacity 444 3 10 607 )hared Lane Capacity 8 .......................................—.....---......................................... Worknhuo19'Cnmputadnnof effect of flared minor street approaches Movement 9 lO 11 13 ��'''..''��'�����'��������������. �unp 444 3 10 607 Volume 226 42 5 95 Uolay 21.29743.4 555.7 12.0 }xop 1.33 112.77 0.80 0.32 doop +1 2.33 113.77 1.80 1.32 round(Dxnp +1) 2 114 2 1 � ....... .......... ...................... ............ ............. ./max 2 114 ;UM C sep 444 620 ,i 1 0 C act 444 8 ......................................................................................... .Norksheet 10 delay,queue length, and LOS Jlovement 1 4 7 8 9 10 11 12 ................... II I II v(vph) 158 135 226 142 m(vph) 831 577 8 tic 0.19 0.23 0.51 17.26 95%queue length ;ontrol Delay 10.4 13.1 21.2 8199.9 .OS B B C F Approach Delay 21.2 8199.9 Approach LOS C F .............................................................................................. HCS: Signals Release 3. 1b iter: City/St: Bozeman, MT . ialyst: Tim Schwab Proj #: 9a242 Date: 10/20/99 Period: AM Peak - Existing, 1999 7 /W St: Oak Street NIS St: 7th Avenue SIGNALi2ED INTERSECTION SUMMARY I Eastbcund I Westbound I Northbound I Southbound I I L T R I L T R I L T R I L R j. Lanes 1 _ G I 1 1 0 1 1 2 1 I 1 2 1 LGConfig I L TR i L TR I L T R I L T R I ".lume 1174 0 144 128 2 7 127 - 426 4 15 660 43 I sne Width 112 .0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12 .0 1 -rOR Vol 1 25 1 2 1 2 I 15 I - iration 0.25 Area Type: All other areas Signal Operations rnase Combination r 2 3 4 1 5 6 7 6 EB Left P ( NB Left A Thru P 1 Thru P Right P I Right P Peds I Peds WB Left P 1 SB Left P Thru P I Thru P Right P I Right P Peds ( Peds NB Right I EB Right 3 Right I WB Right reen 15.0 10.0 30.0 fellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 ycle Length: 70.0 secs Intersection Performance Summary tippr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate rp Capcity (s) v/c g/C Delay LOS Delay LOS r,astbound L 300 1400 0.74 0.214 41.0 D R 339 1583 0.45 0.214 28.2 C 35.8 D westbound L 261 1220 0.14 0.214 23.4 C R 359 1676 0.03 0.214 21. 9 C 23.1 C Northbound L 253 1770 0.14 0.143 26.5 C 1517 3539 0.36 0.429 14.2 B 14.9 B 678 1583 0.00 0.429 11.5 B Southbound L 253 1770 0.02 0.143 26.0 C 1517 3539 0.73 0.429 19.7 B 19.5 B 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.3 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b zland Pacific Engineering, Inc. 707 West 7th, Suite 200 r Dokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 -Mail: ipe@iea.com OPERATIONAL A14ALYSIS Intersection: r'ity/State: Bozeman, MT zalyst: Tim Schwab _roject No: 99242 Time Period Analyzed: AM Peak - Existing, 1999 -ate: 10/20/99 sst/West Street Name: Oak Street -orth/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 olume 1174 0 144 128 2 7 127 426 4 15 860 43 1 UHF 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 "i Ln Vol I I I I I Grade 1 0 1 0 1 0 1 0 1 deal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist I I I I I umPark I I 1 I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 Leo. Lanes 1 1 1 0 I 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 -ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 1 2 1 2 1 15 1 �dj Flow 1223 153 136 9 135 546 3 16 1103 36 I %InSharedLnl I I I I rop Turns I 1.00 I 0.67 1 1 I umPeds I 0 I 0 1 0 1 0 I LmumBus 10 0 10 0 10 0 0 10 0 0 I uration 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 f I ( ! nit Unmet 10.0 0.0 I0.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 1 __rriv.. Type 1 3 3 13 3 13 3 3 13 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 Faczor I i.000 1 1.000 1 1.000 1 1. 000 ! ost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12 .0 2 .0 2.0 _xt 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 B Left P I NB Left A Thru P Thru P Right P I Right P Peds I Peds ,,B Left P I SB Left P Thru P I Thru P Right P Right P Peds I Reds NB Right 1 EB Right I B Right 1 WB Right reen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 till Red 0.0 0.0 0.0 ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET ' Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right riovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns astbound Left 174 9.78 223 1 L 223 Thru 0 0.78 0, 1 TR 153 1 .00 Right 144 0.78 153 0 25 estbound 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 0.7,8 1103 2 T 1103 Right 43 0.7'8 36 1 R 15 36 Value entered by user. SATURATION FLOW ADJUSTMENT WORKSHEET ppr/ Ideal Adj Lane Sat f f f f f f f f f Sat group Flow W H`i G P BB A LU RT LT Flow astbound Sec LT Adj/L� Sat : _:-'0 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0.752 1400 TR 1 0 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: i 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0.655 1220 R 1900 i.000 0. 980 1.000 1 .000 1.000 1.00 1.00 0.900 1.000 1676 "orthbcurd Sec LT Adj/LT Sat: 1900 1.000 0.980 1 .000 1.000 1.000 1.00 1.00 ---- 0.950 1770 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 outhbound 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 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 estbound 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 outhbound 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 ost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0. 62 LEVEL OF SERVICE WORKSHEET ppr/ Ratios Unf Prog Lane Incremental Res Lane Group Approach _ane Del Adj Grp Factor Del Del Grp V/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS astbound y 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 estbound 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 orthbound 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 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B outhbound 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 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 ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 .djusted Left-Turn Flow Rate, Vlt 223 36 'roportion 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 .eft Turns per Cycle: LTC=V1tC/3600 4.34 0.70 )pposing 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 )pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 -q=(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 'tho=1-Plto 1.00 1.00 '1*=Plt(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 .min=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 rdiff=max(gq-gf,0) 0.00 0.00 fm=[gf/g]+[gu/9] [1/{l+Pl (Ell-1) ) ] , (min=fmin;max=1.00) 0.75 0.66 flt=fm=[gf/g]+gdiff[l/fl+plt (E12-1) 1] •[gu/91 [1/(l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ]/N** fit 0.752 0.655 or special case of single-lane approach opposed by multilane approach, :ee 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. or 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 ycle Length, C 70.0 sec ..ctual Green Time for Lane Group, G Effective Green Time for Lane Group, g -pposing Effective Green Time, go urger of Lanes in Lane Group, N ,.umber of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt -roportion of Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto .djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl eft Turns per Cycle: LTC=V1tC/3600 pposinc Flow per Lane, Per Cycle: Volc=VoC/3600fluo apposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g pposing Queue Ratio: qro=1-Rpo(go/C) q=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g yu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 tho=1-Plto 1*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) r.l l (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 min=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) -cm=[gf/g]+[gu/g] (1/{1+P1 (Ell-1) ]] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[l/{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 or special case of single-lane approach opposed by multilane approach, ee 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. or 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 -/c ratio from Capacity Worksheet, X 'rimary phase effective green, g Secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu :ycle length, C 70.0 Red =(C-g-gq-gu) , r ,rrivals: v/ (3600(max(X, 1.0) ) ) , qa Primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss .Perm Prot 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 ' ane Demand Demand Unadj. Adj . Param. Demand Delay Delay coup Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound astbound orthbound oouthbound Intersection Delay 21.3 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b zter City/St: Bozeman, MT ialyst: Tim Schwab Proj #: 99242 Date: 10/20!99 Period: FM Peak - Existing, 1999 r/W St: Oak Street iJ/S St: 7th Avenue SIGNALIZED INTERSE'C:'ION SUMMARY East-cund ! Westbound I Northbound I Southbound I I L R I L T R I L T R I L T R 1 I 1 I I I _ D. Lanes I 0 I 1 1 0 ! i 2 1 I _ LGConfig I i TR I L TR I L T R I L T R "olume 1191 2 92 163 15 9 1155 1172 0 11 858 69 f ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 -rOR Vol 1 25 1 2 1 0 I 15 'uration 0.25 Area Type: All other areas Signal Operations .ease Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A Thru P ( 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 -B Right I WB Right reen 15.0 10.0 30.0 .ellow 5.0 5.0 5.0 ' All Red 0.0 ' 0.0 0.0 ycle Length: 70.0 secs Intersection Performance Summary tippr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate rp Capcity (s) v/c g/C Delay LOS Delay LOS eastbound L 296 1383 0. 68 0.214 37.2 D R 341 1591 0.21 0.214 24.1 C 33.7 C Westbound L 283 1322 0.23 0.214 24.7 C R 381 1778 0.06 0.214 22.2 C 24.0 C Northbound ' L 253 1770 0.64 0.143 33. 9 C 1517 3539 0.81 0.429 22.4 C 23.8 C 678 1583 0.00 0.429 11.4 B �outhbound L 253 1770 0.00 0.143 25.8 C ' 1517 3539 0.60 0.429 17.1 B 16.8 B 678 1583 0.08 0.429 12.1 B Intersection Delay = 22.5 (sec/veh) Intersection LOS = C 1 - i 1 r HCS: Signals Release 3.1b eland Pacific Engineering, Inc. 707 West 7th, Suite 200 Dokane, WA 99204 ' Phone: 509-458-6840 Fax: 509-458-6844 7-Mail: ipe@iea.com OPERATIONAL ANALYSIS ' Intersection: 1-it'y/State: Bozeman, MT zalvst: Tim Schwab roject No: 99242 ' Time Period Analyzed: PM Peak - Existing, 1999 'ate: 10/20/99 ast/West Street Name: Oak Street _ Drth/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 1 L T R 1 I I I I I Dlume 1191 2 92 163 15 9 1155 1172 0 11 858 69 _HF 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 150 1 24 117 4 3 141 308 0 11 226 18 "i Ln Vol I I I I Grade 1 0 1 0 I 0 1 0 _deal Sat 11900 1900 11900 1900 1�900 1900 1900 11900 1900 1900 I ParkExist I I I I I "umPark I I I I I Heavy Vehi2 2 2 12 2 2 12 2 2 12 2 2 ! ..o. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 I LGConfig I L TR I L TR I L T R I L T R 1 ' ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 1 2 1 0 I 15 1 ..dj Flow 1201 73 166 23 1163 1234 0 11 903 57 I %InSharedLnl I I I I rop Turns 1 0.97 I 0.30 1 1 I umPeds ► 0 I 0 1 0 1 0 I ..umBus 10 0 10 0 10 0 0 10 0 0 I uration 0.25 Area Type: All other areas 1 r i r r OPERATING PARAMETERS Eastbound I Westbound I Northbound I Scuthbcund I L T R I L T R I L T R I L _ R 1 I I ( I ( 1 zit Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0. 3 0.0 1 rriv. Type 3 3 13 3 13 3 3 I3 ' 3 Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 Factor I i.000 1 1.000 1 1.000 1 1.000 st Time 12 .0 2.0 12 .0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 t _xt Of g 12 .0 2.0 12.0 2.0 12.0 2.0 2.0 12 .0 2.0 2.0 t Ped Min g 1 0.0 I 0.0 I 0.0 I 0.0 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 B Left F I NB Left A Thru P I Thru P Right P I Right P Peds I Peds ..B Left P I SB Left P Thru P Thru P Right P I Right P Peds I Peds NB Right 1 EB Right B Right I WB Right 1 1 -reen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 -11 Red 0.0 0.0 0.0 ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. ppr. / Mvt Flow No. Lane Flow Rate Left Right novement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns astbound 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 estbound 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. F m � SATURATION FLOW ADJUSTMENT WORKSHEET Apr/ Ideal j Lane Sat f f f f f f f i at '=coup Flow W HV G F 93 A LU RT 1. =io : astbound Sec LT Adj %LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.74- 1363 Tit 1900 1.000 0.980 1. 000 1.000 1.000 1.00 1.00 0.854 1.000 15a'_ Westbound Sec LT Adj/LT Sat: 1900 _.000 0.980 1.000 1.000 i.000 i.00 1.00 ---- 0.709 1322 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.954 1.000 1778 "orthbound Sec LT Adj/LT Sat: 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1170 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 outhbound Sec LT Adj/LT Sat: 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 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 estbound 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 outhbound 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 ost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.75 LEVEL OF SERVICE WORKSHEET pp ratios ' nf Prog Lane Incremental Res Lane Group Approach 3ne Del Adj Grp Factor Del Del Grp g/C d1 Fact Cap x d2 d3 Delay LOS Delay LOS 3stbcur.d . . 6c ^.214 25.3 1 . 000 296 0.50 11. 9 0 . 0 31 .2 D m4 .21 C.214 22. 6 1.000 341 0.50 1.4 0.0 24 . 1 C 33.7 estb_und .214 22.7 1.000 233 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 orthbound 0.64 0.143 29.3 1.000 253 0.22 5.5 0.0 33.9 C 0.81 0. 429 17.3 1.000 1517 0.50 4 .9 0.0 22.4 C 23.8 C 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11.4 B cuthbcund 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 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 �vcle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 'ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 �qumber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 djusted Left-Turn Flow Rate, Vlt 201 66 roportion of Left Turns in Opposing Flow, Plto 0.00 0.00 hdjusted Opposing Flow Rate, Vo 23 73 Lost Time for Lane Group, tl 5.00 5.00 eft Turns per Cycle: LTC=V1tC/3600 3.91 1.28 pposing 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 ,pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q=(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 the=i-Plto 1.00 1.00 1-=Plt[1+( (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 cll (Figure 9-7) 1.35 1.41 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 min=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 diff=max(gq-gf,0) 0.00 0.00 =m=[af/g]+[gu/9] [1/(1+P1 (Ell-1) )] , (min=fmin;max=1.00) 0.74 0.71 flt=fm=[gf/g]+gdiff[l/(l+Plt (E12-1) ) ] [gu/91 [1/ (1+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.742 0.709 or special case of single-lane approach opposed by multilane approach, ee text. If 21>=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. or special case of multilane approach opposed by single-lane approach or when of>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WS NB SB ycle Length, C 70. 0 sec ctual Green Time f r Lane Group, G Effective Green Time for Lane Group, g apposing Effective Green Time, go umber of Lanes in Lane Group, N umber of Coposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt nropertion of Left Turns in Lane Group, Plt roportior. of Left Turns in Opposing Flow, Plto __djusted Opposing Flow Rate, Vc Lost Time for Lane Group, tl 'eft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo -pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g -pposing Queue Ratio: qro=1-Rpo(go/C) q=(4.943Volc**0. 762) (gro**1.061) -tl, gq<=g .,u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 -tho=1-Plto 1*=Plt[1+( (N-1)g/ (gf+gu/Ell+4.24) ) ) -11 (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 "min=2 (1+Plt) /g or fmin=2 (1+P1) /q diff=max(gq-gf, 0) .m=[gf/g]+[gu/9] [1/(1+P1 (Ell-1) ) ] , (min=fmin;max=1.00) flt=fm=[gf/a]+gdiff[l/(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 ,or special case of single-lane approach opposed by multilane approach, ee 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. ,or 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 '/c ratio from Capacity Worksheet, X -rimary phase effective green, g secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu I ycle length, C 70.0 Red =(C-g-gq-gu) , r .rrivals: v/(3600 (max(X, 1.0) ) ) , qa erimary ph. departures: s/3600, sp Secondary ph. departures: s(gq+gu) / (gu*3600) , ss Perm Prot nCase Queue at beginning of green arrow, Qa ,ueue at beginning of unsaturated green, Qu .esidual 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 T,ane Demand Demand Unadj . Adj . Param. Demand Delay Delay roup Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound '^Iestbound orthbound -outhbound Intersection Delay 22.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. BUILD OUT YEAR (2000) LEVEL OF SERVICE CALCULATIONS WITHOUT PROJECT HCS:Unsignalized Intersections Release 3.1 b ' TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab ' Intersection:7th&Baxter ;ount Date:9128199 fime Period:AM Pk •B/W ' ntersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................... ' 'Jolume: 81 561 43 41 694 179 33 53 4 98 AFR: 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 °HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ' 3edestrian Volume Data: Movements: ............................................................................................... Flow: .ane width: Walk speed: ' % Blockage: Median Type: Raised Curb ' #of vehicles: 5 Flared approach Movements: ' 0 of vehicles:Eastbound 1 N 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 tY N N N Y N N Y Y ' Channelized: N trade: 0.00 ane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 ` T R L T R L T R .............................. ........................................ N N Y N N N N N N :hannelized: N Trade: 0.00 ' ane 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 1 :hannelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound ' L prot T ' Distance: 500 'rogression Speed: 35 ,ycle Length: 70 Green Time: 10 30 ' %rrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 200 Approach:Southbound L prat T ' 7istance: 600 3rogression Speed: 35 Cycle Length: 70, Green Time: 10 30 arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 1 1 t )ata for Computing Effect of Delay to Major Street Vehicles: .............................................................................................. ' Northbound Southbound ;hared In volume,major th vehicles: 0 0 .;hared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 ';at flow rate,major rt vehicles: 1700 1700 Jumber of major street through lanes: 2 2 ength of study period,hrs: 0.25 1 ............................................................................................. ' Worksheet 4 Critical Gap and Follow-up time calculation. ,ritical Gap Calculations: ' Movement 1.............9 10 1. 12...................... ........ ................ ..... ..... ..... 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 ' °by 0.02 0.02 0.02 0.02 0.02 0.02 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 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 c 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 .:ollow Up Time Calculations: ' Movement 1 4 9 10 11 12 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 'by 0.02 0.02 0.02 0.02 0.02 0.02 f 2.2 2.2 3.3 113.5 4.0 . 3.3 .................................................................................. Worksheet 5a. Effect of Upstream Signals(Computation 1) ' Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt . . ............................... prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 ' Arrival Type 3 3 affective Green eff(sec) 30 30 Cycle Length,C(sec) 70 70 ' Rp(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green P 0.429 0.429 y q 1 2.4 3.5 ' 9 q2 0.1 0.3 q 2.5 3.9 1 ..................... ' Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 ' Praprtian of time blocked Vt Vt ilpha 0.400 0.400 ' beta 0.714 0.714 a 9.718 11.662 0.265 0.231 ' f 0.219 0.246 1 c,max 399 534 1 c,min 2000 2000 ' t p 0.0 0.0 1 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ............................................................................................... ' ,)2 0.000 )5 0.000 p dam 0.000 ' a subdom 0.000 constrained or unconstrained? U ' Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage ' Stagel Stage2 ------------------------ d 1 1.000 ' p4 1.000 )7 1.000 1.000 1.000 a8 1.000 1.000 1.000 p9 1.000 110 1.000 1.000 1.000 ill 1.000 1.000 1.000 p12 1.000 .............................................................................................. ' Norksheet 5d.Effect of upstream signals(computation 4) ' Movement ................................................ 1 stage 1 4 9 10 11 12 1 ..................................................................... ' '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 'c,u,x 1164 805 403 1744 2175 582 ............................................................................................... 1 Movement ............................................................................................... ' 2 stage 10 11 Stagel Stage2 Stagel Stage2 ........................................................................................ V c,x 1154 590 1154 1021 3400 3400 3400 3400 .'x 1.000 1.000 1.000 1.000 ' V c,u,x 1154 590 1154 1021 ................................—......................................................... ' Norksheet 5e.Effect of upstream signals(computation 5) P 9 ' Movement .............................................................................................. 1 stage 1 4 9 10 11 12 1 ............................................................................ 3x 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 596 815 597 55 46 456 ' r, plat,x 596 815 597 55 46 456 ............................................................._............................... ' Movement .................................. ........----..............................----.. 2 stage 10 11 ' Stagel Stage2 Stagel Stage2 .........................................................._ _...... ?x 1.000 1.000 1.000 1.000 C r,x 210 461 270 312 plat,x 210 461 270 312 ............................................................................................ ' Norksheet 6 Impedance and capacity equations P Y 4 Step 1:FIT from Minor St. 9 12 ........................ .......................................................................... Conflicting Flows 403 582 ' 'otential Capacity 597 456 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 597 456 ' 'robability of Queue free St. 0.93 0.71 .............................................................. t Step 2.LT from Major St. 4 1 ........................................................ Conflicting Flows 805 1164 Potential Capacity 815 596 t 'edestrian Impedance Factor 1.00 1.00 .Movement Capacity 815 596 Probability of Queue free St. 0.93 0.8 ' Norksheet 7a-Computation of the effect of Two-stage gap acceptance t Step 3:TH from Minor St. 8 11 'art 1- First Stage .............................................................................................. ' Conflicting Flows 993 1154 'otential Capacity 326 270 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 267 252 'robability of Queue free St. 1.00 0.98 ....................................................................................... ' -art 2-Second Stage ..................................................................I....................... ... ' ;onflicting Flows 1273 1021 'otential 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 .................................................................-............................. ' 'art 3-Single Stage ......................................•-•--.........-----•---........................-----..... ' Conflicting Flows 2266 2175 'otential 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: .....................................................................I........................ a 0.98 0.98 f 2.78 1.31 t 114 185 Probability of Queue free St. 1.00 0.97 1 .............. ' Worksheet 7b- Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 ' °art 1-First Stage .......--... . . . ......... 993 1154 Conflicting Flows ' ' 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 1 1 ............................................................................................. 1 Part 2•Second Stage .............................................................................................. „onflicting Flows 575 590 t Potential Capacity 476 461 'edestrian Impedance Factor 1.00 1.00 ,ap. Adj. factor due to Impeding mvmnt 0.65 0.76 ' Movement Capacity 350 ..............................................................31..............I..---•----.... Part 3•Single Stage ...............................................................................•........ .._ :onflicting Flows 1567 1744 Potential Capacity 77 55 'edestrian Impedance Factor 1.00 1.00 Aaj. L, Min T Impedance factor 0.74 0.76 ' Maj. L, Min T Adj. Imp Factor. 0.80 0.82 ;ap. Adj.factor due to Impeding mvmnt 0.57 0.76 Movement Capacity 44 42 ............................................................................................... ' lesult for 2 stage process: .............................................................------. .......................... 3 0.98 0.98 I 1.11 0.61 C t 179 187 1 ............................................................................................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations ' Movement 8 9 10 11 12 .................................................................---.......................... II...................I 1 I II I i jl I i(vph) 44 71 5 131 Movement Capacity 597 187 185 456 ' Shared Lane Capacity 298 ............................................................ 1 'Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 1 .................................. ................................................ sep 597 187 185 456 Volume 44 71 5 131 ' Way 11.5 35.5 25.1 16.0 3 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 ma 1 C sh 597 298 t ;UM C sep 597 828 n 0 C act 597 298 1 Norksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 .............................................................................................. ' v(vph) 108 55 44 207 m(vph) 596 815 298 11c 0.18 0.07 0.07 0.69 ' 95%queue length :ontrol Delay 12.4 9.7 11.5 40.4 .OS B A B E Approach Delay 11.5 40.4 ' 4PProach LOS....................................8....................E 1 1 1 1 1 1 1 HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab ' Intersection: 7th&Baxter :ount Date: 9128199 Time Period:PM Pk WIO Proj. ' ntersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 1 ............................................................................................... lolume: 154 927 236 131 685 75 219 40 5 92 *R: 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 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ..........................._................................................................. ' 'edestrian Volume Data: 1 Movements: Plow: _ane width: Walk speed: ' % Blockage: Median Type: Raised Curb a of vehicles: 5 flared approach Movements: ' 7 of vehicles:Eastbound 1 Y of vehicles:Westbound 10 ' .ane 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 ' ;hannelized: N Grade: 0.00 1 Lane usage for movements 4,5&6 approach: ' Lane 1 lane 2 Lane 3 L T R L T R L T R ........................................ .................. 1 ' Y N N N Y N N Y Y Channelized: N Trade: 0.00 ' 'ane 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 ' :hannelized: N 3rade: 0.00 _ane 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 "hannelized: N Grade: 0.00 Upstream Signal Data: .............................................................................................. Ap pro ach:Northbound L prot T ' Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate. 700 - 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: 1760 1700 ' Progressed Flow: 0 350 1 )ata for Computing Effect of Delay to Major Street Vehicles: ........................................................................... Northbound Southbound ;hared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 ' Sat flow rate,major th vehicles: 1700 1700 At flow rate,major rt vehicles: 1700 1700 ,dumber of major street through lanes: 2 2 _ength of study period,hrs: 0.25 ................................ ............................ ....................... Worksheet 4 Critical Gap and Follow-up time calculation. I ritical Gap Calculations: Movement 1 4 9 10 11 12 ............................................................................................ 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 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 ! 3,It 0.0 0.0 0.0 0.0 0.0 0.0 c 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 .........................................................................I.................... I 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 t f 2.2 2.2 3.3 113.5 4.0 . 3.3 .................................................................................. Worksheet 5a. Effect of Upstream Signals(Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt J prog 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 affective Green g eff(sec) 30 30 Cycle Length, C(sec) 70 70 ' Rp(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 ' 9 q2 1.5 0.5 ! i q 8.6 4.6 ............................................................................................... ' Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ilpha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.437 0.377 I c,max 1381 898 1 c,min 2000 2000 t p 0.0 0.0 0.000 0.000 _....................................................................... ...... Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ............................................................................................... -12 0.000 15 0.000 p dom 0.000 ' o subdom 0.000 3onstrained or unconstrained? U ' Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 a 1 1.000 ' p4 1.000 j7 1.000 1.000 1.000 a8 1.000 1.000 1.000 p9 1.000 ' 110 1.000 1.000 1.000 ill 1.000 1.000 1.000 p12 1.000 1 .................................................... ' Norksheet 5d.Effect of upstream signals(computation 4) Movement ............... ................................................ 1 stage 1 4 9 10 11 12 ............................................................................................... c,x 792 1211 606 1829 2558 396 s 3400 3400 3400 3400 3400 3400 t Px 1.000 1.000 1.000 1.000 1.000 1.000 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 3400 3400 3400 3400 .'x 1.000 1.000 1.000 1.000 V c,u,x 1026 804 1026 1532 .............................................................................................. Norksheet 5e.Effect of upstream signals(computation 5) P 9 ' Movement .............................................................................................. 1 stage 1 4 9 10 11 12 ............... .............................................. 3x 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 825 572 440 48 26 603 ' ; 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 plat,x 251 343 310 177 ............................................................................................. Norksheet 6 Impedance and capacity a P y equations lions ' 3tep 1:RT from Minor St. 9 12 Conflicting Flows 606 396 ' 'otential Capacity 440 603 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 440 603 ' 'robability of Queue free St. 0.48 0.84 ' Step 2:LT from Major St. ..............................................................0... .. ........... ............. Conflicting Flows 1211 792 ' Potential Capacity 572 825 J 1 ............................ .......................... ....I.............. ........... ........ Part 2-Second Stage .............................................................................................. Conflicting Flows 632 804 Potential Capacity 440 343 'edestrian Impedance Factor 1.00 1.00 yap.Adj.factor due to Impeding mvmnt 0.63 0.39 ' Movement Capacity 275 ................................................................... ...........�..3.. Part 3•Single Stage .............................................................................................. :.onflicting Flows 2042 1829 ' Potential Capacity 34 48 'edestrian 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 :ap.Adj.factor due to Impeding mvmnt 0.16 0.34 Movement Capacity 5 16 ............................................................................................... result for 2 stage process: ............................................................................................... ' 1 0.98 0.98 1.04 -9.04 C t 97 0 r ........................................._................................................ ' Worksheet 8 Shared Lane Calculations Shared lane Calculations Movement 7 8 9 10 11 12 ------------------- II r(vph) 228 42 5 96 ' Movement Capacity 440 0 6 603 Shared Lane Capacity 0 .............................................................................................. ' Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 r ........ sep 440 0 6 603 Volume 228 42 5 96 ' 7elay 21.6 0.01071.1 12.1 2 sep 1.37 0.00 1.55 0.32 Q sep +1 2.37 1.00 2.55 1.32 ' -ound(Qsep +1) 2 1 3 1 ....................................................I....................... n max 2 3 ' C sh 440 0 ' 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 572 825 Probability of Queue free St. 0.76 0.81 Vorksheet 7a•Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1.First Stage ........................................................................---.............----- Conflicting Flows 1409 1026 'otential Capacity 207 310 'edestrian Impedance Factor 1.00 1.00 ' Cap.Adj.factor due to Impeding mvmnt 0.81 0.76 Aovement Capacity 167 236 'robability of Queue free St. 1.00 0.98 ............................................................................................... 'art 2•Second Stage ........ ...................................................................................... ' :onflicting Flows 1065 1532 'otential Capacity 302 177 Pedestrian Impedance Factor 1.00 1.00 ' 'ap.Adj.factor due to Impeding mvmnt 0.76 0.81 dovement Capacity 230 143 .............................................................................................. ' 'art 3•Single Stage ............................................................................................... Conflicting Flows 2474 2558 'otential Capacity 30 26 Pedestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.61 0.61 Vlovement Capacity 19 16 .............................................................................................. ' iesult for 2 stage process: ---------------------------------------------------------------------------------------------- a 0.98 0.98 r 2.92 •22.24 ;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 ' 'art 1.First Stage .............................................................................................. Conflicting Flows 1409 1026 ' potential Capacity 148 251 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.81 0.76 ' Movement Capacity 119 191 ------------ ;UM C sep 440 609 ,1 1 0 tC act 440 0 Norksheet 10 delay,queue length,and LOS rMovement 1 4 7 8 9 10 11 12 .............................................................................................. II I II ' v(vph) 160 136 228 143 m(vph) 825 572 IIc 0.19 0.24 0.52 ' 95%queue length :ontrol Delay 10.4 13.3 21.6 .OS B B C Approach Delay 21.6 Approach LOS C r HCS: Signals Release 3.1b ' zter: City/St: Bozeman, MT zalyst: Tim Schwab Proj # : 99242 Date 10i20/99 Period: AM Peak - Buildout W/O Proj . 7/W St: Oak Street NIS St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound ( Westbound I Northbound I Southbound I I L T_ R ( L T R I L T R I L T R 1 i I 1 I I o. Lanes 1 _ _ 0 I 1 1 0 1 1 2 1 1 1 2 1 1 LGConfio I L TR I L TR I L T R I L T R I 17plume ' 1176 0 145 135 2 7 127 430 4 15 869 43 1 ane Widt^ 112 .0 12.0 112 .0 12.0 112.0 12.0 12.0 112.0 12. 0 12 .0 1 TOR. Vol 1 25 1 2 1 2 1 15 ^uration 0.25 Area Type: All other areas Signal Operations _hase Combination 1 2 3 4 1 5 6 7 8 EB Left P 1 NB Left A Thru P 1 Thru P Right P ( 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 "B Right 1 WB Right reen 15.0 10.0 30.0 _ellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 ' ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate ' rp Capcity (s) v/c g/C Delay LOS Delay LOS �astbound L 310 1401 0.75 0.214 41.8 D ' -R 339 1583 0.45 0.214 28 .3 C 36.3 D ..estbound L Ill 1211 0.17 0.214 23. 9 C -R 359 1676 0.03 0.214 21.9 C 23.5 C ,.orthbound L 253 1770 0.14 0. 143 26.5 C - 1517 3539 0.36 0.429 14.2 B 14.9 B 678 1583 0.00 0. 429 11.5 B �cuthbound 253 1770 0.02 0.143 26.0 C ' - 1517 3539 0.73 0.429 19. 9 B 19.7 B 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.5 (sec/veh) Intersection LOS = C 1 HCS: Signals Release 3. 1b nland Pacific Engineering, Inc. ' 707 West 7th, Suite 200 pokane, WA 99204 ' Phone: 509-458-6840 Fax: 509-458-6844 7-Mail: ape@iea.com OPERATIONAL ANALYSIS Intersection: amity/State: Bozeman, MT nalyst: Tim Schwab roject No: 99242 Time Period Analyzed: AM Peak - Buildout W/O Proj . ^ate: 10/20/99 ast/West Street Name: Oak Street _ orth/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 olume 1176 0 145 135 2 7 127 430 4 15 869 43 I _HF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 I ' PK 15 Vol 156 0 46 I11 1 2 19 138 1 12 279 14 I "i Ln Vol I I I I I Grade 1 0 1 0 1 0 1 0 1 -deal Sat 11900 1900 11900 1900 ,,11900 1900 1900 11900 1900 1900 I ' ParkExist I I I I I "umPark I I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 ..o. Lanes 11 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 I LGConfig I L TR I L TR I L T R ( L T R 1 'ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I TOR Vol I 25 ( 2 I 2 I s 15 I ..dj Flow 1226 154 145 9 135 551 3 16 1114 36 1 %InSharedLnl I I I I rop Turns 1 1.00 ( 0.67 1 1 1 umPeds 1 0 1 0 1 0 1 0 ..umBus 10 0 10 0 10 0 0 10 0 0 1 "uration 0.25 Area Type: All other areas r 1 i 1 1 1 OPERATING PARAMETERS I Eastbound I Westbound ( Northbound I Southbound i 1 L T P. I L T R I L T R I L R I I 1 ( I I nit Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I _ri:. Type 13 3 13 3 13 3 3 13 3 3 Unit Ext. 13.0 3.0 13.0 3.0 13.0 3.0 3.0 13.0 3.0 3.0 1 T Factor 1 1.000 1 1.000 1 1.000 1 1.000 I ost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2 .0 I xt 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 I 0.0 I 0.0 1 0.0 I PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 B Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds ..B 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 B Right 1 WB Right I I Teen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 ..11 Red 0.0 0.0 0.0 ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. ppr. / Mvt Flow No. Lane Flow Rate Left Right -ovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns 'astbound 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 estbound 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 �,orthbound 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 Apr/ Ideal Adj Lane Sat f f f f f f f f f Sat V group Flow W HV G P BB A LU RT LT Flow sstbound Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.752 1400 -rR 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: 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.653 1210 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.900 1.000 1676 -orthbound Sec LT Adj/LT Sat: 1900 1.000 0.980 1.000 1.000 1 .000 1.00 1.00 ---- 0.950 1770 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 Duthbound Sec LT Adj/LT Sat: 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 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 estbound 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 outhbound 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 ost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.63 LEVEL OF SERVICE WORKSHEET )pr% Ratios 'n� Prog Lane Incremental Res Lane Group Approach ane Del Adj Grp Factor Del Del Grp v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS 3stbound 0.75 0.214 25.8 1.000 300 0.50 16.0 0.0 4_.8 D TR 0.45 0.214 23.9 1.000 339 0.50 4.3 0.0 28 .3 C 36.3 D astbound 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 2i.9 C 23.5 C Drthbound 0. 14 0.143 26.2 1.000 253 C.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 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B Duthbound y 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 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 ,ycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 -ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 ,,umber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 djusted Left-Turn Flow Rate, Vlt 226 45 roportion of Left Turns in Opposing Flow, Plto 0.00 0.00 hdjusted Opposing Flow Rate, Vo 9 154 Lost Time for Lane Group, tl 5.00 5.00 eft Turns per Cycle: LTC=V1tC/3600 4.39 0.88 pposing 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 pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q=(4 .943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.15 .ju =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.85 n=(gq-gf) /2, n>=0 0.00 0.07 tho=1-Plto 1.00 1.00 1*=Plt [l+( (N-1)g/ (gf+gu/Ell+4 .24) ) ) 1.00 1.00 L11 (Figure 9-7) 1.33 1.52 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 min=2 (1+Plt) /g or fmin=2 (1+Pl) /g 0.27 0.27 diff=max(gq-gf,0) 0.00 0.00 zm=[gf/g]+[gu/9] [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/91 [1/ (1+Plt(Ell-1) ) , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ]/N** fit 0.752 0.653 or special case of single-lane approach opposed by multilane approach, ee text. x 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. or special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROA.'H EB WB NB SB 7-le Length, C 70.0 sec ctuai Green Time for Lane Group, G Effective Greer: Time for Lane Group, g npposina Effective Green Time, go umber of Lanes in Lane Group, N umber of Cpposing Lanes, No Adjusted Left-Turn Flow Rate, 'Jlt Dr000rtion of Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl •eft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo _pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ] -tl, gf<=g ^pposing Queue Ratio: qro=1-Rpo(go/C) q=(4 . 943Volc**0.762) (gro**1.061) -tl, gq<=g ,u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 ^tho=1-Plto 1*=Plt [1+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) -11 (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 `min=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf, 0) _m=[gf/g]+[gu/g] [1/{1+P1(Ell-1) )] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[l/{l+Plt(E12-1) ) ] [gu/g] [l/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach �r when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v /c ratio from Capacity Worksheet, X rimary phase effective green, g .,econdary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/ (3600 (max(X, 1.0) ) ) , qa rrimary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss --Perm Prot ,Case Queue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual 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 Tane Demand Demand Unadj . Adj . Param. Demand Delay Delay roup Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastb-und "estbound orthbound -outhbound Intersection Delay 21.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. HCS: Signals Release 3.1b ' nter: 7th & Oak City/St: Bozeman, MT nalyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Peak - Buildout W/O Proj . F/W St: Oak Street NIS St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY ! Eastbound f Westbound I Northbound I Southbcund I L T R I L T R I L T R I L T R I I I I ! o. Lanes i 1 1 0 1 1 1 0 1 1 2 1 1 1 LGConfig I L TR I L TR I L T R I L T R I "olume 1193 2 93 181 15 10 1157 1184 0 11 867 70 i ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12. 0 TOR Vol 1 25 1 2 1 0 I 15 I ' ^uration 0.25 Area Type: Ail other areas Signal Operations hase 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 ' ^B Right I WB Right reen 15.0 10.0 30.0 _ellow 5.0 , 5.0 5.0 All Red 0.0 % 0.0 0.0 ' ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate ' -rp Capcity (s) v/c g/C Delay LOS Delay LOS -astbound L 296 1381 0.69 0.214 37.5 D ' -R 341 1591 0.22 0.214 24 .1 C 34.0 C ..estbound L 283 1320 0.30 0.214 25.8 C ' -R 379 1770 0.06 0.214 22.2 C 25.0 C ..orthbound L 253 1770 0.65 0.143 34.2 C ' 1517 3539 0.82 0.429 22.8 C 24.1 C 678 1583 0.00 0.429 11.4 B �outhbound L 253 1770 0.00 0.143 25.8 C ' - 1517 3539 0.60 0.429 17.2 B 16.9 B 678 1583 0.09 0.429 12.1 B Intersection Delay = 22.8 (sec/veh) Intersection LOS = C 1 HCS: Signals Release 3.1b zland Pacific Engineering, Inc. 707 West 7th, Suite 200 pokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 7-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: 7th & Oak ''ity/State: Bozeman, MT nalyst: Tim Schwab roject No: 99242 Time Period Analyzed: PM Peak - Buildout W/O Proj . ^ate: 10/20/99 ast/West Street Name: Oak Street orth/South Street Name: 7th Avenue VOLUME DATA 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 olume 1193 2 93 181 15 10 1157 1164 0 11 867 70 I _HF 10.95 0.95 0.95 10. 95 0.95 0.95 10.95 0.95 0.95 10.95 0.95 0.95 PK 15 Vol 151 1 24 121 4 3 141 312 0 11 228 18 1 ^i Ln Vol I I I I I Grade 1 0 1 0 . 1 0 1 0 1 -deal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist ( I I I I "umPark Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 ..o. 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 'ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 1 2 1 0 1 15 1 ..dj Flow 1203 74 185 24 1165 1246 0 11 913 58 1 %InSharedLnl I I I I rop Turns 1 0.97 1 0.33 1 1 1 umPeds 1 0 I 0 1 0 1 0 1 ..umBus 10 0 10 0 10 0 0 10 0 0 1 uration 0.25 Area Type: All other areas OPERATING PARAMETERS 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 1 nit Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 I rriv. 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 T Factor 1 1.000 1 1.000 1 1.000 1 1.000 I ost Time 12.0 2.0 12 .0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 1 xt 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 J 0.0 1 0.0 I 0.0 I PHASE DATA Phase Combination. 1 2 3 4 1 5 6 7 8 B Left P I NB Left A Thru P Thru P Right P I Right P Peds I Peds ..B 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 B Right I WB Right I I Teen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 -11 Red 0.0 0.0 0.0 -ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right -ovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns astbound 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 estbound 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 ,,orthbound 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 ppri Ideal Adj Lane Sat f f f f f f f f f Sat -ouo Flow W H7 G P BE A LU RT LT Flow astbour.d Sec LT Adj/LT Sat: 1900 _.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0.742 1361 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: 1900 1. 000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.709 1320 R 1900 1.000 0. 980 1.000 1.000 1. 000 1.00 1.00 0.950 1.000 1770 "orthbound Sec LT Adj/LT Sat: 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 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 outhbound Sec LT Adj/LT Sat: 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 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 estbound 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 outhbound 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 Dst Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.75 LEVEL OF SERVICE WORKSHEET ppr/ Ratios Un` Prog Lane Incremental Res Lane Group Approach ane Del Adj Grp Factor Del Del Gro v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS astbound 0. 69 0.214 217 .3 1.000 296 0.50 12.2 0.0 37.5 D TR C.2_ 0.214 22.7 1.000 341 0.50 1.5 0.0 24 . 1 C 34 . 0 C estbo,. .._ 0.3 , 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 orthbound 0.65 G. 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 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11. 4 B outhbound L 0.00 0.143 25.7 1.000 253 0.50 0.0 0.0 25.8 C T C.60 0.429 15.4 1.000 1517 0.50 1.8 0.0 17.2 B 16.9 B 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 ycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 ffective Green Time for Lane Group, g 15.00 15.00 ,pposing Effective Green Time, go 15.0 15.0 ,vumber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 .djusted 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 ,eft Turns per Cycle: LTC=V1tC/3600 3. 95 1. 65 ,pposing 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 1pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q=(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 'tho=1-Plto 1.00 1.00 '1*=Plt[1+( (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 r,ll (Figure 9-7) 1.35 1.41 E12=(1-Pthc**n) /Plto, E12>=1.0 1.00 1.00 min=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 •diff=max(gq-gf, 0) 0.00 0.00 im=[gf/g]+[gu/9] [1/{1+P1 (Ell-1) 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 or special case of single-lane approach opposed by multilane approach, ee text. x 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. or special case of multilane approach opposed by single-lane approach or when gf>gq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH ES WB NB SB ycle Length, C 70.0 sec ctual Green Time for Lane Group, G Effective Green Time for Lane Group, g ^pposing Effective Green Time, go umber of Lanes in Lane Group, N ..umber of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt ^roportion of Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto ..djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl 'eft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo .,pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g pposing Queue Ratio: qro=1-Rpo(go/C) q=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g yu =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 -tho=l-Plto 1*=Plt[1+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) -11 (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 "min=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) �m=[gf/g]+[gu/9] [1/(1+P1 (Ell-1) ) ] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1) 1 ] [gu/g] [1/ (1+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach ur when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v /c ratio from Capacity Worksheet, X rimary phase effective green, g secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ycle length, C 70.0 Red =(C-g-gq-gu) , r .rrivals: v/ (3600(max(X,1.0) ) ) , qa erimary ph. departures: s/3600, sp Secondary ph. departures: s(gq+gu) / (gu*3600) , ss Perm Prot ACase Queue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr uniform Delay, di DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Tane Demand Demand Unadj . Adj . Param. Demand Delay Delay roup Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastbound "estbound orthbound �outhbound Intersection Delay 22.8 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. 1 1 BUILD OUT YEAR (2000) LEVEL OF SERVICE CALCULATIONS WITH PROJECT 1 1 i 1 1 ' 1 V 1 1 1 1 HCS:Unsignalized Intersections Release 3.1 b 1 _ TWO-WAY STOP CONTROLITWSC)ANALYSIS ,analyst:Tim Schwab Intersection: 7th&Baxter ;aunt Date:9128199 ime Period: AM Pk-WI Proj itersection Orientation:North-South Major St. Vehicle Volume Data: Aovements: 1 2 3 4 5 6 9 10 11 12 folume: 81 561 74 68 698 179 63 53 4 98 IFR: 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 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ............................................................................................. 'edestrian Volume Data: dovements: ..........................................................................._................. Flow: ane width: Walk speed: ' % Blockage: ,Median Type: Raised Curb ' #of vehicles: 5 glared approach Movements: I of vehicles: Eastbound 1 I of vehicles:Westbound 110 ' ane usage for movements 1 2&3 ap proach: Lane 1 Lane 2 Lane 3 L T R L T R L T R ... ........................................................................................ Y N N N Y N N Y Y 'hannelized: 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 Y N N N Y N N Y Y t Channelized: N trade: 0.00 ane 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 ' :hannelized: N 3rade: 0.00 ane 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 ' :hannelized: N Grade: 0.00 M Upstream Signal Data: ................................................................................ Approach:Northbound ' L prot T Distance: 500 'rogression Speed: 35 'ycle Length: 70 Green Time: 10 30 ' arrival Type: 3 3 saturation Flow Rate: 1700 . 1700 Progressed Flow: 0 200 Approach:Southbound L prat T ' 9istance: 600 'rogression Speed: 35 Cycle Length: 70 Green Time: 10 30 arrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 1 lata 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 )at flow rate,major rt vehicles: 1700 1700 ,Dumber of major street through lanes: 2 2 r _ength of study period, hrs: 0.25 r _.............. .................................... .. ---- ...................I........ . ' Worksheet 4 Critical Gap and Follow-up time calculation. ,ritical Gap Calculations: Movement 1 4 9 10 11 12 ..... . .......................................................................--..... .. . 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 by 0.02 0.02 0.02 0.02 0.02 0.02 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 I 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 Ic 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 rollow Up Time Calculations: ' Movement 1 4 9 10 11 12 .......................................................................... I 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 if 2.2 2.2 3.3 '3.5 4.0 3.3 ................................................ r Worksheet 5a. Effect of Upstream Signals(Computation 1) ' Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ...................................................... prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 ffective Green g eff(sec) 30 30 Cycle Length, C (sec) 70 70 ' Rp(from table 9.2) 1.000 1.000 ?roportion of vehicles arriving on green P 0.429 0.429 g Q 1 2.4 3.5 g q2 0.1 0.3 q 2.5 3.9 r ............................................................................................. 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 a 9.718 11.662 0.265 0.231 f 0.209 0.238 ►c,max 382 516 ►c,min 2000 2000 t p 0.0 0.0 1 0.000 0.000 r Worksheet 5c. Effect of upstream signals(computation 3) r 'latoon Event Periods Result .............................................................................. ' ,)2 0.000 )5 0.000 p dom 0.000 n subdom 0.000 :onstrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ..................... ............. P1 1.000 p4 1.000 )7 1.000 1.000 1.000 A 1.000 1.000 1.000 p9 1.000 110 1.000 1.000 1.000 11 1.000 1.000 1.000 p12 1.000 r ............................................ ................. ......................... Norksheet 5d.Effect of upstream signals(computation 4) Movement 1 ........................ . 1 stage 1 4 9 10 11 12 ......................................................... 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 ' 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 3400 3400 3400 3400 .'x 1.000 1.000 1.000 1.000 V c,u,x 1231 590 1231 1063 ......................................................................................... Norksheet 5e. Effect of upstream signals(computation 5 p g ( p 1 Movement .................................................. 1 stage 1 4 9 10 11 12 ..................................................................... 'x 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 ..............•--........--........ ..................................................._ 1 stage 10 11 Stagel Stage2 Stagel Stage2 ?x 1.000 1.000 1.000 1.000 C r,x 188 461 248 298 plat,x 188 461 248 298 .............................................................................................. Norksheet 6 Impedance and capacity Q equations Step 1:RT from Minor St. 9 12 Conflicting Flows 423 585 'otential Capacity 579 454 3edestrian Impedance Factor 1.00 1.00 Movement Capacity 579 454 °robability of Queue free St. 0.85 0.71 .............................................................................................. ' Step 2•LT from Major St. 4 1 .............................................................................................. Conflicting Flows 847 1169 Potential Capacity 786 593 1 'edestrian Impedance Factor � 1.00 1.00 Movement Capacity. 786 593 probability of Queue free St. 0.88 0.82 Yorksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1•First Stage .................. ......................................................................... Conflicting Flows 1013 1231 'otential Capacity 319 248 edestrian 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 'art 2-Second Stage ............................................................................................... ;onflicting Flows 1351 1063 'otential Capacity 221 298 Pedestrian Impedance Factor 1.00 1.00 ;ap.Adj.factor due to Impeding mvmnt 0.88 0.82 Movement Capacity 195 244 ............................................................................................... -art 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 1 Part 2 Second Stage „onflicting Flows 649 590 ' Potential Capacity 429 461 'edestrian Impedance Factor 1.00 1.00 ,ap. Adj.factor due to Impeding mvmnt 0.61 0.70 Movement Capacity 264 322 ............................................................................ Part 3-Single Stage :onflicting Flows 1663 1821 Potential Capacity 65 48 'edestrian Impedance Factor 1.00 1.00 Vlaj.L, Min T Impedance factor 0.70 0.72 Maj. L, Min T Adj. Imp Factor. 0.77 0.79 :ap.Adj.factor due to Impeding mvmnt 0.55 0.67 Movement Capacity 35 32 ' ........................................:........................... ......................3esult for 2 stage process: ...............••-............................................................................. a 0.98 0.98 1 1.46 0.67 C t 147 157 t ...................................................................---------.......•--•........ Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 .............................................................................................. ................... i(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 ..................................... ;Sep 579 157 145 454 Volume 84 71 5 131 Delay 12.3 45.6 30.8 16.1 1 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 ......................................................................I....................... n max 1 2 C sh 579 267 ;UM C sep 579 756 „ 1 0 C act 579 267 ............................................................................................. r .Vorksheet 10 delay,queue length, and LOS Aovement 1 4 7 8 9 10 11 12 ...................................................................---........................ r I I I................... � II I II vlvphl 108 91 84 207 m(vph) 593 786 267 tic 0.18 0.12 0.15 0.78 95%queue length :ontrol Delay 12.4 10.2 12.3 53.2 .OS B B B F Approach Delay 12.3 53.2 1 i r r r HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC)ANALYSIS ►analyst:Tim Schwab ' Intersection: 7th&Baxter :ount Date: 9128199 ime Period:PM Pk WlProj. ntersection Orientation: North-South Major St. Vehicle Volume Data: Aovements: 1 2 3 4 5 6 9 10 11 12 ................................. ---.................................................... lolume: 154 927 298 186 693 75 284 40 5 92 *R: 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 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ' 'edestrian Volume Data: Movements: .......................................................... .....---....................--•--• FIOW: ane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 tared approach Movements: ' Y of vehicles:Eastbound 1 .Y of vehicles:Westbound '0 .ane 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 r ;hannelized: N Grade: 0.00 1 Lane usage for movements 4,566 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 ;rade: 0.00 fane 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 ;hannelized: N 3rade: 0.00 ane usage for movements 10,11&12 approach: ' Lane 1 Lane 2 Lane 3 LM T R L T R L T R Y Y Y N N N N N N ' ;hannelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound ' L prot T Distance: 500 'rogression Speed: 35 Jycle Length: 70 ' Green Time: 10 30 WWI Type: 3 3 Saturation Flow Rate: 1700 - 1700 Progressed Flow: 0 600 Approach:Southbound L prot T 7istance: 600 'rogression Speed: 35 Cycle Length: 70 ' green Time: 10 30 Irrival Type: 3 3 Saturation Flow Rate: 1700 1700 ' progressed Flow: 0 350 lata for Computing Effect of Delay to Major Street Vehicles: ....................................................................... Northbound Southbound hared In volume, major th vehicles: 0 0 O'hared In volume, major rt vehicles: 0 0 ' Sat flow rate, major th vehicles: 1700 1700 ;at flow rate,major rt vehicles: 1700 1700 dumber of major street through lanes: 2 2 .ength of study period, hrs: 0.25 ........................................................................... Worksheet 4 Critical Gap and Follow-up time calculation. I ;ritical Gap Calculations: ' Movement 1 4 9 10 11 12 .... ....................................................................................... 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 'by 0.02 0.02 0.02 0.02 0.02 0.02 c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 3,It 0.0 0.0 0.0 0.0 0.0 0.0 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 c 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 rollow Up Time Calculations: Movement 1 4 9 10 11 12 ..................................................................................----........ c 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 by 0.02 0.02 0.02 0.02 0.02 0.02 :f 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 . .. ......... J prog Total Saturation Flow Rate,s(vph) 3400 3400 ' 4rrival Type 3 3 _ffective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 ' 4p(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green P 0.429 0.429 g q1 7.1 4.1 9 q2 1.5 0.5 Q 8.6 4.6 .........................................................................I..................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt .Ipha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.418 0.352 c,max 1318 839 'c,min 2000 2000 t p 0.0 0.0 0.000 0.000 ........................................._...................................... 1 Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ..............................._...................................................... -)2 0.000 15 0.000 p dam 0.000 9 subdom 0.000 .onstrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 .................... ................................ a 1 1.000 p4 1.000 ' )7 1.000 1.000 1.000 d8 1.000 1.000 1.000 p9 1.000 ' r 10 1.000 1.000 1.000 .)11 1.000 1.000 1.000 p12 1.000 1 ...................................................................... Norksheet 5d. Effect of upstream signals(computation 4) Movement .. ............................I...................... 1 stage 1 4 9 10 11 12 ...................................................................... ...................... Ic,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 I 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 3400 3400 3400 3400 ?x 1.000 1.000 1.000 1.000 V c,u,x 1148 804 1148 1597 ....................................... ...................................................... ' N r . Effect of upstream signals(computation 5) o ksheet 5e p g ( p ' Movement .............................................................................................. 1 stage 1 4 9 10 11 12 1 .................................................................. .... ..................... 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 p ty equations ' Step 1:RT 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 .....................I.................................................... ' 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 .............................................................................................. N Norksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 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 ............................................................................................... tPart 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 r ........... ............ ........................ ...................................... 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 'edestrian Impedance Factor 1.00 1.00 .;ap.Adj.factor due to Impeding mvmnt 0.52 0.24 Movement Capacity 195 81 ...................................... .......................................... Part 3-Single Stage Jonflicting Flows 2193 1952 Potential Capacity 26 38 'edestrian Impedance Factor 1.00 1.00 Aaj.L,Min T Impedance factor 0.00 0.52 Maj.L,Min T Adj. Imp Factor. 0.00 0.62 :ap.Adj.factor due to Impeding mvmnt 0.00 0.18 Movement Capacity 0 7 _. _.. -----•.............................. ....... ' 3esult for 2 stage process: 3 0.98 0.98 I 3.28 -1.07 C t 34 0 ... ................... ..... ....................... .._-------------- ----- -----............. ' Worksheet 8 Shared Lane Calculations Shared Lane Calculations ' Movement 8 9 10 1 ................................................ ...... . . 12 ................... i(vph) 296- 42 5 96 Movement Capacity 419 0 0 600 Shared Lane Capacity 0 ......................................................................................... Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 .......... ........4-1-9........ Sep 419 0 0 600 Volume 296 42 5 96 9elay 31.7 0.0 0.0 12.1 3_sep 2.60 0.00 O.AO 0.32 Cl Sep +1 3.60 1.00 1.00 1.32 ' ►ound(Qsep +11 4 1 1 1 .............................................................................................. n max 4 1 J ' C sh 419 0 1 ;UM C sep 419 0 600 C act 419 0 Norksheet 10 delay,queue length, and LOS dovement 1 4 7 8 9 10 11 12 ._................................................................................... I ................... 1 I If II I ' v(vph) 160 194 296 143 m(vph) 819 540 fIc 0.20 0.36 0.71 95%queue length :ontrol Delay 10.5 15.4 31.7 .OS B C D Approach Delay 31.7 Approach LOS D .............................................................................................. 1 1 i 1 1 1 1 HCS: Signals Release 3. 1b ' zter: City/St: Bozeman, MT ialyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Peak - Buildout With Proj . 71W St: Oak Street N/S Sr: 7th Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound ( 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 _ o. Lanes I _ _ 0 I 1 1 -7-1 1 2 1 I 1 2 _ 1 LGConfig I L TR I L TR I L T R I L T R i ' 71olume 117h 0 145 180 2 7 127 461 20 19 869 43 i ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I ..TOR Vol 1 25 1 2 1 2 1 15 I "uration 0.25 Area Type: All other areas Signal Operations _hase 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 Thru P Right P I Right P Peds I Peds NB Right I EB Right -B Right I WB Right reen 15.0 10.0 30.0 ,ellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 'ycle Length: 70.0 secs Intersection Performance Summary �ppr/ Lane Adj Sat Ratios Lane Group Approach ' Lane Group Flow Rate 'rp Capcity (s) v/c g/C Delav LOS Delay LOS r.astbound ' L 300 1400 0.75 0.214 41.8 D R 339 1583 0.45 0.214 28.3 C 36.3 D ,westbound L 261 1216 0.39 0.214 28.0 C R 359 1676 0.03 0.214 21.9 C 27.5 C Lorthbound L 253 1770 0.14 0.143 26.5 C 1517 3539 0.39 0.429 14.5 B 15.0 B 678 1583 0.03 0.429 11.7 B -outhbound L 253 1770 0.05 0. 143 26.2 C 1517 3539 0.73 0.429 19.9 B 19.7 B 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.7 (sec/veh) Intersection LOS = C 1 1 ' HCS: Signals Release 3.1b nland Pacific Engineering, Inc. 707 West 7th, Suite 200 ookane, WA 99204 ' Phone: 509-458-6840 Fax: 509-458-6844 --Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: -ity/State: Bozeman, MT nalysr: Tim Schwab .ro�ect No: 99242 Time Period Analyzed: AM Peak - Buildout With Proj . ate: 10/20/99 ast/West Street Name: Oak Street ,.orth/South Street Name: 7th Avenue ' VOLUME DATA 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 olume 1176 0 145 180 2 7 127 461 20 19 869 43 I rHF 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 I •i Ln Vol I I 1 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 umPark I I I I I Heavy Vehl2 2 2 12 2 2 12 2 2 12 2 2 I LAo. 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 I ane Width 112 .0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 1 2 I 2 1 15 1 ridj Flow 1226 154 1103 9 135 591 23 112 1114 36 1 =InSharedLnl I I I I ' rop Turns 1 1.00 1 0.67 1 1 I umPeds 1 0 1 0 1 0 1 0 wumBus 10 0 10 0 10 0 0 10 0 0 ' uration 0.25 Area Type: All other areas 1 1 1 1 Y OPERATING PARAMETERS Eastbound I Westbound I Northbound I Scuthbcur.d i ( L T R I L - R I L T R I L T R I 1 ( I nit Unmet I0.0 0.0 10.0 0.0 1 10.0 0.0 0.0 0.4 .0 0.0 ..rriv. 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 ' Factor 1 1.000 1 1.000 1 1.000 1 1. 000 I ost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 .xt 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 I 0•0 I 0.0 I 0.0 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 B Left P I NB Left A Thru P I Thru P ' Right P I Right P Peds I Peds vvB Left P I SB Left P ' Thru P Thru P Right P I Right P Peds I Peds ' NB Right I EB Right I B Right I WB Right ' reen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 till Red 0.0 0.0 0.0 ' ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET ' Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns astbound Left 176 O,78 226 1 L 226 Thru 0 0.78 0 1 TR 154 1.00 Right 145 0.78 154 0 25 ' 'estbound 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 apr/ Ideal Adj 1 Lane Sat f f f f f f f f Sat -roup Flow W H7 G P BB A LU RT LT Flow -astbound Sec LT Adj/LT Sat: t L 1900 1.000 0. 980 1.000 1.000 1. 000 1.00 1.00 ---- 02 1400 _R 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.650 1. 000 15S,3 ' Westbound Sec LT AdjiLTSat: - 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0. 653 1216 R 1900 1.000 0.990 1.000 1.000 1.000 1.00 1.00 0.900 1.000 1676 orthbound Sec LT Adj/LTSat: - 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0. 950 1770 1900 1.000 0.980 1.000 1.000 1.000 1.00 0. 95 1.000 1.000 3539 t R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.850 ---- 1583 outhbound 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 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 estbound Pri. i ' 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 outhbound 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 ost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.63 1 LEVEL OF SERVICE WORKSHEET )or/ Ratios Unf Prog Lane Incremental Res Lane Group approach _3ne Del Adj Grp Factor Del Del ' Grp V/c g/C di Fact Cap k d2 d3 Delay LOS Delay LOS istbound �1.75 0.214 25.8 1.000 300 0.50 16.0 0.0 91. 8 1) ' T . 0. 45 0.214 23.9 1.000 339 0.50 4 .3 0.0 28.3 C 36.3 D 3stbcund 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 Drthbound 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 ' 0.03 0.429 11. 6 1.000 678 0.50 0. 1 0.0 11.7 B Duthbound 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 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 1 SUPPLEMENTAL PERMITTED LT WORKSHEET ' for exclusive lefts APPROACH EB WB NB SB �,ycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 djusted Left-Turn Flow Rate, Vlt 226 103 roperticn 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 eft Turns per Cycle: LTC=V1tC/3600 4.39 2.00 pposing 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 pposing Queue Ratio: qro-l-Rpo(go/C) 0.79 0.79 q=(4.943Volc**0.762) (gro**.1.061)-tl, gq<=g 0.00 0.15 gu =a-gq if aq>=gf, =g-gf if gq<gf 15.00 14.85 ' n=(gq-gf) /2, n>=0 0.00 0.07 tho=1-Plto 1.00 1.00 1'=Plt[1+( (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 E-1 (Figure 9-7) 1.33 1.52 ' E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 min=2(1+Plt)/g or fmin-2(1+pl) /q 0.27 0.27 diff=max(gq-gf,0) 0.00 0.00 ir.=[gf/gj+[gu/g1 [1/(l+p1(Ell-1) )) , (min=fmin;max=1.00) 0.75 0.65 ' flt=fm=[gf/g)+gdiff[1/(l+Plt(E12-1) )) [guig) [l/(1+Plt(Ell-1) ) , (min=fmin;max=1.0) or flt=[fm+0.91(N-1) ) /N** flt 0.752 0.653 ' or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach or when gf>gq, see text. rSUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB ycle Length, C 70.0 sec =tual Green Time for Lane Group, G ' Effective Green Time for Lane Group, a 1"1uposin7 Effective Green Time, go umber _ Lanes in Lane Group, N umber f Opposing Lanes, No ' Adjusted Left-Turn Flow Rate, Vlt ^ropertion of Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto __djusted Opposing Flow Rate, Vo ' Lost Time for Lane Group, tl 'eft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo -pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) ' gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g -pposing Queue Ratio: qro=1-Rpo(go/C) q=(4.943Volc**0.762) (gro**1.061) -tl, gq<=g ,,u =g-gq if gq>=gf, =g-gf if gq<gf ' n=(gq-gf) /2, n>=0 -tho=1-Plto 1*=Plt[1+( (N-1)g/ (gf+gu/Ell+4.24) ) ) -11 (Figure 9-7) ' E12=(1-Ptho**n) /Plto, E12>=1.0 "min=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) �m=[gf/g]+[gu/g] [1/(l+Pl(Ell-1) ] ] , (min=fmin•;max=1.00) ' flt=fm=[gf/g]+gdiff[1/(l+Plt(E12-1) )] [gu/g] [l/ (1+Plt (E11-1) ] , (min=fmin;max=1.0) or flt=[fm+0. 91 (N-1) ] /N** flt Primary ' or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach �r when gf>gq, see text. ' SUPPLEMENTAL UNIFORM DELAY WORKSHEET Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT ' /c ratio from Capacity Worksheet, X rimary phase effective green, g oecondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ' ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/ (3600(max(X, 1.0) ) ) , qa rrimary ph. departures: s/3600, sp Secondary ph, departures: s (gq+gu) / (gu*3600) , ss ' Perm Prot ACase Queue at beginning of green arrow, Qa ' ueue at beginning of unsaturated green, Qu esidual queue, Qr uniform Delay, dl 1 DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group 'ane Demand Demand Unadj . Adj . Param. Demand Delay Delay rouD Q veh t hrs. ds dl sec u Q veh sec d sec ' Eastbound estbound orthbound 1 oouthbound 1 ' Intersection Delay 21.7 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. i 1 1 i 1 HCS: Signals Release 3.1b zter: 7th & Oak City/St: Bozeman, MT zalyst: Tim Schwab Proj # : 99242 Date: 10/20/99 Period: PM Peak - Buildout With Proj . tP/W St: Oak Street NIS St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY 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 D. Lanes i 1 1 0 I 1 1 0 I 1 2 1 1 1 2 1 1 LGConfia 1 L TR I L TR I L T R I L T R I ' 110lume 1193 2 93 1178 15 10 1157 1246 31 19 867 70 1 ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 _.rOR Vol ► 25 1 2 I 0 1 15 ! ' �uration 0.25 Area Type: All other areas Signal Operations _hase Combination 1 2 3 4 1 5 6 7 8 ' Ell 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 1 EB Right ' -B Right 1 WB Right reen 15.0 10.0 30.0 .ellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 ' ycle Length: 70.0 secs Intersection Performance Summary -ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate ' -rp Capcity (s) v/c g/C Delay LOS Delay LOS .astbound L 111 1311 0.69 0.214 37.5 D ' -R 341 1591 0.22 0.214 24 .1 C 34.0 C ..estbound L 213 1320 0.66 0.214 36.7 D ' -R 379 1770 0.06 0.214 22.2 C 35.0+ D ..orthbound L 253 1770 0.65 0.143 34.2 C 1517 3539 0.86 0.429 25.0 C 25.7 C 678 1583 0.05 0.429 11.8 B oouthbound L 253 1770 0.04 0.143 26.1 C ' 1517 3539 0.60 0.429 17.2 B 17.0 B 678 1583 0.09 0.429 12.1 B Intersection Delay = 24.5 (sec/veh) Intersection LOS = C 1 1 HCS: Signals Release 3.1b eland Pacific Engineering, Inc. 7n7 West 7th, Suite 200 )okane, WA 99204 ' Phone: 509-458-6840 Fax: 509-458-6844 :-Maii: ipe@iea.com OPERATIONAL ANALYSIS Intersection: 7th & Oak `'ity/State: Bozeman., MT Zalyst: Tim Schwab _roject No: 99242 ' Time Period Analyzed: PM Peak - Buildout With Proj . late: 10/20/99 sst/West Street Name: Oak Street ..-)rth/South Street Name: 7th Avenue tVOLUME DATA I Eastbound I Westbound I Northbound I Southbound I ' I L T R I L T R 1 L T R I L T R I I I ( I I Dlume 1193 2 93 1178 15 10 1157 1246 31 19 867 70 .HF 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 151 1 24 147 4 3 141 328 8 13 228 18 1 "i Ln Vol I I I I Grade 1 0 1 0 1 0 1 0 1 .deal Sat 11900 1900 11900 1900 1'p00 1900 1900 11900 1900 1900 1 ' ParkExist I I umPark I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 .40. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 LGConfig I L TR I L TR I L T R I L T R 1 ' - ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 FOR Vol 1 25 I 2 1 0 1 15 -dj Flow 1203 74 1187 24 1165 1312 33 19 913' 58 %InSharedLnl I I I I ' -rop Turns 0.97 1 0.33 1 1 1 umPeds 0 I 0 1 0 1 0 I ,.umBus 10 0 10 0 10 0 0 10 0 0 I ' uration 0.25 Area Type: All other areas 1 1 1 1 1 1 1 ' OPERATING PARAMETERS Eastbcund l Westbound j Northbound I Southbound t I L T R J L T R I L T R I L T R I zit Unmet 10.0 0.0 10.0 0.0 10.0 0.0 0.0 10.0 0.0 0.0 Type1 3 3 13 3 13 3 3 13 3 3 i Unit Ex*_. 13.0 3.0 13.0 3.0 1.3.0 3.0 3.0 13.0 3.0 3.0 ' Factor I 1.000 1 1.000 1 1.000 1 1.000 I Ds- Time 12 .0 2 .0 t'2.0 2 .0 12.0 2.0 2.0 12 . 0 2.0 2 .0 _xt of g 12. _ 2. _ 12.0 2 .0 12.0 2.0 2.0 12.0 2.0 2.0 J Ped Min a 1 C. (, 0.0 1 0. 0 1 0.0 ' PHASE DATA ' Phase Combination 1 2 3 4 1 5 6 7 8 B Left P I NB Left A Thru P I Thru P Riaht P I Right P Peds I Peds ..B Left P I SB Left P Thru P I Thru P Right P I Right P Peds I Peds t NB Right I EB Right I B Right I WB Right reen 15.0 I 10.0 30.0 ' ellow 5.0 5.0 5.0 tll Red 0.0 0.0 0.0 ' ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right Movement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns ' astbound 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 estbound 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 worthbound ' Left 157 0.95 165 1 L 165 Thru 1246 0. 95 1312 2 T 1312 Riaht 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. ) 1 SATUP_Z�TION FLOW ADJUSTMENT WORKSHEET )pr/ Ideal Ad; I f f F f ' Lane Sat Sat Flew!,:-Our) Flow W U P =E A LU RT LT Flew astbound Sec LT Adj%LT Sat: ' L inn 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0.742 1381 MR 1:. . 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.854 1.000 1591 ' Westbound Sec LT AdjiLT-Sat: 1900 '_.COG 0. 980 1.000 1.000 1.000 1 .00 1.00 0.709 1320 2 1900 1.000 0. 990 1.000 1.000 1.000 1.00 1.00 0. 950 1.000 1770 "Drthbcund Sec LT Adj/LTSat: - 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0. 950 1770 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 Duthbound Sec LT Adj/LT Sat: . 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 t T 1900 1.000 0.980 1.000 1.000 1.000 1.00 0.95 1.000 1_000 3539 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 i ' 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 =_stbound Pri. 1 ' 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 outhbound 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 ost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0.78 1 1 1 LEVEL OF SERVICE WORKSHEET Jor/ Ratios Un_` Proo Lane Incremental Res Lane Grouc roa�: ane G�1 Adj Grp Factor Del Del Grc v/c O/C d1 Fact Cap k d2 d3 Dela_ LOS Dela; _`S ' astbcund 0. 69 0.214 25.3 1.000 296 0.5 C, 1,.2 0.0 37 .5 7P. 0.22 0.214 22. 1._000 34i 0. 50 1.5 C.0 24 . 1 34 . _ astbound 0. 66 C.214 27.2 1.000 283 0.50 11.5 0.0 36.7 D TR 0.06 2.=14 21.9 1.000 379 0.50 C.3 0.0 22 .2 _ 35. D+ D ' orthbound 0. 65 0.143 28.4 1.000 253 0.23 5. 9 0.0 34 .2 C _ 0.86 0.421 18.2 1.001 1517 0.50 6.8 0.0 25.0 C 25. , a 0.05 0.429 11.7 1:000 678 0.50 0.1 0.0 11.8 B outhbound 0.04 0.143 25.8 1.000 253 0.50 0.3 0.0 26. 1 C T 0. 60 0.421 15.4 1.000 1517 0.50 1 . 8 0.0 17 .2 B 17. 0 B ' D 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 ycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 umber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 ' adjusted Left-Turn Flow Rate, Vlt 203 187 roportion of Left Turns in Opposing Flow, Plto 0.00 0.00 _.djusted Opposing Flow Rate, Vo :" 24 74 i Lost Time for Lane Group, tl 5.00 5.00 'eft Turns per Cycle: LTC=V1tC/3600 3. 95 3.64 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0. 47 1.44 pposing 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 ' ^pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q=(4 . 943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.00 ,u =g-gq if gq>=gf, '=g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 ^tho=1-Plto 1.00 1.00 1*=Plt[1+{ (N-1)9/ (gf+au/Ell+4 .24) ) ) 1.00 1. 00 -11 (Figure 9-7) 1.35 1.41 E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 ' `min=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 diff=max(gq-gf,0) 0.00 0.00 _m=[gf/g]+[gu/g] [1/{1+P1 (Ell-1) }] , (min=fmin;max=1.00) 0.74 0.71 flt=fm=[gf/g]+gdiff[l/{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 0.742 0.709 or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach r when gf>gq, see text. 1 SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts ' APPROACH EB WE NB Sn ycle Length, C 70.0 sec ctual Green Time fo- Lane Group, G Effective Green Time for Lane Group, g ' Opposing Effective Green Time, go umber of Lanes in Lane Group, N umber of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt proportion of Left. Turns in Lane Group, Pit roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Teft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g apposing Queue Ratio: qro=1-Rpo(go/C) g=(4 .943Volc**0.762) (gro**1.061) -tl, gq<=g _a =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 Dtho=1-Plto 1*=Plt [l+( (N-1)g/ (gf+gu/Ell+4.24) ) ) 11 (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 °min=2 (1+Plt) /g or fmin=2 (1+P1) /g Jiff=max(gq-gf,0) _n=[gf/g]+(gu/9] [1/{l+Pl(Ell-1) ) ] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[1/{1+plt(E12-1) ) ] 1[gu/91 [1/(l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0. 91 (N-1) ] /N** fit Primary or special case of single-lane approach opposed by multilane approach, ae 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. Dr special case of multilane approach opposed by single-lane approach _r when gf>gq, see text. ' SUPPLEMENTAL UNIFORM DELAY WORKSHEET Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT /c ratio from Capacity Worksheet, X rimary phase effective green, g acondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu jcle length, C 70.0 Red =(C-g-gq-gu) , r :rivals: v/ (3600(max(X,1.0) ) ) , qa rimary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) /(gu*3600) , ss "Drotot :ase Queue at beginning of green arrow, Qa ieue at beginning of unsaturated green, Qu ?sidual queue, Qr .,.iiform Delay, dl 1 DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Aopr/ Unmet Unmet Queue Unmet Queue Group T,ane Demand Demand UnadJ . AdJ . Param. Demand Delay Delay roup Q veh _ hrs. ds dl sec u Q •veh d3 sec d sec Eaotbo,4nd r O7estbound orthbound 1 outhbound 1 Intersection Delay 24 .5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. 1 r r 1 r r BUILD OUT YEAR PLUS 10 YEARS (2010) LEVEL OF SERVIC CALCULATIONS WITHOUT PROJECT 1 1 f 1 HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROL(TWSC) ANALYSIS Analyst:Tim Schwab Intersection: 7th&Baxter .ount Date:9128199 "ime Period:AM Pk - B/W+10 ntersection Orientation:North-South Major St. Vehicle Volume Data: Aovements: 1 2 3 4 5 6 9 10 11 12 ........................................................................-----.................. Volume: 89 619 48 46 766 197 37 58 4 108 119 825 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 "HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 'edestrian Volume Data: rVovements: ---..._................................................._..................---...-.......... Flow: ane width: Nalk speed: % Blockage: Median Type: Raised Curb a of vehicles: 5 :tared approach Movements: Y of vehicles:Eastbound 1 Y of vehicles:Westbound ;0 ane 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 :hannelized: N Grade: 0.00 ' Lane usage for movements 4,5&6 approac .h. ' Lane 1 Lane 2 Lane 3 L...............T R L T R L T R ................................................... 1 ' Y N N N Y N N Y Y Channelized: N trade: 0.00 iane usage for movements 7,8&9 approach: Lane 1 Lane 2 lane 3 L T R ..--------------T.-----.... R L T R N N Y N N N N N N r :hannelized: N trade: 0.00 Iane 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 ;hannelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound L prot T Distance: 500 'rogression Speed: 35 .ycle Length: 70 Green Time: 10 30 krrival Type: 3 3 saturation Flow Rate: 700 - 1700 Progressed Flow: 0 200 i Approach:Southbound L prot T 9istance: 600 'rogression Speed: 35 Cycle length: 70 ' ireen Time: 10 30 krrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 300 tiata for Computing Effect of Delay to Major Street Vehicles: .........-.................................................................................... Northbound Southbound hared In volume, major th vehicles: 0 0 .;hared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 ;at flow rate,major rt vehicles: 1700 1700 Jumber of major street through lanes: 2 2 V en th of stud period, hrs: 0.25 g _..................................... .................................................... Worksheet 4 Critical Gap and Follow-up time calculation. ;ritical Gap Calculations: Movement 1 4 9 10 11 12 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 °by 0.02 0.02 0.02 0.02 0.02 0.02 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 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 c 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 ,:ollow Up Time Calculations: Movement 1 4 9 10 11 12 ............... ........................ 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 'by 0.02 0.02 0.02 0.02 0.02 0.02 f 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 ............................................................... 'prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 ' 4rrival Type 3 3 affective Green g eff(sec) 30 30 Cycle length, C (sec) 70 70 Rp(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green P 0.429 0.429 d q 1 2.4 3.5 a Q2 0.1 0.3 q 2.5 3.9 .................................................................................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ................................................................................... .lpha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.198 0.223 'c,max 362 484 c,min 2000 2000 t p 0.0 0.0 0.000 0.000 ............................................................................................ Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ................................................ ........ ..................................... Q 0.000 15 0.000 p dom 0.000 o subdom 0.000 .onstrained or unconstrained? U ' Proportion unblocked for minor movements, px (1) (2) (3) 1 stage 2 stage ' Stagel Stage2 ....................... . ............. ............. ..------------------ .....-... .11 1.000 p4 1.000 17 1.000 1.000 1.000 18 1.000 1.000 1.000 p9 1.000 110 1.000 1.000 1.000 ill 1.000 1.000 1.000 p12 1.000 1 ..................................................................................... Vorksheet 5d.Effect of upstream signals(computation 4) ................................Movement........... I stage 1 4 9 10 11 12 ..................................... c,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 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 3400 3400 3400 3400 'x 1.000 1.000 1.000 1.000 V c,u,x 1275 650 1275 1127 ............................................... .............. .......................... Vorksheet 5e.Effect of upstream signals(computation 5) ' Movement ................................................... 1 stage 1 4 9 10 11 12 ...................................................................... 'x 1.000 1.000 1.000 1.000 1.000 1.000 C r,x 536 758 561 40 33 417 ' '; plat,x 536 758 561 40 33 417 ..................................... ................................... Movement ..................... 2 stage 10 11 ' Stagel Stage2 Stagel Stage2 ?x 1.000 1.000 1.000 1.000 C r,x 176 424 236 278 plat,x 176 424 236 278 ....................... ................................. Norksheet 6 Impedance and capacity equations Step 1:RT from Minor St. 9 12 ...................................................................... Conflicting Flows 445 642 'otential Capacity 561 417 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 561 417 °robability of Queue free St. 0.91 0.65 .............................. .............................. Step 2:LT from Major St. 4 1 ................... ............. Conflicting Flows 889 1284 ' Potential Capacity 758 536 'edestrian Impedance Factor 1.00 1.00 .Aovement Capacity 758 536 Probability of 0ueue free St. 0.92 0.78 Norksheet 7a -Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1- First Stage .......................... .........._ --.........................I....................... Conflicting Flows 1095 1275 'otential Capacity 292 236 'edestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.78 0.92 Movement Capacity 227 217 'robability of Queue free St. 1.00 0.98 ........................................................................................... 'art 2-Second Stage ................................. ............................................................. 1 ':onflicting Flows 1407 1127 'otential 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 ............................................................................................... 'art 3-Single Stage ................................................................ .......... Conflicting Flows 2501 2402 'otential Capacity 29 33 ?edestrian Impedance Factor 1.00 1.00 ' Cap.Adj.factor due to Impeding mvmnt 0.72 0.72 Vlovement Capacity 21 23 .............................................................................................. iesult for 2 stage process: a 0.98 0.98 4.04 1.47 ' 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 'edestrian Impedance Factor 1.00 1.00 yap.Adj.factor due to Impeding mvmnt 0.78 0.92 Movement Capacity 180 162 .........................................................I............................ ' Part 2-Second Stage ...................................I.................................I........ ...... conflicting Flows 636 650 Potential Capacity 437 424 'edestrian Impedance Factor 1.00 1.00 ,:ap.Adj.factor due to Impeding mvmnt 0.59 0.71 ' Movement Capacity 257 301 .................................................... .......................... Part 3-Single Stage ;onflicting Flows 1731 1925 Potential Capacity 58 40 'edestrian Impedance Factor 1.00 1.00 Oaj.L, Min T Impedance factor 0.69 0.72 Maj. L, Min T Adj. Imp Factor. 0.76 0.78 :ap.Adj.factor due to Impeding mvmnt 0.50 0.71 Zvement Capacity 29 29 ..................................................................................•••--.-•-•-- iesult for 2 stage process: ............................................................................................... 9 0.98 0.98 1 1.39 0.63 C t 129 154 .................._........................................................,............... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ................... i(vph) 49 77 5 144 Movement Capacity 561 154 146 417 Shared Lane Capacity 256 ' Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ................................................. sep 561 154 146 417 Volume 49 77 5 144 ' 9elay 12.0 49.8 30.6 18.1 1 sep 0.16 1.07 0.05 0.73 Cl sep +1 1.16 2.07� 1.05 1.73 ' round(Qsep +1) 1 2 1 2 ...................................... ............ 1 n max 2 C sh 561 256 ' iUM C sep 561 717 II 1 0 C act 561 256 Norksheet 10 delay,queue length,and LOS Movement 1 4 7 8 9 10 11 12 .............................................................................................. I II II v(vph) 119 61 49 227 m(vph) 536 758 256 11c 0.22 0.08 0.09 0.88 ' 95%queue length ;ontrol Delay 13.6 10.2 12.0 72.1 _OS B B B F Approach Delay 12.0 72.1 Approach LOS B F .............................................................................................. r HCS: Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROUTWSC)ANALYSIS Analyst:Tim Schwab Intersection: 7th&Baxter ;ount Date: 9128199 ime Period: PM W/O +1 OProj ' ntersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 1 ............................................................................................... /olume: 170 1024 261 145 756 83 242 45 6 102 177 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 ' 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ........................ ................ .................................................. 3edestrian Volume Data: Movements: ........... ........._..................... --... .................. FIOW: _ane width: Walk speed: % Blockage: Median Type: Raised Curb a of vehicles: 5 r-lared approach Movements: N of vehicles:Eastbound Y of vehicles:Westbound 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 Trade: 0.00 ane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 ' L T R ................T.......... R L T R N N Y N N N N N N ' ;hannelized: N 3rade: 0.00 .ane 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 ;hannelized: N Grade: 0.00 1 Upstream Signal Data: ............................................................................................... Approach:Northbound rL prot T ' Distance: 500 'rogression Speed: 35 .ycle Length: 70 ' Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1700 - 1700 Progressed Flow: 0 600 Approach:Southbound ' L prot T 3istance: 600 'rogression Speed: 35 Cycle Length: 70 ; ' Green Time: 10 30 4rrival Type: 3 3 Saturation Flow Rate: 1700 1700 Progressed Flow: 0 350 1 lata for Computing Effect of Delay to Major Street Vehicles: ............................................................................................. Northbound Southbound hared In volume,major th vehicles: 0 0 hared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 -at flow rate,major rt vehicles: 1700 1700 lumber of major street through lanes: 2 2 1 ength of study period, hrs: 0.25 ........... ..............._....................---............. .................... Worksheet 4 Critical Gap and Follow-up time calculation. :ritical Gap Calculations: Movement 1 4 9 10 11 12 1 .... -•--• ....... .- 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 °by 0.02 0.02 0.02 0.02 0.02 0.02 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 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 c 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 .ollow Up Time Calculations: Movement 1 4 9 10 11 12 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 by 0.02 0.02 0.02 0.02 0.02 0.02, f 2.2 2.2 3.3 '3.5 4.0 -3.3 .................................... Worksheet 5a. Effect of Upstream Com Signals 9 (Computation 1) Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt ........................... . I pf og 600 350 Total Saturation Flow Rate,s(vph) 3400 3400 ' 4rrival Type 3 3 affective Green g eff(sec) 30 30 Cycle Length, C(sec) 70 70 ' Rp(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green P 0.429 0.429 9 Q1 7.1 4.1 g 42 1.5 0.5 q 8.6 4.6 1 ...........I........ ...................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ....................................... .............................. ----- jIpha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.396 0.341 /c,max 1250 813 c,min 2000 2000 t p 0.0 0.0 1 0.000 0.000 .................................................................. .......................... Worksheet 5c. Effect of upstream signals(computation 3) 1 'latoon Event Periods Result n2 0.000 6 0.000 p dom 0.000 ' o subdom 0.000 :onstrained or unconstrained? U ' Proportion unblocked for minor movements, px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ......................... ........... ..... a1 1.000 p4 1.000 0 1.000 1.000 1.000 )8 1.000 1.000 1.000 p9 1.000 10 1.000 1.000 1.000 11 1.000 1.000 1.000 p12 1.000 i ............................................................. .......................... Norksheet 5d. Effect of upstream signals(computation 4) 1 ' Movement I stage 1 4 9 10 11 12 .................................... t 'c,x 874 1339 669 2020 2826 437 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 c,u,x 874 1339 669 2020 2826 437 ................................................................................. rMovement ............................................................................................ t 2 stage 10 11 Stagel Stage2 Stage] Stage2 ..._...._................................................................................... V c,x 1133 888 1133 1693 3400 3400 3400 3400 'x 1,000 1.000 1.000 1.000 V c,u,x 1133 888 1133 1693 .................................................................I............................ ' Norksheet 5e.Effect of upstream signals(computation 5) ' Movement .. ................................................... 1 stage 1 4 9 10 11 12 . ................................................ ............... 3x 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 ............................................................................................ 1 stage 10 11 Stagel Stage2 Stagel Stage2 ?x 1.000 1.000 1.000 1.000 ' C r,x 216 305 276 147 plat,x 216 305 276 141 ...................................................................................I.......... ' Worksheet 6 Impedance and capacity q equations Step 1:RT from Minor St. 9 12 Conflicting Flows 669 437 ' °otential 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 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 511 768 Probability of Queue free St. 0.70 0.77 Vorksheet 7a - Computation of the effect of Two-stage gap acceptance ' Step 3:TH from Minor St. 8 11 'art 1- First Stage ............................................................................................. Conflicting Flows 1557 1133 'otential Capacity 175 276 'edestrian Impedance Factor 1.00 1.00 Cap.Adj. factor due to Impeding mvmnt 0.77 0.70 Movement Capacity 135 194 'robability of Queue free St. 1.00 0.97 ................................................................................_............ ' 'art 2-Second Stage ............................................................................................... ' ^onflicting Flows 1176 1693 'otential Capacity 267 147 Pedestrian Impedance Factor 1.00 1.00 dap.Adj.factor due to Impeding mvmnt 0.70 0.77 Movement Capacity 188 113 ...................................................... ' 'art 3-Single Stage .............................................................................................. Conflicting Flows 2733 2826 'otential Capacity 21 17 ?edestrian Impedance Factor 1.00 1.00 ' Cap.Adj.factor due to Impeding mvmnt 0.54 0.54 Movement Capacity 11 9 .............................................................................................. ' 3esult for 2 stage process: ...................... ............................................................... a 0.98 0.98 1196.32 -3.93 t 11 0 Probability of Queue free St. 1.00 0.00 ......................................................................... .................... ' 'Vorksheet 7b- Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 °art 1-First Stage .............................................................................................. Conflicting Flows 1557 1133 potential Capacity 120 216 'edestrian 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 .............................................................................................. „onflicting Flows 699 888 Potential Capacity 401 305 'edestrian Impedance Factor 1.00 1.00 ,ap.Adj.factor due to Impeding mvmnt 0.55 0.28 ' Movement Capacity 222 87 ' Part 3-Single Stage ................................................................................ :onflicting Flows 2256 2020 ' Potential Capacity 23 34 'edestrian 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 yap.Adj.factor due to Impeding mvmnt 0.00 0.24 Movement Capacity 0 8 .............................................................------------------------------. ' lesult for 2 stage process: ............................................................................................... ' 1 0.98 0.98 I 2.04 -1.99 C t 44 0 Worksheet 8 Shared Lane Calculations Shared Lane Calculations ' Movement ..............................7......8 9 10 11 12 .................. i(vph) 252 47 6 106 Movement Capacity 400 0 0 567 Shared Lane Capacity 0 ' 'Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 1 .......................................... sep 400 0 0 567 Volume 252 47 6 106 ' Way 28.1 0.0 6.0 12.8 1 sep 1.97 0.00 0.00 0.38 0 sep +1 2.97 1.00 1 1.00 1.38 ' round(Osep +1) 3 1 1 1 .............................................................................................. n max 3 1 ' C sh 400 0 1 _LEVEL OF SERVICE WORKSHEET oor Rat_os Unf Prog Lane Incremental Res Lane Group Approach ane Del Adj Grp Factor Del Del Grp :!c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS r3stncund . 60 0.214 25.3 1.000 296 0.50 11. 9 0.0 37 .2 D mP, C_214 22.6 1.000 341 0.50 1.4 0.0 24 .1 C 33.7 restb 'u-d C . 13 0.214 22.7 1.000 283 0.50 1. 9 0.0 24 .7 TR o.06 0.214 21. 9 1.000 381 0.50 0.3 0.0 22.2 C 24 . 0 ort hbound 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 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11.4 B cuthbound 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 0.09 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 1 SUPPLEMENTAL PERMITTED LT WORKSHEET ' APPROACH for exclusive lefts EB WB NB SB ycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 ' ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 L4umber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 djusted Left-Turn Flow Rate, Vlt 201 66 roportion 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 ' eft Turns per Cycle: LTC=V1tC/3600 3.91 1.28 pposing Flow per Lane, Per Cycle: Volc-VoC/360Ofluo 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 ,pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q=(4.943Volc**0.762) (gro**1*061)-tl, gq<=g 0.00 0.00 uu =a-aq if gq>=gf, =g-gf 'if gq<gf 15.00 15.00 n-(gq g`) /2, n>=0 0.00 0.00 ' tho=1-Plto 1.00 1.00 1*=Plt [l+( (N-1)g/(gf+gu/Ell+4.24) ) ) 1.00 1.00 all (Figure 9-7) 1.35 1.41 ' E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 min=2 (1+Plt) /g or fmin=2 (1+Pl) /g 0.27 0.27 diff=max(gq-gf,0) 0.00 0.00 rm=[gf/g]+[gu/g] [l/(l+Pl (Ell-1) )] , (min=fmin;max=1.00) 0.74 0.71 flt=fm=[gf/g]+gdiff[l/(l+plt(E12-1) 1j [gu/g] [1/ (l+plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.742 0.709 ' or special case of single-lane approach opposed by multilane approach, ee text. If Pl>=l 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. or special case of multilane approach opposed by single-lane approach or when gf>gq, see text. r 1 ' SUPPLEMENTAL PERMITTED LT WORKSHEET for snared lefts 1 APPROACH EB ycle Length, C 70. 0 sec ctual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go umber of Lanes in Lane Grouc, 1 umber of CcDosinc :manes, No Adjusted Left-Turn Flow Rate, Vlt "roportion cf Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plzo _.djusted Opposing Flow Rate, Vc Lost Time for Lane Grcup, tl 1 'eft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: VoIc=VOC/3600fluo -pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g 1 ^pposing Queue Ratio: qro=1-Rpo(go/C) q=(4 .943Volc**0.762) (gro**1.061) -t1, gq<=g .,u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) ,'2, r.>=0 ' -tho=1-Pltc 1*=Plt[l+( (N-1)g/ (gf+gu/Ell+9 .24) ) ) -11 (Figure 9-7) ' E12=(l-Ptho**n) /Plto, E12>=1.0 "min=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) .m=[gf/g]+[gu/g] [l/(1+P1 (Ell-1) ) ] , (min=fmin;max=1.00) flt=fm=[gf/g]+gdiff[l/{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 ,or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach yr when gf>gq, see text. ' SUPPLEMENTAL UNIFORM DELAY WORKSHEET Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT ' ,/c ratio from Capacity Worksheet, X *rimary phase effective green, g secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ' ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/ (3600(max(X,1.0) ) ) , qa primary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss Perm Prot nCase Queue at beginning of green arrow, Qa ' ,ueue at beginning of unsaturated green, Qu esidual queue, Qr uniform Delay, dl 1 � 1 tDELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Grouo ' T•ane Demand Demand Unadj . Adj . Param. Demand Delay Delay roup Q veh t hrs. ds dl sec u Q veh d3 sec d sec ' :astbcund ' -estbound 1 orthbound -outhbound ' Intersection Delay 22.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. 1 1 1 BUILD OUT YEAR (2000) LEVEL OF SERVICE CALCULATIONS WITHOUT PROJECT 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 HCS:Unsignalized Intersections Release 3.1b —TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab t Intersection:7th&Baxter :ount Date:9I28199 time Period:AM Pk - BIW ' ntersection Orientation: North-South Major St. ' Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 .............................................................................................. 7olume: 81 561 43 41 694 179 33 53 4 98 iFR: 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 °HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 .............................................................................................. ' 3edestrian Volume Data: 1 Movements: ............................................................................................... Flow: Lane width: Walk speed: ' % Blockage: Median Type: Raised Curb ' #of vehicles: 5 Flared approach Movements: ' a of vehicles:Eastbound 1 a 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 1 Lane usage for movements 4,566 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 trade: 0.00 ane usage for movements 7,8&9 approach: Lane 1 Lane 2 Lane 3 ' L...............T................. .. ..................... R L T R .......... N N Y N N N N N N ' :hannelized: N Srade: 0.00 ' ane 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 ' :hannelized: N Grade: 0.00 Upstream Signal Data: ............................................................................................... Approach:Northbound ' L prot T Distance: 500 'rogression Speed: 35 ,ycle Length: 70 Green Time: 10 30 %rrival Type: 3 3 Saturation Flow Rate: 1700 - 1700 Progressed Flow: 0 200 1 Approach:Southbound ' L prot T ' 7istance: 600 3rogression Speed: 35 Cycle Length: 70 ; ' Green Time: 10 30 arrival Type: 3 3 Saturation Flow Rate: 1 100 1700 Progressed Flow: 0 300 )ata for Computing Effect of Delay to Major Street Vehicles: ..................................... ..................................... .................. t Northbound Southbound ;hared In volume,major th vehicles: 0 0 .;hared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 ;at flow rate,major rt vehicles: 1700 1700 Jumber of major street through lanes: 2 2 1 .ength of study period, hrs: 0.25 .............................................................................................. tWorksheet 4 Critical Gap and Follow-up time calculation. :ritical Gap Calculations: Movement. 1....... 9.....10 1 12 .... ........ ...................... ............ ........ ..... 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 by 0.02 0.02 0.02 0.02 0.02 0.02 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 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 c 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 .'ollow Up Time Calculations: ' Movement 1 4 9 10 11 12 . ....................... 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 'by 0.02 0.02 0.02 0.02 0.02 0.02, f 2.2 2.2 3.3 '3.5 4.0 3.3 _.................................................................................... ... 1 Worksheet 5a. Effect of Upstream Signals(Computation 1) ' Movement 2 Movement 5 Queue Clearance Time at Upstream Signal: Vt Vt 1 .................................. prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 ' Arrival Type 3 3 affective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9.2) 1.000 1.000 'roportion of vehicles arriving on green P 0.429 0.429 d 41 2.4 3.5 ' 4 q2 0.1 0.3 ' q 2.5 3.9 1 ......... .................................. ............................ Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 ' Praprtian of time blocked Vt ,dpha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 t f 0.219 0.246 1 c,max 399 534 1 c,min 2000 2000 ' t p 0.0 0.0 0.000 0.000 ..................................................................... Worksheet 5c. Effect of upstream signals(computation 3) 1 latoon Event Periods Result ............................................................................................... ' 12 0.000 )5 0.000 p dam 0.000 o subdom 0.000 :onstrained or unconstrained? U ' Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stage l 1 .....Stage2.... .................................. PI 1.000 ' p4 1.000 17 1.000 1.000 1.000 a8 1.000 1.000 1.000 p9 1.000 ' )10 1.000 1.000 1.000 ill 1.000 1.000 1.000 p12 1.000 1 .............................................................................................. ' Norksheet 5d.Effect of upstream signals(computation 4) Movement 1 .............................................................................................. 1 stage 1 4 9 10 11 12 1 ................................................. ............................................ t '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 c,u,x 1164 805 403 1744 2175 582 tMovement 2 stage 10 11 Stagel Stage2 Stagel Stage2 ................................................................•--.....................---... V c,x 1154 590 1154 1021 3400 3400 3400 3400 .'x 1.000 1.000 1.000 1.000 V c,u,x 1154 590 1154 1021 ............................................................................................. Norksheet 5e.Effect of upstream signals(computation 5) ' Movement 1 stage 1 4 9 10 11 12 ............... ........ ......................................................... ... 'x 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 Stagel Stage2 ................................................................_......... ?x 1.000 1.000 1.000 1.000 C r,x 210 461 270 312 plat,x 210 461 2170 312 ................................................................. Norksheet 6 Impedance and capacity p ty equations itep .. .. from Minor St..........» 9 _.... ....... Conflicting Flows 403 582 'otential Capacity 597 456 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 597 456 'robability of Queue free St. 0.93 0.71 ..................................................................•--•...... ' Step 2:LT from Major St. 4 1 .................................................... Conflicting Flows 805 1164 Potential Capacity 815 596 'edestrian Impedance Factor 1.00 1.00 ,Aovement Capacity 815 596 Probability of Queue free St. 0.93 0.82 ' Norksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1- First Stage .............................................................................................. Conflicting Flows 993 1154 'otential Capacity 326 270 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.82 0.93 Movement Capacity 267 252 'robability of Queue free St. 1.00 0.98 ...................................................................................-----...---- -art 2-Second Stage ............................................................................................... Conflicting Flows 1273 1021 'otential Capacity 240 312 Pedestrian Impedance Factor 1.00 1.00 ,ap.Adj.factor due to Impeding mvmnt 0.93 0.82 Movement Capacity 224 255 .............................................................................................. ' 'art 3-Single Stage ............................................................................................... Conflicting Flows 2266 2175 'otential 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 r 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 ?art 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 ..................................................................... 'onflicting Flows 575 590 Potential Capacity 476 461 'edestrian Impedance Factor 1.00 1.00 .;ap.Adj.factor due to Impeding mvmnt 0.65 0.76 Movement Capacity 310 350 ......................................................................... Part 3-Single Stage ............................................................................ ........ :onflicting Flows 1567 1744 Potential Capacity 77 55 'edestrian Impedance Factor 1.00 1.00 Ulaj.L, Min T Impedance factor 0.74 0.76 Maj.L, Min T Adj. Imp Factor. 0.80 0.82 :ap.Adj.factor due to Impeding mvmnt 0.57 0.76 Movement Capacity 44 42 ............................................................................................... lesult for 2 stage process: ............................................................................................... ' 3 0.98 0.98 I 1.11 0.61 C t 179 187 ............................................................................................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 .....................................................................I........................ ................... i(vph) 44 71 5 131 Movement Capacity 597 187 185 456 ' 3hared Lane Capacity ................................................................... ..2sa 'Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 ............................................ .... :sep 597 187 185 456 Volume 44 71 5 ,131 7elay 11.5 35.5 25.1 16.0 1 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 t ;UM C sep 597 828 n 1 0 C act 597 298 Norksheet 10 delay,queue length, and LOS Vlovement 1 4 7 8 9 10 11 12 .............................................................................................. ................... v(vph) 108 55 44 207 m(vph) 596 815 298 lic 0.18 0.07 0.07 0.69 95%queue length Antrol Delay 12.4 9.7 11.5 40.4 .OS B A B E Approach Delay 11.5 40.4 Approach LOS B E .............................................................................................. r i 1 1 i 1 HCS:Unsignalized Intersections Release 3.1 b TWO-WAY STOP CONTROUTWSC)ANALYSIS Analyst:Tim Schwab Intersection: 7th&Baxter ;ount Date:9128I99 Time Period:PM Pk WIO Proj. ntersection Orientation:North-South Major St. Vehicle Volume Data: Vlovements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................... lolume: 154 927 236 131 685 75 219 40 5 92 IFR: 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 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 -edestrian Volume Data: Vlovements: ............................................................................................... Clow: _ane width: Walk speed: % Blockage: Median Type: Raised Curb #of vehicles: 5 r-lared approach Movements: ' V of vehicles:Eastbound Y of vehicles:Westbound _ane 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 ' .hannelized: 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 trade: 0.00 ane 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 'hannelized: N 3rade: 0.00 _ane 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 'hannelized: N Grade: 0.00 Upstream Signal Data: ................................................... Approach:Northbound ' L prot T Distance: 500 Progression Speed: 35 Oycle Length: 70 ' Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 700 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 lata for Computing Effect of Delay to Major Street Vehicles: ............................................... .... Northbound Southbound )hared In volume,major th vehicles: 0 0 Shared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 ;at flow rate,major rt vehicles: 1700 1700 .umber of major street through lanes: 2 2 _ength of study period, hrs: 0.25 ........................................................1........................ .... . Worksheet 4 Critical Gap and Follow-up time calculation. ;ritical Gap Calculations: Movement 1 4 9 10 11 12 .............................................................................................. 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 'by 0.02 0.02 0.02 0.02 0.02 0.02 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 i 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 .............................................................................................. I 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 ................... J prog Total Saturation Flow Rate,s(vph) 3400 3400 Arrival Type 3 3 affective Green g eff(sec) 30 30 Cycle Length, C(sec) 70 70 ' Rp(from table 9.2) 1.000 1.000 3roportion of vehicles arriving on green P 0.429 0.429 g 41 7.1 4.1 g q2 1.5 0.5 q 8.6 4.6 ............................................................................................. Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt .............................................................................................. ilpha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.437 0.377 I c,max 1381 898 1 c,min 2000 2000 t p 0.0 0.0 0.000 0.000 _....................................... .................................... Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ._.... .................................................................................. ,12 0.000 )5 0.000 p dom 0.000 o subdom 0.000 constrained or unconstrained? U Proportion unblocked for minor movements, px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ......................... . .. . ........................ ................. ... d 1 1.000 p4 1.000 j7 1.000 1.000 1.000 a8 1.000 1.000 1.000 p9 1.000 ' 110 1.000 1.000 1.000 ill 1.000 1.000 1.000 p 12 1.000 ......................... Norksheet 5d.Effect of upstream signals(computation 4) M Movement .......... ................... ...................I......................... ..... 1 stage 1 4 9 10 11 12 ............................I... 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 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 3400 3400 3400 3400 'x 1.000 1.000 1.000 1.000 V c,u,x 1026 804 1026 1532 .............................................................................................. Vorksheet 5e. Effect of upstream signals(computation 5) Movement 1 stage 1 4 9 10 11 12 ....... ............. ... 3x 1.000 1.000 1.000 1.0 00 1.000 1.000 C r,x 825 572 440 48 26 603 plat,x 825 572 440 48 26 603 ..................... ................................................... ................. ' Movement ................................................................I................... 1 stage 10 11 Stagel Stage2 Stagel Stage2 ...................................................................... Px 1.000 1.000 1.000 1.000 ' C r,x 251 343 310 177 plat,x 251 343 310 177 11 .......................................................................... ................ Norksheet 6 Impedance and capacity equations P Y q ons Step 1:RT from Minor St. 9 12 ....................................................................... Conflicting Flows 606 396 'otential Capacity 440 603 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 440 603 'robability of Queue free St. .48 0.84 ...........I................I.............I................. ' Step 2:LT from Major St. 4 1 ............................ Conflicting Flows 1211 792........ Potential Capacity 572 825 'edestrian Impedance Factor 1.00 1.00 ,Aovement Capacity 572 825 ' Probability of Queue free St. 0.76 0.81 Vorksheet 7a- Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1- First Stage .............................................................................................. Conflicting Flows 1409 1026 'otential Capacity 207 310 'edestrian Impedance Factor 1.00 1.00 Cap. Adj.factor due to Impeding mvmnt 0.81 0.76 Aovement Capacity 167 236 'robability of Queue free St. 1.00 0.98 r ................................................................ 'art 2-Second Stage ............................................................................................... "onflicting Flows 1065 1532 'otential Capacity 302 177 Pedestrian Impedance Factor 1.00 1.00 ^ap. Adj.factor due to Impeding mvmnt 0.76 0.81 Aovement Capacity 230 143 ............................................................................................... 'art 3-Single Stage ............................................................................................... ' Conflicting Flows 2474 2558 'otential 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 ............................................................................................... iesult for 2 stage process: a 0.98 0.98 ' r 2.92 -22.24 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 "art 1-First Stage ...................... .................................. Conflicting Flows 1409 1026 ' potential Capacity 148 251 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.81 0.76 ' Movement Capacity 119 191 ................ ..............................I...........................--.1 Part 2 Second Stage ......................... - ..................................................... Conflicting Flows 632 804 Potential Capacity 440 343 'edestrian Impedance Factor 1.00 1.00 yap. Adj.factor due to Impeding mvmnt 0.63 0.39 Movement Capacity 275 133 ........................................................... ................................ Part 3•Single Stage .............................................................................................. Zonflicting Flows 2042 1829 Potential Capacity 34 48 'edestrian 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 :ap.Adj.factor due to Impeding mvmnt 0.16 0.34 Movement Capacity 5 16 ............................................................................................... 3esult for 2 stage process: ............................................................................................... 0.98 0.98 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 ......................................................................."I..........----...... Norksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 .................................... sep 440 0 6 603 Volume 228 42 5 96 7elay 21.6 0.01071.1 12.1 1 sep 1.37 0.00 1.55 0.32 Q sep +1 2.37 1.00 2.55 1.32 ' -ound(Qsep +1) 2 1 3 1 ......................................... .................................................... n max 2 3 C sh 440 0 1 ' ;UM C sep 440 609 0 C act 440 0 ................................................. ............................... .Vorksheet 10 delay,queue length,and LOS rAovement 1 4 7 8 9 10 11 12 .............................................................................................. ................... ' v(vph) 160 136 228 143 m(vph) 825 572 tic 0.19 0.24 0.52 ' 95% queue length :ontrol Delay 10.4 13.3 21.6 .OS B B C Approach Delay 21.6 Approach L 0 S C i HCS: Signals Release 3.1b 1 zter: City/St: Bozeman, MT nalyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: AM Peak - Buildout W/0 Proj . 7/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY I Eastbound 1 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 1 o. Lanes I i 1 0 1 1 1 0 1 1 2 1 1 1 2 1 LGConfia I L TR I L TR I L T R ( L T R "olume 1176 0 145 135 2 7 127 430 4 15 869 43 ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I TOR Vol 1 25 1 2 1 2 I 15 I ^uration 0.25 Area Type: All other areas Signal Operations _hase 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 ( Thru P Right P I Right P Peds I Peds NB Right I EB Right -B Right I WB Right reen 15.0 10.0 30.0 _ellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 -ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate -rp Capcity (s) v/c g/C Delay LOS Delay LOS -astbound L 300 1100 0.75 0.214 41.8 D ' -R 339 1583 0.45 0.214 28.3 C 36.3 D ..estbound L 211 1211 0.17 0.214 23.9 C -R 359 1676 0.03 0.214 21.9 C 23.5 C ..orthbound L 253 1770 0.14 0.143 26.5 C ' - 1517 3539 0.36 0.429 14.2 B 14.9 B 678 1583 0.00 0.429 11.5 B .,outhbound L 253 1770 0.02 0. 143 26.0 C 1517 3539 0.73 0.429 19.9 B 19.7 B 678 1583 0.05 0.429 11.8 B Intersection Delay = 21.5 (sec/veh) Intersection LOS = C HCS: Signals Release 3.1b nland Pacific Engineering, Inc. 707 West 7th, Suite 200 pokane, WA 99204 Phone: 09-458-6840 Fax: 509-458-6844 ' 7-Mail: ipe@iea.com OPERATIONAL ANALYSIS Intersection: (-ity/State: Bozeman, MT nalyst: Tim Schwab roject No: 99242 Time Period Analyzed: AM Peak - Buildout W/O Proj . ^ate: 10/20/99 ast/West Street Name: Oak Street _ orth/South Street Name: 7th Avenue ' VOLUME DATA 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 olume 1176 0 145 135 2 7 127 430 4 15 869 43 I _HF 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 1 "i Ln Vol I I I I I Grade 1 0 1 0 1 0 1 0 1 _deal Sat 11900 1900 11900 1900 ,11900 1900 1900 11900 1900 1900 1 ParkExist I I I I I .'umPark I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 ..o. 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 'ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I TOR Vol 1 25 1 2 I 2 ( , 15 1 ..dj Flow 1226 154 145 9 135 551 3 16 1114 36 1 ' %InSharedLn1 I I I I -rop Turns 1 1.00 I 0. 67 1 1 1 umPeds 1 0 1 0 1 0 1 0 I "umBus 10 0 10 0 10 0 0 10 0 0 I uration 0.25 Area Type: All other areas 1 _ OPERATING PARAMETERS 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 1 1 I I 1 1 ni= Unmet 10.0 0.0 10.0 G.G 10.0 0.0 0.0 10. 0 0.0 0.0 1 rri7. Type1 3 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 T Factor 1 1.000 1 1.000 1 1.000 1 1.000 I ost Time 12.0 2.0 12.0 2.0 12.0 2.0 2.0 12.0 2.0 2.0 I xt 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 I 0.0 I 0.0 1 PHASE DATA Phase Combination 1 2 3 4 1 5 6 7 8 B Left P I NB Left A Thru P I Thru P Right P I Right P Peds I Peds ..B Left P I SB Left P 1 Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right I B Right 1 WB Right Teen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 ..11 Red 0.0 0.0 0.0 "ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET ' Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right „ovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns -astbound Left 176 Q.78 226 1 L 226 Thru 0 0.78 0- 1 TR 154 1.00 Right 145 0.78 154 0 25 ' estbound 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 .iorthbound 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 Apr/ Ideal Adj Lane Sat f f f f f f f f f Sat croup Flow W HV G P BB A LU RT LT Flow 3stbound Sec LT Adj/LT Sat: L 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0752 1400 Tq 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.850 1.000 1583 ' Westbound Sec LT Adj/LTSat: - 1900 i.000 0.980 1.000 1. 000 1.000 1.00 1.00 0.653 1216 R 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0. 900 1.000 1676 orthbound Sec LT Adj/LTSat: - 1900 1 .000 0.980 1.000 1.000 1.000 1.00 1.00 0.950 1770 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 outhbound Sec LT Adj/LT Sat: 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 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 estbound 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 Fri. Sec. i 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 outhbound 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 tost Time/Cycle,cle Sum (v/s) critical = 0.50 y L = 15.00 sec Critical v/c(X) = 0. 63 LEVEL OF SERVICE WORKSHEET Dpr. Rat:os Unf 7 og Lane Incremental Res Lane Group Approach sne Del Adj Grp Factor Del Del Grp v/c g/C d1 Fact Cap k d2 d3 Delay LOS Delay LOS 3stbound 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 1 astbound 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 Drthbound - 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 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B Duthbound 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 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 ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 L4umber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 djusted Left-Turn Flow Rate, Vlt 226 45 roportion of Left Turns in Opposing Flow, Plto 0.00 0.00 hdjusted Opposing Flow Rate, Vo 9 154 Lost Time for Lane Group, tl 5.00 5.00 eft Turns per Cycle: LTC=V1tC/3600 4 .39 0.88 pposing 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) ) J-tl, gf<=g 0.0 0.0 pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q=(4 .943Volc**0.762•) (gro**1.061)-tl, gq<=g 0.00 0.15 .�u =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.85 n=(gq-gf) /2, n>=0 0.00 0.07 tho=l-Plto 1.00 1.00 1*=Plt(1+( (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 cll (Figure 9-7) 1.33 1.52 E12=I1-Ptho**n)/Plto, E12>=1.0 1.00 1.00 ' .mir.=2(1+Plt)/g or fmin=2(1+pl)/g 0.27 0.27 Jiff=max(gq-gf,0) 0.00 0.00 rm=(gf/91+19u/9111/(l+pl(Ell-1) ) J , (min=fmin;max=1.00) 0.75 0.65 'lt=fm-(qf/gJ+gdiff(1/(1+plt (E12-1) ) J (gu/9) (1/(1+Plt(E11-1) J , (min=fmin;max=1.0) or flt=[fm+0. ) J /N** flt 0.752 752 0.653 or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach or when gf>gq, see text. 1 r SUPPLEMENTAL PERMITTED LT WORKSHEET for shared 1efzs r APPROACH EB WB NB SB ycle Length, C 70.0 sec ctual Green Time for Lane Group, G Effective Green Time for Lane Group, g apposing Effective Green Time, go umber of Lanes in Lane Group, N umber of OoDosing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Droportion of Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl ' Teft Turns per Cvcle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo _pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g ' ^pposing Queue Ratio: qro=1-Rpo(go/C) q=(4.943Volc**0.762) (gro**1 .061) -tl, gq<=g ,u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 -tho=1-Plto 1*=Plt[l+{ (N-1)g/(gf+gu/Ell+4.24) ) ) -11 (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 `min=2 (l+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) _m=[gf/g]+[gu/9] [1/{1+P1(Ell-1) )] , (min=fmip;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 ' or special case of single-lane approach opposed by multilane approach, ee text. If Pl>=1 for shared left-turn lanes with N>l, then assume de-factd left-turn lane and redo calculations. ' * For permitted left-turns with multiple exclusive left-turn lanes, flt=fm. or special case of multilane approach opposed by single-lane approach . r when gf>gq, see text. ' SUPPLEMENTAL UNIFORM DELAY WORKSHEET EBLT WBLT NBLT SBLT Adj . LT Vol from Vol Adjustment Worksheet, v ' /c ratio from Capacity Worksheet, X rimary phase effective green, g .,eccndary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu 'ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/ (3600(max(X,1.0) ) ) , qa rrimary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss Perm Prot ACase Queue at beginning of green arrow, Qa ' ueue at beginning of unsaturated green, Qu esidual queue, Qr uniform Delay, dl 1 r DELAY/LOS WORKSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane ' Appr/ Unmet Unmet Queue Unmet Queue Group Tane Demand Demand Unadj . Adj . Param. Demand Delay Delay roup Q veh t hrs. ds dl sec u Q veh d3 sec d sec Eastb-und "estbound 1 orthbound 1 -outhbound Intersection Delay 21.5 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. ' 1 1 HCS: Signals Release 3.1b nter: 7th & Oak City/St: Bozeman, MT nalyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Peak - Buildout W/0 Pr j . 1 F/W St: Oak Street NIS St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY Eastbound I Westbound I Northbound I Southbcund 1 I L T R I L T R I L T R I L T R I I I ( l I o. Lanes i 1 1 0 1 1 1 0 I 1 2 1 I 1 _ LGConfia I L TR I L TR I L T R I L T R I "plume 1193 2 93 181 15 10 1157 1184 0 11 867 70 1 ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12. 0 1 TOR Vol 1 25 1 2 1 0 I 15 1 ^uration 0.25 Area Type: All other areas Signal Operations hase 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 ^B Right I WB Right reen 15.0 10.0 30.0 _ellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 ' -ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach ' Lane Group Flow Rate rp Capcity (s) v/c g/C Delay LOS Delay LOS -astbound L 296 1381 0.69 0.214 37.5 D -R 341 1591 0.22 0.214 24.1 C 34.0 C ..estbound L 283 1320 0.30 0.214 25.8 C ' -R 379 1770 0.06 0.214 22.2 C 25.0 C ..orthbound L 253 1770 0.65 0.143 34.2 C ' 1517 3539 0.82 0.429 22.8 C 24.1 C 678 1583 0.00 0.429 11.4 B ,outhbound L 253 1770 0.00 0.143 25.8 C 1517 3539 0.60 0.429 17.2 B 16.9 B 678 1583 0.09 0.429 12.1 B Intersection Delay = 22.8 (sec/veh) Intersection LOS = C r 1 r r 1 HCS: Signals Release 3.1b gland Pacific Engineering, Inc. 707 West 7th, Suite 200 pokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 W-Mail: ipe@iea.ccm OPERATIONAL ANALYSIS Intersection: 7th & Oak "ity/State: Bozeman, MT nalyst: Tim Schwab roject No: 99242 Time Period Analyzed: PM Peak - Buildout W/O Proj . ^ate: 10/20/99 ast/West Street Name: Oak Street orth/South Street Name: 7th Avenue VOLUME DATA 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 olume 1193 2 93 181 15 10 1157 1184 0 11 867 70 I _HF 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 "i Ln Vol I I I I I Grade 1 0 1 0 11 0 1 0 1 _deal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist "umPark 1 I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 I ..o. 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 1 ' 'ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 1 2 I 0 1 15 ..dj Flow 1203 74 185 24 1165 1246 0 11 913 58 %InSharedLnl I I I I ' rop Turns 1 0. 97 1 0.33 1 1 I umPeds 1 0 1 0 1 0 1 0 l -um.Bus 10 0 10 0 10 0 0 10 0 0 1 uration 0.25 ' Area Type: All other areas 1 1 1 1 1 ' OPERATING PARAMETERS I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R 1 I I 1 1 1 nit Unmet 10.0 0.0 IO.0 0.0 10.0 0.0 0.0 ►0.0 0.0 0.0 rriv. 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 T Factor 1 1.000 1 1.000 1 1.000 1 1.000 I ost Time 12.0 2.0 12 .0 2.0 12.0 2.0 2.0 12.0 2.0 2 .0 I xt 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 I 0.0 I 0.0 I 0.0 I PHASE DATA ' Phase Combination. 1 2 3 4 1 5 6 7 8 B Left P I NB Left A Thru P I Thru P ' Right P I Right P Peds I Peds ..B 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 B Right I WB Right ' I Teen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 ..11 Red 0.0 0.0 0.0 ' ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET ' Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right -ovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns ' -astbound 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 ' estbound 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 L�orthbound 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 I 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. 1 SATURATION FLOW ADJUSTMENT WORKSHEET pp-/ Ideal Adj Lane Sat f f f f f f f f Sat "=_oup Flow W P BE A LU RT LT Flow astbound Sec LT Adj/LT Sat: L 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0742 1381 TP. 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: ' T 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.709 1320 R 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0. 950 1.000 1770 ' .'crthbound Sec LT Adj/LTSat: - 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0. 950 1770 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 outhbound Sec LT Adj/LT Sat: 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 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 i 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 estbound Pri. : ' Sec. Left L 85 1320 0.06 0.219 283 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 outhbound 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 ' cst Time/Cycle,cle L Sum (v/s) critical = 0.59 Y = 15.00 sec Critical v/c(X) = 0.75 1 'UM C sep 400 567 1 0 t C act 400 0 .............................................................................................. 1 Norksheet 10 delay,queue length, and LOS Oovement 1 4 7 8 9 10 11 12 ............................................................................................ I................... I II I I II v(vph) 177 151 252 159 m(vph) 768 511 1Ic 0.23 0.30 0.63 95%queue length ' ^ontrol Delay 11.1 15.0 28.1 .OS B B D Approach Delay 28.1 Approach LOS 0 ................................................................................. 1 1 1 1 1 1 1 1 r HCS: Signals Release 3.1b rCity/St: Bozeman, MT nter:nalyst: Tim Schwab Proj #: 99242 Date: 10i20/99 Period: AM Pk - Buildout +10 W/0 Proj . r =/W St: Oak Street N/S St: 7th Avenue SIGNALIZEC IPITERSECTION SUMMARY I Eastbound I Westbound I Northbound I Southbound ' I L T R I L T R I L T R I L T R 1 1 t I I 1 . o. Lanes 1 1 _ 0 1 1 1 0 I 1 2 1 ( 1 2 1 I LGConfig I L TR I L TR i L T R I L T R "olume 1194 0 161 139 2 8 130 475 4 16 959 48 I ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 I _.TOR Vol I 25 1 2 1 2 I 15 i ^uration 0.25 Area Type: All other areas Signal Operations .hase 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 -B Right I WB Right reen 15.0 10.0 30.0 .ellow 5.0 5.0 5.0 All Red 0.0 0.0 0.0 ycle Length: 70.0 secs Intersection Performance Summary �ppr/ Lane Adj Sat Ratios Lane Group Approach ' Lane Group Flow Rate rp Capcity (s) v/c g/C Delay LOS Delay LOS 5 Lastbound ' L 300 1398 0.83 0.214 48.9 D 'R 339 1583 0.51 0.214 29.7 C 41.0 D westbound ' L 243 1135 0.21 0.214 24.5 C R 356 1660 0.03 0.214 21.9 C 24.0 C iorthbound L 253 1770 0.15 0.143 26.6 C ' 1517 3539 0.40 0.429 14.6 B 15.3 B 678 1583 0.00 0.429 11.5 B oouthbound L 253 1770 0.03 0.143 26.1 C 1517 3539 0.81 0.429 22.3 C 22.0 C 678 1583 0.06 0.429 11.9 B Intersection Delay = 23.8 (sec/veh) Intersection LOS = C 1 1 1 1 HCS: Signals Release 3. 1b nland Pacific Engineering, Inc. 1 707 West 7th, Suite 200 pokane, WA 99209 Phone: 1 P' S09-958-6890 Fax: 509-958-6899 •-Mail: ape@iea.corn OPERATIONAL ANALYSIS Intersection: "ity/State: Bozeman, MT nalyst: Tim Schwab roject No: 99242 Time Period Analyzed: AM Pk - Buildout +11 W/0 Proj . 1 ^ate: 10/20/99 ast/West Street Name: Oak Street orth/South Street Name: 7th Avenue ' VOLUME DATA I Eastbound ► Westbound i Northbound I Southbound I I L T R J L T R I L T R I L T R J olume 1199 C 161 139 2 8 130 975 4 16 959 98 I _HF 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 10.78 0.78 0.78 I PK 15 Vol 112 0 52 113 1 3 Ill 152 1 12 317 15 I ' 'i Ln Vol I I I I Grade 1 0 1 0 1 0 1 0 _deal Sat 11900 1900 11900 1900 14900 1900 1900 11900 1900 1900 I ParkExist I I I % ( I ' "umPark I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 ..o. Lanes 1 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 I LGConfig I L TR i L TR I L T R I L T R I ' Tane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 i TOR Vol 1 25 1 2 1 2 1 15 I _.dj Flow 1249 174 150 11 138 609 3 18 1229 92 1 %InSharedLnl I I I I ' ^rop Turns J 1.00 1 0.73 1 I I umPeds I 0 ► 0 1 0 I 0 I ..umBus ►0 0 10 0 10 0 0 10 0 0 I ' ^uration 0.25 Area Type: All other areas 1 1 1 I - OPERATING PARAMETERS a t- r west-bound i Northbound Scuthb nd r :. i bd I L I I L T R - - ' - . _ 10.0 0. 0 G. _ 0. _11 13. � i3'0 i_ 13.0 3.0 3. ) _ 0 Factor .00 0 I 1.000 1 1.O00 _.00C J02.0 _ r2.0 20 20 12 -^ 2.0 Time 12.0 2.0 . `.0 x: C g ^.0 I 0.0 0.0 I O.0 ' PHASE DATA Phase _-ombination 1 2 3 4 1 5 6 8 1 B Left NB Left A Thru P I Thru P Right P i Right Peds I Peds �.B Left P I SB Left P T Thru P Thru P ' Right P Right P Peds I Peds NB Right I EB Right ' I B Right I WB Right 1 I ' reen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 n11 Red 0.0 0.0 0.0 ' ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET ' Adjusted Prop. Prop. ppr./ Mat Flow No. Lane Flow Rate Left Right inovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns ' astbound 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 ' estbound 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 ' 'ialue entered by user. 1 1 1 SATURATIONFLOW ADJUSTMENT WORKSHEET Apr/ Ideal ^ f F f f f f Rd� t Lane Sat f f 1 Sat C,roup Flow W H`i P BB A LU RT LT low astbour.d Sec LT Adj/LT Sat: L 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- C,--52 1398 tTR 19C0 1.000 0. 960 i.000 1.000 1.000 1.00 1.00 6. 950 1_000 1533 Westbound Sec LT Adj/LTSat: - T 1900 1.000 0.980 1. 000 1.000 1.000 1.00 1.00 C. 609 1135 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.891 1.000 166C ' "orthbound Sec LT Adj/LTSat: _ 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0. 950 1770 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 Duthbound Sec LT Adj/LT Sat: 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 ^ 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-- t Appr/ Lane Flow Rate Flow Rate Ratio Ratio Capacity v/c Mvmt Group (v) (s) (v/s) (g/C) (c) Ratio r 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 astbound Pri. i 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 outhbound 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 ' ost Time/Cycle, L Sum (v/s) critical = 0.55 sec = 15.00 Critical v/c(X) = 0.70 1 1 1 LEVEL OF SERVICE WORKSHEET Dnr/ Ratios rf Prog Lane Incremental Res Lane Group Approach ar.e Del Adj Grp Factor Del Del _ro v,c g/, d1 73C Cap k d2 d3 Delay LOS Delay LOS 1 as=cound . 33 0.214 .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._ 0.0 29.7 C 41. 0 =stb-und 0,..14 _ 6 1.0^0 243 0.50 1. 9 0.0 24.5 C TR. 0.C3 ^.2-4 21. 8 1.000 356 0.50 0.2 0.0 21.9 C 24 . 0 _rthbound 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 0.00 0.429 11.5 1.000 678 0.50 0.0 0.0 11.5 B Duthbound 0.03 0.143 25.3 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 0.06 0.429 11.7 1 .000 678 0.50 0.2 0.0 11.9 B Intersection Delay - 23.6 (sec%veh) Intersection LOS = C SUPPLEMENTAL PERMITTED LT WORKSHEET for exclusive lefts ' APPROACH EB WB NB SB ..ycle Length, C 70.0 sec , Actual Green Time for Lane Group, G ' 15.0 15.0 ' -ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 ,umber of Lanes in Lane Group, N 1 1 ' Number of Opposing Lanes, No 1 1 -djusted Left-Turn Flow Rate, Vlt 249 50 ropertion of Left Turns in Opposing Flow, Plto 0.00 0.00 djusted Opposing Flow Rate, Vo 11 174 Lost Time for Lane Group, tl 5.00 5.00 ' eft Turns per Cycle: LTC=V1tC/3600 4.84 0.97 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.21 3.38 apposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) 1.00 1.00 gf={Gexp(- a * (LTC ** b) ) J-tl, gf<=g 0.0 0.0 ' pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 a=f4 .943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.89 ..0 =g-gq if gq>=gf, =g-gf if gq<gf 15.00 14.11 n=(gq-gf)/2, n>=0 0.00 0.44 ' tho-l-Plto 1.00 1.00 1-=Plt(1+( (N-1)g/(gf+gu/Ell+4,29) ) ) 1.00 1.00 ill (Figure 9-7) 1.33 1.54 E_12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 ' .. -n=2(1+Plt)/g or fmin=2(1+P1) /g 0.27 0.27 =max(gq-gf,0) 0.00 0.00 (min=fmin;max=1.00) 0.75 0.61 - -` ''T=(gf/gj+gdiff(1/{1+Plt(E12-1) }J ' i?uigJ (1/(l+Plt (Ell-1) J , (min=fmin;max-1.0) or flt=(fm+0. 91 (N-1) ] /N** flt 0.750 0.609 ' or special case of single-lane approach opposed by multilane approach, ee text. I: 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. or special case of multilane approach opposed by single-lane approach ;;r when gf>gq, see text. 1 SUPPLEMENTAL PERMITTED LT WORKSHEET for snared lefts APPROACH EB WB NB SB ycle Length, C ,G.' sec ctual Green Time __ Lane Group, G Effective Green . ..,_ _ for Vane Group, g Opposing Effective Green Time, go umber of Lanes in Lane Group, N umber of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt Droportion of Left Terns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl Teft Turns per Colt: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fiuo _pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) ' gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g ^pposing Queue Ratio: qro=1-Rpo (go/C) q=(4 .943Volc**0.762) (gro**1. 061) -tl, gq<=g ,u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 -tho=1-Plto 1*=Plt[1+( (N-1) g/ (gf+gu/Ell+4 .24) ) ) -11 (Figure 9-7) ' E12=(1-Ptho**n) /Plto, E12>=1.0 `min=2 (1+Plt) /g or fmin=2 (1+21) /g diff=max(gq-gf,0) _m=[gf/g]+[gu/g] [1/(1+P1(E11-1) ) ] , (min=fmin;max=1.00) ' flt=fm=[gf/g]+gdiff[1/{l+Plt (E12-1) ) ] [gu/91 [1/ (l+Plt (E11-1) ] , (m4-n=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** flt Primary or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach _r when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT /c ratio from Capacity Worksheet, X rimary phase effective green, g secondary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ' -ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/(3600 (max(X, 1.0) ) ) , qa rrimary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss ' Perm Prot ACase Queue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr uniform Delay, dl ! I L 1 DELAY/LOS WORKSHEET WITH INITIAL QUEUE In_tiai Dur. Uniform Delay Ini`_ial Final Initial Lane Appr/ Unmet Unmet Queue Unmet Queue Group Tane Demand Demand Unadj . Adj . Param. Demand Delay Delay coup Q veh _ hrs. ds di sec u Q Leh d3 sec d sec �asL ou.._. ^'estbound orthbound �outhbound Intersection Delay 23.8 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. ` ! ! ! ! i HCS: Signals Release 3.1b nter: 7th & Oak City/St: Bozeman, MT nalyst: Tim Schwab Pro? #: 99242 Date: 10/20/99 Period: PM Pk - Buildout +10 /o F/W St: Oak Street NIS St: 7th Avenue SIGNALLED 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 o. Lanes 1 1 0 1 1 1 0 1 1 2 1 1 1 2 LGConfig I L TR I L TR I L T R I L 7 R ! "olume 1 213 2 103 189 17 11 1173 1308 0 ( 1 957 ,_ ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12 .0 12.0 I TOR Vol 1 2 5 I 2 I 0 1 1 ^uration C .2` Area Type: All other areas Signal Operations _hase Combination 1 2 ' 4 I 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 -B Right I WB Right reen 15.0 10.0 30.0 .ellow 5.0 , 5.0 5.0 All Red 0.0 0.0 0.0 ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate rp Capcity (s) v/c g/C Delay LOS Delay LOS -astbouna L 295 1378 0.76 0.214 42.5 D -R 341 1590 0.25 0.214 24 .5 C 37.6 D ..estbound ' L 280 1308 0.34 0.214 26.5 C -R 379 1770 0.07 0.214 22.3 C 25.6 C ,.orthbound L 253 1770 0.72 0.143 38.2 D 1517 3539 0.91 0.429 28.2 C 29.4 C 678 1583 0.00 0.429 11.4 B .,outhbound L 253 1770 0.00 0.143 25.8 C ' - 1517 3539 0.66 0.429 18.3 B 17.9 B 678 1583 0.10 0.429 12.2 B Intersection Delay = 26.3 (sec/veh) Intersection LOS = C 1 i 1 HCS: SionaIs Release .. . lb .land Pacific engineering, Inc• 707 West 7th, Suite 200 :)Okane, 7A 99204 Phone: 509-458-6840 7ax: 509-458-6844 -Mail: ne@iea.com OPERATIONAL ANALYSIS Intersection: 7th a Oak rty/State: Bozeman, MT nalvst: Tim Schwab act ND: 99242 Time Period Analyzed: PM Pk - Buildout +10 W/O Proj . 'are: 10/20/99 ast/West Street Name: Oak Street ..orth/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 olume 1213 2 103 189 17 11 1173 1308 0 I1 957 77 .HF 10.95 0. 95 0.95 10. 95 0.95 0.95 10.95 0.95 0.95 10.95 0. 95 0. 95 PK 15 Vol 156 1 27 123 5 3 146 344 0 11 252 20 1 'i Ln Vol Grade 1 0 1 0 1 0 1 0 deal Sat 11900 1900 11900 1900 1I'1900 1900 1900 11900 1900 1900 1 ParkExist I 1 I I "umPark I I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 1 ,,c. Lanes 1 1 1 0 1 1 1 0 ► 1 2 1 I 1 2 1 LGOoniig i L TR I L TR I L T R I L T R I 'ane Width 112.0 12.0 112.0 12.0 112.0 12:0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 I 2 I 0 1 15 I rdj Flow 1224 84 194 27 1182 1377 0 I1 1007 65 1 %InSharedLnl i I I I roo Turns 1 0. 98 1 0.33 1 I umPeds 1 0 0 1 0 I 0 ,.umBus 10 0 10 0 10 0 0 10 0 0 1 ' -uration 0.25 Area Type: ,All other areas OPERATING PARAMETERS Eas �cund I westbound I Ncrthbound I S'cuthbouni L I i T P I L C, I 13 3 13 - - 13 3 ! . :.� j3.0 3.0 I '. � _.0 EX� J 3. _ I 3. . 3. --Y I 1.000 I 1.00C_ IJ `.00C ? (� n 12 .0 2.0 12 n 2.0 .0 12 .0 .0 0 ! 12.0 2 .0 1_ . 2.0 2.0 1� .0 2.0 1 red I 0.0 1 0.0 ( 0.0 PHASE DATA Phase Ccrnbinazicn 1 2 3 4 1 5 0 8 B Left ! NB Left A Thru P I Thru P Peds 11 Peds ..B Left _ I SB Left P Thru P Thru P Righz Right P Peds I Peds t1B P.ight I EB Right I . B Right I WB Right Teen 5.G 10.0 30.0 ellow �.0 5.0 5.0 �11 Red 0.0 0.0 0.0 -Yc1e Le not: 70. C' secs VOLUME ADJUSTMENT WORKSHEET I Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right ,•,ovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns -astbound Left 213 D.95 224 1 L 224 Thru 2 0.95 2 1 TR 84 0.98 R=ght 103 0.95 82 0 25 estbound 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 L40rthbound Left 173 G.95 182 1 L 182 Thru 1308 C.95 1377 2 T 1377 Right 0 n.95 0 1 R 0 0 Southbound Left 1 0.95 1 1 L Thru 957 0. 95 1007 2 T 1 Right 77 0.95 65 1007 1 R 15 65 Value entered b; user. SATURATION FLOW ADJUSTMENT WORKSHEET nor/ Ideal Ad-i f f f f f f f S at Lane Sat f f v group Flow W HV P BB A LU RT LT Flaw _astbound Sec LT Adj/LT Sat: L 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 ---- 0740 137 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.654 1.000 1590 Westbound Sec LT Adj/LTSat: - 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.702 1308 1900 i.000 0. 980 1.000 1.000 '_.000 1.00 1.00 0.950 1.000 1770 orthbound Sec LT Adj/LTSat: - 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0. 950 1770 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 outhbound 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 1900 1.000 0.980 1.000 1.000 1.000 1.00 l'.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 estbound 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 outhbound 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 ost Time/Cycle, L = 15.00 sec Critical v/c(X) = 0. 83 1 � t LEVEL OF SERVICE WORKSHEET pp: Pa:ios Or_ roa Lane Incremental Res Lane Group approach ane Del Adj Grp Factor Del Del Grp v/•_ Cli d1 act Cap k d2 d3 De1a: L0S Deia. LOS astcound .000 295 0.50 16.7 0.0 42.5 TR %.,E _1 . 22. a 1.000 341 0.50 1.7 0.0 24 .E C 37 . 6 D estc__-. 2-.- 1.000 280 0.50 3.2 0. 0 26.5 _ TR 0.07 J._' 21.9 1.000 379 0.50 0.4 0.0 22.3 C 2E, 6 orthbound 0.72 0. 143 29.7 1.000 253 0.28 9.5 0.0 38.2 D T 0. 91 0.429 19 .7 '-.000 1517 0.50 9.5 0.0 28.2 C 29. 4 C 0.00 0.429 11.4 1.000 678 0.50 0.0 0.0 11.4 B outhbound 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 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 ,.ycle Length, C 70.0 sec Actual Green Time for Lane Group, G 15.0 15.0 -ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15. 0 ..umber of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 ".djusted Left-Turn Flow Rate, Vlt 94 ro ortion of f 0.0 0. p Left Turns in Opposing Flow Plto 0.00 0.00 -djusted Opposing Flow Rate, Vo 27 84 Lost Time for Lane Group, tl 5.00 5.00 ' "eft Turns per Cycle: LTC=V1tC/3600 4 .36 1.83 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.52 1. 63 apposing 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 '-pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 q-(4.943Volc**0.762) (gro**1.061)-tl, gq<=g 0.00 0.00 yu =g-gq if gq>=af, =g-gf if gq<gf 15.00 15.00 n=(gq-gf) /2, n>=0 0.00 0.00 -'tho=1-Plto 1.00 1.00 '1*=Plt[l+( (N-l)g/ (gf+gu/Ell+4 .24) ) ) 1.00 1.00 .11 (Figure 9-7) 1.42 E12=(1-Ptho**n) /Plto, E12>=1.0 1.1.35 35 1. 42 00 min=2 (1+Plt) /g or fmin=2 (1+p1) /g 0.27 0.27 diff=max(gq-gf, 0) 0.00 0.00 m=[gf/g]+[gu/g] [1/(l+pl (Ell-1) ) ] , (min=fmin;max=1.00) 0.74 0.70 flt=fm=[gf/g]+gdiff[l/(l+plt (E12-1) 1] [gu/g] [1/(l+plt (Ell-1) 1 , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.740 0.702 ' or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach ur when gf>aq, see text. SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB v ,cle Length, ^0.0 sec :foal Green Time for Lane Group, G Effective Green Time fcr Lane Group, g --)posing Effective Green Time, go amber of Lanes Lane Group, N ...amber of OppCsino Lanes, No Adjusted Lef--Turn Flow Rate, Vlt rocrtion cf Lelf Turns in Lane Group, Pit p roport-on of Left Turns in Opposing Flow, Plto ..djusted Opposing Flow Rate, Vo Lost Time for Lane Group, tl aft Turns per Cycle: LTC=V1tC/3600 oposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo -pposing Platoon Ratio, Rpo (Table 9-2 or Ean 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-tl, gf<=g oposing Queue Ratio: qro=1-Rpo(go/C) i=(4 .943Volc**0. 762) (grc**1.061) -tl, gq<=g ya =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 -tho=l-Plto 1*=Plt [l+( (N-1)g/ (gf+qu/Ell+4 .24) ) ) .11 (Figure 9-7) E12=(1-Ptho**n) /Plto, E12>=1.0 min=2 (1+Plt) /g or fmin=2 (1+P1) /g .Jiff=max(gq-gf,0) �m=[gf/g]+[gu/9] [1/{l+Pl(Ell-1) ]] , (min=fmin,;.max=1.00) 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 Primary or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach ur when gf>gq, see text. ' SUPPLEMENTAL UNIFORM DELAY WORKSHEET i Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT /c ratio from Capacity Worksheet, X rimary phase effective green, g secondary phase effective green, gq ' (From Supplemental Permitted LT Worksheet) , gu ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/(3600 (max(X,1.0) ) ) , qa erimary ph. departures: s/3600, sp Seccndary ph. departures: s (gq+gu) / (gu*3600) , ss Perm Prot xCase Queue at beginning of green arrow, Qa ueue at beginning of unsaturated green, Qu esidual queue, Qr uniform Delay, dl li DEiAY/LOS WOF.KSHEET WITH INITIAL QUEUE Initial Dur. Uniform Delay Initial Final Ini`ial Laze Appr/ Unmet_ Unm of Queue Unmer Queue :Troup Tane Demand Demand Unadj . AdJ . Fa_am. Demand Delay Delay coup Q veh _ hrs. as dl sec u Q veh d3 sec d sec Eastbound estbound orthbound outhbound Intersection Delay 26.3 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. L BUILD OUT YEAR PLUS 10 YEARS (2010) LEVEL OF SERVIC CALCULATIONS WITH PROJECT 1 1 1 1 1 HCS: Unsignalized Intersections Release 3.1 b TWO-WAY STOP CONTROL(TWSC)ANALYSIS Analyst:Tim Schwab 1 Intersection:7th& Baxter ;ount Date:9128I99 'ime Period: AM Pk -BID+10 - CIO u>�TLL P,zo�, ntersection Orientation: North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 ............................................................................................. lolume: 89 619 79 73 770 197 67 58 4 108 *R: 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 'HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 .............................................................................................. 'edestrian Volume Data: Vovements: .......................................I...... ............ ...................... Flow: ane width: JValk speed: I % Blockage: .Median Type: Raised Curb #of vehicles: 5 :tared approach Movements: ' I of vehicles:Eastbound 1 I of vehicles:Westbound 0 .ane 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 :hannelized: 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.......................... 1 Y N N N Y N N Y y Channelized: N 3rade: 0.00 _ane 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 3rade: 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 IL prot T ' Distance: 500 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 Arrival Type: 3 3 Saturation Flow Rate: 1 700 . 1700 Progressed Flow: 0 200 Approach:Southbound ' L prot T Distance: 600 Progression Speed: 35 Cycle Length: 70 Green Time: 10 30 4rrival Type: 3 3 Saturation Flow Rate: 1700 1700 ' Progressed Flow: 0 300 lata for Computing Effect of Delay to Major Street Vehicles: ..................................................................................... Northbound Southbound hared In volume,major th vehicles: 0 0 .;hared In volume,major rt vehicles: 0 0 Sat flow rate,major th vehicles: 1700 1700 ;at flow rate,major rt vehicles: 1700 1700 .Dumber of major street through lanes: 2 2 .ength of study period,hrs: 0.25 i ............................._.................................... Worksheet 4 Critical Gap and Follow-up time calculation. :ritical Gap Calculations: Movement 1 4 9 10 11 12 ........................................................................................ 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 by 0.02 0.02 0.02 0.02 0.02 0.02 c,g 0.1 0.2 0.2 0.1 G 0.00 0.00 0.00 0.00 0.00 0.00 +. 3,lt 0.0 0.0 0.0 0.0 0.0 0.0 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 :c 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 ollow Up Time Calculations: Movement 1 4 9 10 11 12 ------ 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 by 0.02 0.02 0.02 0.02 0.02 0.02, :f 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 /prog 200 300 Total Saturation Flow Rate,s(vph) 3400 3400 ' Arrival Type 3 3 :ffective Green g eff(sec) 30 30 Cycle Length,C(sec) 70 70 Rp(from table 9.2) 1.000 1.000 3roportion of vehicles arriving on green P 0.429 0.429 9 41 g q2 2.4 3.5 0.1 0.3 q 2.5 3.9 ................................................................ Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt ....................................................................................... ...... ilpha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.191 0.216 11 c,max 348 469 J c,min 2000 2000 t p 0.0 0.0 1 0.000 0.000 ....................................................................................... r Worksheet 5c. Effect of upstream signals(computation 3) Platoon Event Periods Result .................................................................................. p2 0.000 ' 05 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 08 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 1 --- ' Worksheet 5d.Effect of upstream signals(computation 4) ' Movement ...............................I..................... 1 stage 1 4 9 10 11 12 .......................................................... c,x 1289 931 465 2003 2521 645 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 c,u,x 1289 931 465 2003 2521 645 ............................................................................................. iMovement ................................I.................................................. 2 stage 10 11 Stagel Stage2 Stagel Stage2 V c,x 1353 650 1353 1168 3400 3400 3400 3400 'x 1.000 1.000 1.000 1.000 V c,u,x 1353 650 1353 1168 1 .............................................................................................. ' Vorksheet 5e.Effect of (computation signals upstream si 5) P 9 Movement ................ ................ ....................................... Istage 1 4 9 10 11 12 r ............ >x 1.000 1.000 l.000 1.000 1.000 1.000 � r,x 534 731 544 35 28 415 ' C plat,x 534 731 544 35 28 415 .............................................................................................. ' Movement ................................. .................................---.............. _'stage 10 11 Stagel Stage2 Stagel Stage2 ...................... 'x 1.000 1.000 1.000 1.000 C r,x 158 424 217 266 plat,x 158 424 217 266 ............................................................. ..........--........ Vorksheet 6 Impedance and capacity equations Step 1:RT from Minor St. 9 12 ..................................................................... Conflicting Flows 465 645 ' potential Capacity 544 415 'edestrian 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. 1 •...................... ............................ 'onflicting Flows 931 1289 Potential Capacity 731 534 'edestrian Impedance Factor 1.00 1.00 .Aovement Capacity 731 534 Probability of Queue free St. 0.87 0.78 .................................................................•........................--- ' Vorksheet 7a.Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1•First Stage Conflicting Flows 1115 1353 r 'otential Capacity 286 217 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.78 0.87 Movement Capacity 222 188 'robability of Queue free St. 1.00 0.97 .......................................................................... ............ 'art 2•Second Stage ....... ....................................................................................... Conflicting Flows 1484 1168 'otential Capacity 190 266 Pedestrian Impedance Factor 1.00 1.00 I Cap.Adj.factor due to Impeding mvmnt 0.87 0.78 Aovement Capacity 165 207 ............................... .............................................. 'art 3•Single Stage ........................................................................................ ..... Conflicting Flows 2599 2521 'otential Capacity 25 28 .'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.67 0.67 Aovement Capacity 17 19 .............................................................................................. IasuIt for 2 stage process: a 0.98 0.98 6.99 1.86 '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 'edestrian Impedance Factor 1.00 1.00 .:ap.Adj.factor due to Impeding mvmnt 0.78 0.87 Movement Capacity 175 137 I 1 .......................... Part 2 Second Stage :onflicting Flows 711 650 ' Potential Capacity 395 424 'edestrian Impedance Factor 1.00 1.00 lap.Adj. factor due to Impeding mvmnt 0.55 0.65 Movement Capacity....................................21....... 276 ........... ...... Part 3-Single Stage •.............................................. .............................................. .onflicting Flows 1826 2003 Potential Capacity 49 35 'edestrian Impedance Factor 1.00 1.00 Aaj.L, Min T Impedance factor 0.64 0.67 ' Maj.L, Min T Adj. Imp Factor. 0.72 0.75 'lap.Adj.factor due to Impeding mvmnt 0.47 0.62 Movement Capacity 23 22 ............................................................................. __........... ' lesult for 2 stage process: ............................................................................................... ' a 0.98 0.98 I 2.01 0.73 t 96 127 ....................................................................... ..................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations ' Movement ..................................................................8 9 10 11 12 ................... i(vph) 89 77 5 144 Movement Capacity 544 127 105 415 Shared Lane Capacity ........................................ ' Worksheet 9-Computation of effect of flared minor street approaches Movement 9 10 11 12 .............................................................................................. :Sep 544 127 105 415 Volume 89 77 5 144 1 9elay 12.9 70.0 40.9 18.2 1 sep 0.32 1.50 0.06 0.73 0 sep +1 1.32 2.50' 1.06 1.73 round(Qsep +1) 1 3 1 2 ............................ a max 1 3 C sh 544 225 LIM C sep 544 647 1 0 C act 544 225 -- Jorksheet 10 delay,queue length,and LOS Ilovement 1 4 7 8 9 10 11 12 v(vph) 119 97 89 227 "m(vph) 534 731 225 IC 0.22 0.13 0.16 1.01 95%queue length ' control Delay 13.7 10.7 12.9 107.7 OS B B B F Approach Delay 12.9 107.7 1 1 HCS:Unsignalized Intersections Release 3.1b TWO-WAY STOP CONTROLITWSC)ANALYSIS Analyst:Tim Schwab Intersection:7th&Baxter ;ount Date: 9128/99 'ime Period:PM WI +1 OProj rntersection Orientation:North-South Major St. Vehicle Volume Data: Movements: 1 2 3 4 5 6 9 10 11 12 1 ............................................................................................... Volume: 170 1024 323 200 764 83 307 45 6 102 AFR: 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 °HV: 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 0.02 ..........•................................................................................... 'edestrian Volume Data: ' Movements: ............................................................................................... Flow: _ane width: fialk speed: % Blockage: .Median Type: Raised Curb ' a of vehicles: 5 Flared approach Movements: b of vehicles:Eastbound 1 y of vehicles:Westbound ''0 ' :ane usage for movements 1,2&3 approach: Lane 1 Lane 2 Lane 3 ' ...................................................T R L T R L T R ........................................... Y N N N Y N N Y Y rChannelized: 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 trade: 0.00 ane 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 ;hannelized: N 3rade: 0.00 ane 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 :hannelized: N Grade: 0.00 Upstream Signal Data: 1 .............................................................................................. Approach:Northbound ' L prot T Distance: 500 'rogression Speed: 35 'ycle Length: 70 ' Green Time: 10 30 arrival Type: 3 3 saturation Flow Rate. 1700 - 1700 Progressed Flow: 0 600 1 Approach:Southbound ' L prot T ' 7istance: 600 'rogression Speed: 35 Cycle Length: 70 ' Green Time: 10 30 arrival Type: 3 3 ,Saturation Flow Rate: 1700 1700 ' Progressed Flow: 0 350 1 ]ata 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 Vumber of major street through lanes: 2 2 Y _en th of stud period, hrs: 0.25 9 ............................................... 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 1 ..' .............................................. .. V prog rog 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 rq 8.6 4.6 ...................................... .............. ... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 Proprtion of time blocked Vt Vt .............................................................................................. ilpha 0.400 0.400 beta 0.714 0.714 ' a 9.718 11.662 0.265 0.231 f 0.380 0.321 ' V c,max 1199 764 1 win 2000 2000 t p 0.0 0.0 ' 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) ' Platoon Event Periods Result .............................................. ............................................. ' p2 0.000 o5 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 11 1.000 1.000 1.000 p12 1.000 1 ................................................... Worksheet 1 5d. Effect o upstream signals(computation f P 4) ' Movement 1 stage 1 4 9 10 11 12 .............._................................ . c,x 882 1403 702 2143 3013 441 3400 3400 3400 3400 3400 3400 1 Px 1.000 1.000 1.000 1.000 1.000 1.000 'c,u,x 882 1403 702 2143 3013 441 _......................................................................... Movement ............................................................................................ 1 2 stage 10 11 Stagel Stage2 Stagel Stage2 ............................................................. t V c,x 1256 888 1256 1757 3400 3400 3400 3400 'x 1,000 1.000 1.000 1.000 V c,u,x 1256 888 1256 1757 .............................................................................................. ' Norksheet 5e.Effect of upstream signals(computation 5) Movement ...................:.......... ............... ....................... 1 stage 1 4 9 10 11 12 .................................................................---........................... 'x 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 " Stage. Stage2 Stage. Stage2 ?x 1.000 1.000 1.000 1.000 C r,x 181 305 241 137 ' plat 181 305 241 137 . ................................................ tNorksheet 6 Impedance and capacity equations ' Step 1:FIT from Minor St. 9 12 .............................................................................................. Conflicting Flows 702 441 ' °otential Capacity 381 564 'edestrian Impedance Factor 1.00 1.00 Movement Capacity 381 564 ' probability of Queue free St. 0.16 0.81 ............................................................. I......................... .._.. Step 2:LT from Major St. 4 1 ............. ................................................................ . . . .. ........ %onflicting Flows 1403 882 Potential Capacity 483 762 1 'edestrian Impedance Factor 1.00 1.00 .Aovement Capacity 483 762 1 Probability of Queue free St. 0.57 0.77 .............................................._....................... ...... ' Vorksheet 7a-Computation of the effect of Two-stage gap acceptance Step 3:TH from Minor St. 8 11 'art 1- First Stage ._............................................ .......................----..............-- ' Conflicting Flows 1589 1256 'otential Capacity 169 241 'edestrian Impedance Factor 1.00 1.00 Cap.Adj.factor due to Impeding mvmnt 0.77 0.57 Movement Capacity 130 137 'robability of Queue free St. 1.00 0.95 ....................................................................................... 'art 2-Second Stage .................................................................................. ............ ' Conflicting Flows 1299 1757 'otential Capacity 234 137 Pedestrian Impedance Factor 1.00 1.00 ' Cap.Adj.factor due to Impeding mvmnt 0.57 0.77 Vovement Capacity 133 105 ............................................................................................... ' 'art 3-Single Stage ........................................................................I.,.................... Conflicting Flows 2888 3013 'otential Capacity 16 13 .'edestrian Impedance Factor 1.00 1.00 ' Cap.Adj.factor due to Impeding mvmnt 0.44 0.44 Jovement Capacity 7 6 .............................................................................................. ' IesuIt for 2 stage process: a 0.98 0.98 ' -2.39 -1.20 . t 0 0 Probability of Queue free St. 0.00 0.00 1 ...................................................................... ' Worksheet 7b-Computation of the effect of Two-stage gap acceptance Step 4:LT from Minor St. 7 10 ' Part 1.First Stage ................................... 6onflicting Flows 1589 1256 Potential Capacity 115 181 'edestrian Impedance Factor 1.00 1.00 , ap. Adj. factor due to Impeding mvmnt 0.77 0.57 Movement Capacity 88 103 1 1 ........................................................................................ 1 Part 2-Second Stage ......................................................... .................................. ,onflicting Flows 818 888 ' Potential Capacity 341 305 'edestrian Impedance Factor 1.00 1.00 ,ap. Adj.factor due to Impeding mvmnt 0.44 0.12 1 Movement Capacity... 1.50.... ........38....._ .......... ................... ' Part 3-Single Stage ,onflicting Flows 2407 2143 Potential Capacity 18 27 'edestrian Impedance Factor 1.00 1.00 Oaj.L, Min T Impedance factor 0.00 0.00 Maj. L, Min T Adj. Imp Factor. 0.00 0.00 ' Ap.Adj.factor due to Impeding mvmnt 0.00 0.00 Movement Capacity 0 0 ............................................................................................... ' 3esult for 2 stage process: ............................................................................................... a 0.98 0.98 1 -3.24 -0.60 0 t 0 115 ..........................................................-.......... ...... .................... Worksheet 8 Shared Lane Calculations Shared Lane Calculations Movement 7 8 9 10 11 12 ................... i(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 ........................................ sep 381 115 0 564 Volume 320 47 6 106 ' Oelay 48.2 56.3 0.0 12.9 1 sep 4.28 0.73 0.00 0.38 0 sep +1 5.28 1.73 1.00 1.38 ' round(Qsep +1) 5 2 1 1 ............................ a max 5 2 C sh 381 0 1 ' ;UM C sep 381 679 1 0 t C act 381 0 .............................................................................................. Norksheet 10 delay,queue length, and LOS tMovement 1 4 7 8 9 10 11 12 .............................................................................................. ................... II I v(vph) 177 208 320 159 ' m(vph) 762 483 ifc 0.23 0.43 0.84 95%queue length ' 'ontrol Delay 11.1 18.0 48.2 OS B C E Approach Delay 48.2 ' Approach LOS............................ .....E... .. .............. 1 1 1 1 r HCS: Signals Release 3. 1b rater City/St: Bozeman, MT nalyst: Tim Schwab Prcj 99242 Date: 10/20/99 Period: AM Pk - Buildout *10 With Proi rF/W St: Oak Street N/S St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY f Eastbound I Westbound I Northbound I Scuthbcund rI L T R I L T R I L T R I L T' F I o. La n_s 1 _ _ 0 1 i _ Q 1 1 2 1 1 i I LGConfig I L TR I L TR I L T R I L T R I r 170lume 1194 0 161 184 2 8 130 506 20 110 959 48 I ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112 . 0 12.0 12.0 I TOR Vol 1 25 1 2 1 2 I 15 1 ^uration 0.2= Area Type: All other areas Signal Operations hase 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 ' "B Right I WB Right reen 15.0 10.0 30.0 _ellow 5.0 5.0 5.0 All Red 0.0 ' 0.0 0.0 ' ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate ' -rp Capcity (s) v/c g/C Delay LOS Delay LOS -astbound L 300 1398 0.83 0.214 48. 9 D ' -R 339 1583 0.51 0.214 29.7 C 41.0 D .,estbound L 243 1135 0.44 0.214 29.7 C ' -R 356 1660 0.03 0.214 21.9 C 29.0 C .orthbound 11 - L 253 1770 0.15 0.143 26.6 C ' 1517 3539 0.43 0.429 14. 9 B 15.4 B 678 1583 0.03 0.429 11.7 B ..,outhbound L 253 1770 0.05 0.143 26.3 C ' 1517 3539 0.81 0.429 22.3 C 22.0 C 678 1583 0.06 0.429 11. 9 B Intersection Delay = 23.8 (sec/veh) Intersection LOS = C 1 1 1 1 tHCS: Signals Release 3. 1b eland Pacific Engineering, Inc. t 707 West 7th, Suite 200 pokane, WA 99204 Phone: 509-458-6840 Fax: 509-458-6844 1 F.-Mail: ipe@iea.com OPERATIONAL ANALYSIS ' Intersection: amity/State: Bozeman, MT nalyst: Tim Schwab roject No: 99242 Time Period Analyzed: AM Pk - Buildout +10 With Proj t I)ate: 10/20/99 ast/West Street Name: Oak Street orth/South Street Name: 7th Avenue tVOLUME DATA I Eastbound I Westbound l Northbound I Southbound 1 ' I L T R I L T R 1 L T R I L T R I I I I I 1 olume 1194 0 161 184 2 8 130 506 20 110 959 48 1 HF 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 I10 162 6 13 307 15 1 "i Ln Vol I I I I Grade 1 0 1 0 1 0 1 0 1 _deal Sat 11900 1900 11900 1900 ) 1900 1900 1900 11900 1900 1900 I ParkExist I I l ' "umPark I I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 ..o. 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 ' 'ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12.0 1 TOR Vol 1 25 1 2 1 2 ( 1 15 l ._dj Flow 1249 174 1108 11 138 649 23 113 12L9 42 %InSharedLnl I I ' ^rop Turns I 1.00 I 0.73 1 1 1 umPeds I 0 I 0 1 0 1 0 1 ..um.Bus 10 0 10 0 10 0 0 10 0 0 1 ' ^uration 0.25 Area Type: All other areas s 1 1 1 tOPERATING PARAMETERS Eastbound I Westbound I Northbound I Scuthbound I I L T R I L T R I L T R ! L T R ► 1 I I I 1 i ait Unmet 10.0 0.G 10.0 0.0 IG. G G.0 0.0 ►G.G J.0 0 0 rriv. Type13 3 13 3 13 3 3 I3 3 3 Uni= Est. 13.0 3.0 13.0 3.0 13.0 3.0 3. 0 13.0 3.0 3.0 I T Factor 1 1.000 1 1.000 1 i.000 1 1 .000 ost Time 12.0 2 .0 12.0 2 .0 12.0 2.0 2 .0 12.0 2 .0 2.0 I st of g 12 .0 2.0 12.0 2.0 12.0 2.0 2.0 12 .0 2 . 0 2 .G Ped Min g 1 0.0 I 0.0 1 0.0 I 0.0 PHASE DATA ' Phase Combination 1 2 3 4 1 5 6 8 B Left P I NB Left A Thru P I Thru P t Right P I Right P Peds I Peds ..B Left P SB Left P ' Thru P Thru P Right P Right P Peds I Peds ' NB Right I EB Right I B Right I WB Right I 1 Teen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 ..11 Red 0.0 0.0 0.0 ' �ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET 1 ' Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right -ovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns ' -astbound 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 ' estbound 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 Lorthbound 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. 1 SATURATIOP4 FLOW ADJUSTMENT WORKSHEET Apr/ Ideal Adj f f f f Lane Sat f Sat f ` ` ' -sun 71ow W H'i G P BB A LU RT LT -low as`.^J nd sec IT Adj/LT Sat: L 1900 1.000 1. 911 1.000 1.000 1.000 1.00 1.00 ---- 0. 50 13P� ' TR 1900 1.000 C. 980 1.0oo 1.000 1.000 1.00 1.00 0.850 1-000 15?3 Westbcun_ Sec LT Ad!/LT Sat: - 1=,0n 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0. 609 1135 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0.891 1.000 1660 orthbound Sec LT Adj/LTSat: - 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 0.950 17-70 19o0 1.000 0. 980 1.000 1.000 1.000 1.00 0.95 1.000 1. 000 3539 R 1110 1.011 0. 980 1.000 1.010 1.000 1.00 1.00 0.850 ---- 1113 outhbound Sec LT Adj/LT Sat: 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 ' T 1900 1.000 0.910 1.000 1.000 1.000 1.00 0. 95 1.000 1_100 3539 1900 1.000 0.980 1.000 1.000 1.000 1.00 1600 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 estbound Pri. i Sec. Left L 108 1135 0.10 0.214 293 0.49 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 outhbound 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 � ' S ost Time/Cycle, L um (v/s) critical = 0.55 = 15.00 sec Critical v/c(X) = 0.70 i 1 LEVEL OF SERVICE WORKSHEET ;pr; Ratios Onf Preg Lane Increm.en.tal Res Lane Group approach ine Del Adj Grp Factor De' Del Gro v/c g/C dl Fact Cap k d2 d3 Delay LOS Delay LOT ' 3stbOund _ .50 72. 6 0.0 48. � 0.33 0. ,14 26. 5 1.000 30. 0 D TR 0. 51 0.214 24.3 1.000 339 0.50 5.5 0.0 29.7 C 41 .0 D t'bcund 0. 44 0.214 23. 9 1.000 243 0. 50 3. 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 Drthbound 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 0.03 0. 429 11.6 1.000 678 0.50 0.1 0.0 11.7 B cuthbound 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 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 --ffective Green Time for Lane Group, g 15.00 15.00 pposing Effective Green Time, go 15.0 15.0 ,Number of Lanes in Lane Group, N 1 1 Number of Opposing Lanes, No 1 1 djusted Left-Turn Flow Rate, Vlt 249 108 roportion of Left Turns in Opposing Flow, Plto 0.00 0.00 7djusted Opposing Flow Rate, Vo 11 174 Lost Time for Lane Group, tl 5.00 5.00 eft Turns per Cycle: LTC=V1tC/3600 4 .84 2. 10 pposing 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 pposing Queue Ratio: qro=l-Rpo(go/C) 0.79 0.79 q=(4.943Volc**0.76:2) (gro**1.061)-tl, gq<=g 0.00 0.89 uu =g-gq if gq>=gf, =9-gf if gq<gf 15.00 14.11 n=(gq-gf) /2, n>=0 0.00 0.44 ' tho=1-Plto 1.00 1.00 1*=Plt [l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 1.00 1.00 r,ll (Figure 9-7) 1.33 1.54 ' E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 min=2 (1+Plt) /g or fmin=2 (1+p1) /g 0.27 0.27 diff=max(gq-gf, 0) 0.00 0.00 im=[gf/g]+[gu/g] [1/{1+p1(E11-1) )] , (min=fmin;max=1.00) 0.75 0.61 fit=fm=[gf/g]+gdiff[l/{I+plt(E12-1) ) ] ' ;gu/g] [1/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.91 (N-1) ] /N** fit 0.750 0. 609 ' or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach or when gf>gq, see text. 1 ' SUPPLEMENTAL PERMITTED LT WORKSHEET for shared lefts APPROACH EB WE NB S ycle Length, C 70.0 sec :tual Group Green Time �._ Lane , G ' E`fectivey`reen Time for Lane Group, g Opposr rective Green Time, go umber Lanes in Lane Group, N umber _ cposing Lanes, No Adjusted Left-:'urn =low Rate, Vlt ' proportion of left Turns in Lane Group, Pit r000rtion of Left Turns in Opposing Flow, Plto djusted Cpposing Flow Rate, Vc Lost Time for Lane Group, tl ' Teft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing Platoon Ratio, Rpo (Table 9-2 or Eqn 9-7) gf=[Gexp(- a * (LTC ** b) ) ]-ti, gf<=g t npposing Queue Ratio: qro=1-Rpo(go/C) q=(4 . 943Volc**0.762) (gro**1.061) -tl, gq<=g u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 ' Dtho=l-Plto 1*=Plt[l+( (N-1)g/ (gf+gu/Ell+4.24) ) ) 11 (Figure 9-7) t E12=(1-Pthc**n) /Plto, E12>=1.0 Amin=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) -m=[gf/g]+(gu/g] [l/{1+P1 (Ell-1) ) ] , (min=fmir�;max=1.00) ' flt=fm=[gf/g]+gdiff(1/(l+Plt(E12-1) )] -[gu/a] [l/ (l+Plt(Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0. 91 (N-1) ] /N** flt Primary nor special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach ..r when gf>gq, see text. SUPPLEMENTAL UNIFORM DELAY WORKSHEET Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT ' - /c ratio from Capacity Worksheet, X rimary phase effective green, g -econdary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ' ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/ (3600(max(X, 1.0) ) ) , qa _rimary ph. departures: s/3600, sp Secondary ph. departures: s (gq+gu) / (gu*3600) , ss ' "Perm Prot ..Case Queue at beginning of green arrow, Qa ' ^ueue at beginning of unsaturated green, Qu esidual queue, Qr niform Delay, dl 1 tDELAY/LOS WORKSHEET WITH I14ITIAL QUEUE Initial Dur. Uniform Delay Initial Final Initial Lane Appr/ Unme= Unmet Queue Unmet Queue Group Lane Demand Demand Unadj . Ad] . Param. Demand Dela,. Delay =oup Q ven - hrs• ds dl sec u Q veh d--, sec d sec tEastbound ' Westbound 1 Drthbound t -Duthbound ' Intersection Delay 23.8 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. 1 HCS: Signals Release 3. 1b t Zter: 7th & Oak City/St: Bozeman, MT Zalyst: Tim Schwab Prof #: 99242 Date: 10/20/99 Period: PM Pk - Buildout +10 With Pr,_ 1 F.%W St: Oak Street NiS S*: 7th Avenue SIGNALIZ^D INTERSE C ION S[ MAARI Eastbound ! Westbound I Northbound I Southbound L T R I L T R I L T R I L T R 1 Lanes I 0 1 1 1 C I 1 1 LGConfia 1 L TR t L TR ! L T R I L T R ' "olume 1213 2 103 1186 . 17 11 1173 1370 31 19 957 77 ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12 .0 112.0 12.0 12 . 0 ;OR Vol 1 25 1 2 1 0 1 1- ' ^uratior. 0.25 Area Type: All other areas Signal Operations _hase Combination 1 2 3 4 1 5 6 7 8 EB Left P I NB Left A ' Thru P I Thru P Right P ( 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 ' ^B Right I WB Right reen 15.0 10.0 30.0 _ellow 5.0 5.0 5.0 All Red 0.0 ! 0.0 0.0 ' -ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate rp Capcity (s) v/C g/C Delay LOS Delay LOS -astbound L 295 1378 0.76 0.214 42.5 D -R 341 1590 0.25 0.214 24.5 C 37.6 D ..estbound L 280 1308 0.70 0.214 39.0 D ' -R 379 1770 0.07 0.214 22.3 C 37.0 D -orthbound 11 L 253 1770 0.72 0.143 38.2 D ' 1517 3539 0.95 0.429 33.3 C 33.4 C 678 1583 0.05 0.429 11.8 B outhbound L 253 1770 0.04 0.143 26.1 C ' 1517 3539 0.66 0.429 18.3 B 18.0 B 678 1583 0. 10 0.429 12.2 B Intersection Delay = 29.3 (sec/veh) Intersection LOS = C 1 HCS: -finals Release 3. 1b gland Pacific Engineer-ng, lnc. 707 West 7th, Suite 200 pokane, WA 9 204 _..cne: 4E8-6840 Fax: 5^9-y_ -r84; OPER.ATIONAL ANALYSIS Interse_t-cn: 7th & Oak it 3c-eman, MT nal,,,st: Tim gchwab roject No: 99242 Time Perio:1 Analyzed: PM Pk - Buildout +10 With Prcj nate: 10/20/99 ast/West Street Name: Oak Street crth/Scuth Street dame: 7th Avenue ' VOLUME DATA I Eastbound I Westbound I Northbound I Southbound i t I L T R I L T R I L T R I L T R I I I I I I olume 1213 2 103 1186 17 11 1173 1370 31 19 957 77 I _HF 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 t PK 15 Vol 156 1 27 149 5 3 146 361 8 13 252 20 I "i Ln Vol I I I I I Grade 1 0 1 0 1 0 1 0 _deal Sat 11900 1900 11900 1900 11900 1900 1900 11900 1900 1900 1 ParkExist I I ( I I umPark I I I I I Heavy Veh12 2 2 12 2 2 12 2 2 12 2 2 _,o. Lanes I 1 1 0 1 1 1 0 1 1 2 1 1 1 2 1 I LGConfig I L TR I L TR I L T R I L T R I ' Tane Width 112.0 12.0 112.0 12.0 112.0 12.0 12. 0 112.0 12.0 12.0 1 .TOP. Vol 1 25 1 2 1 0 1 15 1 ..dj Flow 1224 84 1196 27 1182 1442 33 19 1007 65 1 yInSharedLnl 1 I I I ' ^rop Turns I 0.98 ( 0.33 1 1 1 umPeds 1 0 1 0 1 0 1 0 1 ..umBus 10 0 10 0 10 0 0 10 0 0 1 ')uration 0.25 Area Type: All other areas 1 I ppERA, ING PARAMETERS I Eastbound I Westbound I Northbound 1 Southbound 1 L T R i L R L I L _ R I nit Unmet IG. O �C. � l0.0 0.0 10.0 O.0 0.0 10.0 oC _ i ___. . :1'oel3 = !3 - 13 3 3 13 Uni` Ext. 13.0 . - 13.0 3.0 13.0 3.0 3.0 13 3.0 I Fact _ ! 1.000 ) _.000 I 1.000 I 1.000 i ost Time 12.0 2.�J 12 .0 2 .0 12 .0 2.0 2.0 12 . 0 _ .0 2i Xt o= a 1 7 12 .0 2 .0 12.0 2.0 2.0 I L � 2, 1 Ped Min a C.0 I 0.0 I 0.0 I 11.0 I ' PHASE DATA Phase Combina=ion 1 2 3 4 1 5 6• 7 8 ' B Left ? I NB Left A Thru ° Thru P Right p Right P tPeds I Peds B Left P SB Left P Thru P I Thru P Right P I Right P Peds I Peds NB Right I EB Right B Right 1 ws Right I , L l=reen 15.0 10.0 30.0 ellow 5.0 5.0 5.0 _.11 Red 0.0 0.0 0.0 ' ' ycle Length: 70.0 secs VOLUME ADJUSTMENT WORKSHEET 1 ' Adjusted Prop. Prop. ppr./ Mvt Flow No. Lane Flow Rate Left Right _lovement Volume PHF Rate Lanes Group RTOR In Lane Grp Turns Turns ' Eastbound Left 213 9. 95 224 1 L 224 Thru 2 0.95 2- 1 TR 84 0. 98 Right 103 0.95 82 0 25 ' 'estbound 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 .,orthbound 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. 1 - S?"'URATION FLOAT ADjUSTMENT W'JRCSHEET ppr/ Idea'_ Ad f r Lane Sat f f - - t f Sat roup Flow W H7 G P 53 A LU RT 3stbound Se= - Ad Sat: _.0'00 0.3°0 1.000 1.000 1.000 1.00 1. 00 ---- _ "R. 1.000 0.�30 1.111 1.000 1 00 7 .00 1. 00 0. 859 1. 000 pan ' ,•iestbound - Sec LT Adj/LTSat: T 190t Ov0 9 v 1.L - 0D 1.000 1.000 1.00 1.00 7,2 130� R 1900 :.000 C. 930 1.000 1.000 1.000 1.00 1. 00 0. 950 1 .000 _? 0 "orthbound Sec LT Adj/LTSat: - 1900 1.000 0. 980 1.000 1.000 1.000 1.00 1.00 0. 950 177n 1900 1.000 0. 980 1.000 1.000 1.000 1. 00 0. 95 1.000 1. 000 3533 ' R 1100 1.000 0.980 1.000 1.001 1.111 1.00 1.00 0.850 ---- 1593 outhbound Sec LT Adj/LT Sat: 1900 1.000 0.980 1.000 1.000 1.000 1.00 1.00 ---- 0.950 1770 ' T 1900 LOCO 0. 980 1.000 1.000 1.100 1.00 0.95 1.000 1_000 3539 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 i 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 'estbound 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 outhbound Fri. Sec. ' Left L 9 1770 0.01 0.143 253 0.04 Thru T 1007 3539 Right R 65 0.28 0.429 1517 0. 66 1583 0.04 0.429 678 0.10 ' ost Time/Cycle L Sum (Vls) critical 0.67 y� = 15.00 sec Critical v/c(X) = 0.86 LEVEL OF SERVICE WORKSHEET ppr/ Ratios Ur.f Prog Lane Incremental Res Lane Group Approach 3ne Del Adj Grp Factor Del Del Grp :ic g/C dl Fact Cap k d2 d3 Delay LOS Delay LOS astbound 0.76 0.214 25.9 1.000 295 0.50 16.7, 0.0 42.5 D t TR 0.25 0.214 22.8 1.000 341 0.50 1.7 0.0 24 .5 C 3- . 6 D estbound 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 outhbound 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 0.05 0.429 11.7 1.000 678 0.50 0.1 0.0 11.8 B outhbound - 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 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 L SUPPLEMENTAL PERMITTED LT WORKSHEET ' for exclusive lefts APPROACH EB WB NB SB ..ycle Length, C 70.0 sec i Actual Green Time for Lane Group, G 15.0 15.0 -ffective Green Time for Lane Group, g 15.00 15.00 )pposing Effective Green Time, go 15.0 15.0 ,.umber of Lanes in Lane Group, N 1 1 ' Number of Opposing Lanes, No 1 1 '.djusted Left-Turn Flow Rate, Vlt 224 196 'roportion 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 eft Turns per Cycle: LTC=V1tC/3600 4.36 3.81 )pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo 0.52 1.63 ipposing 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 -)pposing Queue Ratio: qro=1-Rpo(go/C) 0.79 0.79 :q=(4.943Volc**0.7,c62) (gro**1.061) -tl, gq<=g 0.00 0.00 yu =g-gq if gq>=gf, =g-gf if gq<gf 15.00 15.00 ' n=(gq-gf) /2, n>=0 0.00 0.00 Itho=1-Plto 1.00 1.00 '1*=Plt[l+( (N-1)9/(gf+gu/Ell+4.24) ) ) 1.00 1.00 L11 (Figure 9-7) 1.35 1.42 ' E12=(1-Ptho**n) /Plto, E12>=1.0 1.00 1.00 min=2 (1+Plt) /g or fmin=2 (1+P1) /g 0.27 0.27 -diff=max(gq-gf,0) 0.00 0.00 Lm=[gf/g]+[gu/9] [1/(1+P1(Ell-1) ) ] , (min=fmin;max=1.00) 0.74 0.70 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** fit 0.740 0.702 ' or special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach ur when gf>gq, see text. 1 SUPPLEMENTAL PERt.ITTTED LT WORKSHEET for shared lefts APPROACH EB WB NB SB Ycle Length, C 70.0 sec ,tual Green Time for Lane Group, G Effective Green Time for Lane Group, g Opposing Effective Green Time, go umber of Lanes in Lane Group, N amber of Opposing Lanes, No Adjusted Left-Turn Flow Rate, Vlt proportion of Left Turns in Lane Group, Plt roportion of Left Turns in Opposing Flow, Plto ijusted Opposing Flow Rate, Vo ' Lost Time for Lane Group, tl T•eft Turns per Cycle: LTC=V1tC/3600 pposing Flow per Lane, Per Cycle: Volc=VoC/3600fluo pposing 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) q=(4. 943Voic**0.762) (gro**1.061) -tl, gq<=g _u =g-gq if gq>=gf, =g-gf if gq<gf n=(gq-gf) /2, n>=0 ' ptho=l-Plto 1*=Plt[l+{ (N-1)g/ (gf+gu/Ell+4.24) ) ) 11 (Figure 9-7) ' E12=(1-Ptho**n) /Plto, E12>=1.0 Fmin=2 (1+Plt) /g or fmin=2 (1+P1) /g diff=max(gq-gf,0) m=[gf/g]+[gu/g] [l/{l+Pl(Ell-1) ]] , (min=fmip;max=1.00) flt=fm=[gf/g]+gdiff[l/{1+Plt(E12-1) ]] 1[gu/g] [l/ (l+Plt (Ell-1) ] , (min=fmin;max=1.0) or flt=[fm+0.9l (N-1) ] /N** flt Primary ' ror special case of single-lane approach opposed by multilane approach, ee 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. or special case of multilane approach opposed by single-lane approach r when gf>gq, see text. ' SUPPLEMENTAL UNIFORM DELAY WORKSHEET Adj . LT Vol from Vol Adjustment Worksheet, v EBLT WBLT NBLT SBLT ' "/c ratio from Capacity Worksheet, X rimary phase effective green, g __econdary phase effective green, gq (From Supplemental Permitted LT Worksheet) , gu ' ^ycle length, C 70.0 Red =(C-g-gq-gu) , r rrivals: v/ (3600 (max(X,1.0) ) ) , qa _rimary ph. departures: s/3600, sp Secondary ph. departures: 5 (gq+gu) /(gu*3600) , ss Perm Prot ..Case Queue at beginning of green arrow, Qa ' ^ueue at beginning of unsaturated green, Qu esidual queue, Qr _niform Delay, dl i 1 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 roux Q veh t hrs. cis dl sec u Q veh d3 sec d sec 7-astbou nd 1 Westbound orthbound outhbound t ' Intersection Delay 29.3 sec/veh Intersection LOS C ERROR MESSAGES No errors to report. 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T V N 7 N f! l7 ^ O �_ V In l7 ' ~ L w ^ ' N N N ' N_ N _N O H O ^ N N N N O - 0 0 - 0 ^ - 0 0 0 0 0 0 0 0 a 0 a H tUi � a �Op O O O O O O 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 as U pj �p �j � (� tD 1� OOOOOOOOOOOOO � �OpOOOOOOOOOOOOOOOOOO O) Of O N O) G) O^f T Off O�j pOj OOf OOf 001 T OOJ Of N N O^) Off Off O) QOl OOf 00/ 00) OOf 001f TO OOff OOl) OlO1 1 22 Accidents 07/0 l/96 .06/3 099 .1 I 1 �-8:00 1010219617:27 07/30/961 051Z9/98 10/17/96 17:36 r-4-08/31/96 18:1411/27/96 1 ro 2/22/9714:0 9 �—O i/31/97 16:44 M O u7 h (D O O O N t2 (O fD O (D n n m O m Of Of pi p> p> O O O 11/09l96 14:20� ' 07/28/97 15:34 06/21/99 22:3 ' 04/01/99 12:36-) 04/12/97 9:15 m ' 12/23/97 13:1:1J5F'�' :09co N ! O O! O I I ' c ear i er arr� cn J ���AUIIII IGlll data tor Uib�Jldy �-- Straight � Parked X Pedestrian Fixed objects: �--� Stopped U X Bicycle o General o Poles/Curbs �-- O�'n �r Erratic Out of control ® signal Bridges �-.- Backing � Right � ���' is® Tree � Animal turn 0 Fatality ' Overtaking A,.,'— Left turn � Sideswipe U-turn Nighttime � 3rd vehicle F-a DUI Extra data 1 r I _MAN I9 Accidents.. . 07/0l/96� -..06/3.0/99 .. 1 - N O W O� Of N f � � I O p m m O N � O O 01/13/9713:05 `'� 0 /26/9 97 20:28 1 O--01/09/9818.09 r �03/24197 15:44 N N h Of O� O r � ^ O O O �A O 07/15/98 15:48 ' 22--y ' 74:42 iA co v o 1 zarn rn r N ; zz OAS O O I c ear i er , acc► en s wi insu icien a a or asp ay Straight of Parked X Pedestrian Fixed objects: Of Stopped �... Erratic X Bicycle o General o Poles/Curbs ' �--- Unknown fir• Out of control 0 injury ® Signal ® Bridges --.. Backing Right turn @ Fatality ® Tree K3 Animal �-�• Overtaking g— Left turn _ Nighttime � U-turn g � 3rd vehicle Sideswipe �-I._.J3.»��(.I,I..,.,...,.,_..,tt � �a DUI � Extra data ' 1t• 'n- ►c,x 783 1200 600 1810 2532 392 3400 3400 3400 3400 3400 3400 Px 1.000 1.000 1.000 1.000 1.000 1.000 I 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 f 3400 3400 3400 3400 'x 1.000 1.000 1.000 1.000 V c,u,x 1016 795 1016 1517 .............................................................................................. ' Norksheet 5e.Effect of upstream signals(computation 5) Movement .......................................... ................................................... 1 stage 1 4 9 10 11 12 . ...................................................... .. ........... 3x 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 ............. .............................................................................. Movement ........................... .................... .................. 2 stage 10 11 Stagel Stage2 Stagel Stage2 ?x 1.000 1.000 1.000 1.000 C r,x 255 347 314 180 plat,x 255 347 314 180 Norksheet 6 Impedance and capacity equations Step 1:RT from Minor St. 9 12 ................................................................... Conflicting Flows 600 392 ' °otential Capacity 444 607 -edestrian Impedance Factor 1.00 1.00 Movement Capacity 444 607 -°robability of Queue free St. 0.49 0.84 .........................................................................I.................... ' Step 2:LT from Major St. 4 1 Conflicting Flows 1200 783 Potential Capacity 577 831 q 8.6 4.6 ............................................................................................... Worksheet 5b. Effect of upstream signals(computation 2) Movement 2 Movement 5 1 Proprtion of time blocked Vt Vt ..................................................................................•........ ;Ipha 0.400 0.400 beta 0.714 0.714 a 9.718 11.662 0.265 0.231 f 0.442 0.381 -►c,max 1394 907 ►c,mm 2000 2000 t p 0.0 0.0 1 0.000 0.000 ............................................................................................... Worksheet 5c. Effect of upstream signals(computation 3) 'latoon Event Periods Result ............................................................................................... n2 0.000 ►5 0.000 p dom 0.000 o subdom 0.000 'Onstrained or unconstrained? U Proportion unblocked for minor movements,px (1) (2) (3) 1 stage 2 stage Stagel Stage2 ................ ....... .0 1.000 p4 1.000 0 1.000 1.000 1.000 ■ 18 1.000 1.000 1.000 p9 1.000 10 1.000 1.000 1.000 ill 1.000 1.000 1.000 p12 1.000 ....... Norksheet 5d.Effect of upstream signals(computation 4) ' Movement ............................................... I stage 1 4 9 10 11 12 ............................................................................................. HCS: Signals Release 3.1b ' nter: 7th & Oak City/St: Bozeman, MT nalyst: Tim Schwab Proj #: 99242 Date: 10/20/99 Period: PM Peak - Buildout W/O Proj . F/W St: Oak Street NIS St: 7th Avenue SIGNALIZED INTERSECTION SUMMARY ! Eastbound f Westbound I Northbound I Southbcund I L T R I L T R I L T R I L T R I I I I ! o. Lanes i 1 1 0 1 1 1 0 1 1 2 1 1 1 LGConfig I L TR I L TR I L T R I L T R I "olume 1193 2 93 181 15 10 1157 1184 0 11 867 70 i ane Width 112.0 12.0 112.0 12.0 112.0 12.0 12.0 112.0 12.0 12. 0 TOR Vol 1 25 1 2 1 0 I 15 I ' ^uration 0.25 Area Type: Ail other areas Signal Operations hase 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 ' ^B Right I WB Right reen 15.0 10.0 30.0 _ellow 5.0 , 5.0 5.0 All Red 0.0 % 0.0 0.0 ' ycle Length: 70.0 secs Intersection Performance Summary ..ppr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate ' -rp Capcity (s) v/c g/C Delay LOS Delay LOS -astbound L 296 1381 0.69 0.214 37.5 D ' -R 341 1591 0.22 0.214 24 .1 C 34.0 C ..estbound L 283 1320 0.30 0.214 25.8 C ' -R 379 1770 0.06 0.214 22.2 C 25.0 C ..orthbound L 253 1770 0.65 0.143 34.2 C ' 1517 3539 0.82 0.429 22.8 C 24.1 C 678 1583 0.00 0.429 11.4 B �outhbound L 253 1770 0.00 0.143 25.8 C ' - 1517 3539 0.60 0.429 17.2 B 16.9 B 678 1583 0.09 0.429 12.1 B Intersection Delay = 22.8 (sec/veh) Intersection LOS = C 1