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Home My WebLink AboutEducation Campus Traffic Study , ~ ~ . , ~ ~ ~ . , , I I I I I . , I I I . I . . LOCUST GROVE EDUCATIONAL CAMPUS TRAFFIC IMPACT STUDY Prepared for Joint School District No.2 911 Meridian Street Meridian, Idaho 83642 September 16, 2002 Prepared by G Washington Washington Infrastructure Services 720 Park Boulevard, P.O. Box 73 Boise, Idaho 83729-0073 (208) 386-5000 :- :a ~ . , ~ :. I . ~ :- :. . , , :- , . , :II :- I , . Joint School DiS. No.2 Educational Campus Traffic Impact Study TABLE OF CONTENTS EXECUTIVE SUMMARY .......................................................................................................................... I INTRODUCTION. ................... .... ...................... ........... ..... .......................... .............. ... .... ....... .............. ... ... 3 PROPOSED DEVELOPMENT ................................................................................................................... 3 STUDY AREA CONDITIONS ................................................................................................................... 3 Study Area............................................................................................................................. ................ 3 Land Use................................................................................................................................. ............... 3 EXISTING CONDITIONS ............................. ............. ..................... ..................... ...... ............... ................. 4 Traffic Vol urnes.............................................................................................................................. ....... 4 Road System ... ..... ......... ...... ................. .................. ....................... ........................ ....... ....... ...... ....... ... ... 4 Other Vicinity Developments ................................. ....................... ................. .......... ........... .... ....... ... .... 4 STUDY PERlOD ................... ............... ........... ... ...... ................................ ....... ........ ........ ........... ...... ........... 4 PROJECTED TRAFFIC ............................... ........................ ................................ ..... ............ .... .................. 4 Site Traffic..................................................................................................................................... ........ 4 Trio Generation........................................................................................................................... .... 4 Trio Distribution......................................................................................................................... ..... 5 Background Traffic................................................................................................................................ 5 Total Traffic.................................................................................................................................. ......... 5 TRAFFIC ANALYSIS ............ ....... .................... ............. .................. .............. ........... .................. ................ 5 Capacity Analysis and Level-of-Service................................................................................................ 5 Roadway Capacity ................................................................................ ................. .... ........ .... ............ .... 6 Site Access and Circulation ................................................................................................................... 7 S ignal Warrants............................................................................................................................. ......... 7 Intersection Improvements..................................................................................................................... 7 CONCLUSIONS ........................................................................................................................................ 10 REFERENCES . ................................................. ............ .............................................. ........................ ....... 12 G Washington Join! School District No.2 Educational Campus TlS.doc ~ :- ~ . , ~ :. . , ~ ~ ~ . , , a , . , ~ :. I , . Joint School DiS. No.2 Educational Campus Traffic Impact Study EXECUTIVE SUMMARY The proposed 37-acre educational campus is located in section 32 T4N RIE bounded by Ustick Road, Locust Grove Road, McMillan Road, and Eagle Road. The following are the principal findings and recommendations of the study: 1. The proposed development is projected to generate an average daily traffic (ADT) of 2,816 vehicles per day (vpd), of which the peak hour traffic (PHT) is 621 vehicles per hour (vph). 2. As a result of the site build out, traffic on the vicinity roadways is expected to increase as follows: traffic on Ustick west of Locust Grove may increase by 300 vpd; traffic on Ustick east of Locust Grove may increase by 800 vpd; McMillan west of Locust Grove may increase by 200 vpd; McMillan east of Locust Grove may increase by 700 vpd; Locust Grove may increase by 2700 vpd, 3. The overall intersection of Ustick Road and Locust Grove Road is currently operating at a LOS C with a delay of 22 seconds in the P.M. peak, and a LOS B with a delay of 20 seconds in the A.M. peak. At build-out of the educational campus site, the intersection will continue to operate at LOS C with a delay of 35 seconds in the P.M. peak, and at a LOS C with a delay of 31 seconds in the A.M. peak. 4. The overall intersection of Locust Grove and McMillan Road is currently operating at a LOS B with a delay of 14 seconds in the P.M. peak, and a LOS B with a delay of 1 I seconds in the A.M. peak. At build-out of the educational campus site, the intersection is projected to operate a LOS F with a delay of 155 seconds in the P.M. peak, and at a LOS F with a delay of 80 seconds in the A.M. peak. 5. The south site access intersection on Locust Grove operates at an acceptable level of service with acceptable vehicular delays with a two-way stop controlled intersection. 6. The north site access intersection on Locust Grove is anticipated to operate at a LOS F with a delay of 130 seconds in the P.M. peak at the site access approach with a two-way stop controlled intersection. This site access intersection is anticipated to operate at a LOS D with a delay of 30 seconds in that A.M. peak at the site access approach. 7. The intersection of Ustick RoadlLocust Grove Road meets the peak hour signal warrant for the 2012 background traffic conditions. The intersection will continue to meet the peak hour signal warrant for the 2012 site build out traffic conditions. Based on the data available at the time of this study the existing signal and intersection configuration will have adequate capacity for the 2012 build out conditions. 8. The intersection of Locust Grove RoadlMcMillan Road meets the peak hour signal warrant for the 2012 background traffic conditions. The intersection will continue to meet the peak hour signal warrant for the 2012 site build out traffic conditions. A detailed analysis will be needed when the projected traffic volumes are reached before installing a signal. 9. Locust Grove Road requires left turn and right turn deceleration lanes for traffic turning into the site at both access intersections. Both site access intersections should have an exclusive left-turn lane with a through and right-turn lane. 10. Locust Grove Road, McMillan Road, and Ustick Road have adequate existing capacity to handle the traffic from educational campus project at build out. These roads will not have adequate capacity to handle the build out of the 12-square mile North Meridian Planning Area at 1020. Any improvements on these roadways should be based on the recommendations of the North Meridian Area Traffic Study. G Washington Page I Joint School District No.2 Educational Campus TIS.doc :t :. . , , ~ :. . , ~ ~ :. . , , :- , . , ~ I i , . Joint School DiS. No.2 Educational Campus Traffic Impact Study 11. The McMillan RoadlLocust Grove Road intersection needs to be improved with widening of all four approaches for acceptable operation in 2012 for both build out and non-build out conditions. The widening should include left turn lanes on all approaches. Additional right turn lanes are optional, but will further improve the intersection operation. 12. The Locust Grove RoadlNorth Access intersection meets the peak hour signal warrant for the 2012 site build out scenario. With the installation of a signal at this intersection, and no geometric modifications the intersection will be under capacity. A detailed analysis will be needed when the projected traffic volumes are reached before installing a signal. 13. The anticipated traffic volume at the south approach is 1,100 vpd, while the traffic volume at the northern approach is 3,000 vpd. The roadway leading to the northern approach should be classified as a collector street, and built to Collector Street Standards to the eastern elementary school approach. The roadway should be built to Local Street standards east of the elementary school. The internal site traffic is displayed in Figure 7 in the Appendix. Accesses should be designed in accordance with the ACHD's access requirements. 14. All site access locations meet the ACHD's policy requirements. G Washington Page 2 Joint School District No.2 Educational Campus TIS.doc :- :. :. It =- =- =- :. . :- =- :- . , , :. :. . , , a :a . , . Joint School Dist" No.2 Educational Campus Traffic Impact Study INTRODUCTION Washington Infrastructure Services (WIS) has been retained to prepare a traffic impact study for the proposed educational campus located in section 32 T4N RIE on Locust Grove Road in Meridian, Idaho. Figure 1 shows the location of the project and its vicinity. The purpose of this report is to evaluate the traffic impacts resulting from the proposed development in the vicinity of the project. This study will make recommendations for improvements to the transportation system, which will mitigate adverse impacts of the development. This report is prepared in conformance with the requirements of a major traffic impact study as required by the Ada County Highway District (ACHD). In particular, the scope of the study includes the following: . Trip generation of the proposed development; · Trip distribution and traffic assignment of the site generated traffic; · Roadway capacity impacts on Locust Grove Road, McMillan, and Ustick Road; · Impacts of site generated traffic at Locust GrovelMcMilIan, Locust GrovelU stick, and site access intersections; . Recommendations for access to the project; . Mitigation measures. PROPOSED DEVELOPMENT The proposed educational campus is on a 37-acre site located on Locust Grove Road in section 32 T4N RIE bounded by Locust Grove Road, Ustick Road, McMillan Road, and Eagle Road in Meridian, Idaho. At build out of the site the project is expected to contain four professional technical high schools, a school district administration center, and an elementary school. The proposed preliminary site plan for the project is shown in Figure 2. The study assumes that the development will be built-out, with the exception of the school district administration building, by the year 2012. The school district administration building will be constructed in three phases with the first phase including 35,000 square feet for] 25 employees in the next five years, the second phase including a district training center with a meeting area for 200 people in the next ten years, and a building expansion to double the size of the administration building to 70,000 square feet for 250 employees in the next twenty years. The twenty year horizon was not evaluated in this study. The proposed technical high schools are anticipated to each hold approximately 200 students, with the elementary school having capacity for 650 students. As shown in the preliminary site plan, the development proposes two full-accesses onto Locust Grove Road. The site plan shows stub streets to adjacent vacant properties to the south and the west, which are anticipated to be developed in the next ten years. These sites are discussed on the following page. STUDY AREA CONDITIONS Study Area The area of influence will be Ada County. Primary roadway impacts will also be felt on Locust Grove Road, McMillan Road, and Ustick Road. The intersections that will be considered for impacts are Locust Grove RoadlMcMillan Road, Locust Grove RoadlUstick Road, and the site access intersections. Land Use The project area is currently zoned for residential use with a conditional use for a school. The site currently contains a charter high school and is zoned as R-4. G Washington Page 3 Joint School District No.2 Educational Campus TIS.doc :II I a . , , ~ , . , , I . , J I a . , J :a a . , . Joint School Distt No.2 Educational Campus Traffic Impact Study EXISTING CONDITIONS Traffic Volumes Existing traffic counts in the site vicinity were obtained from the North Area Meridian Traffic Study published by WIS. Existing A.M. Peak counts were obtained by WIS for the Locust GrovelMcMillan Road and the Locust GrovelUstick Road intersections. Existing daily and peak hour traffic counts near the site are summarized in Figure 3 shown in the Appendix. Road System The road system in the site vicinity is described below: . Locust Grove Road is a designated minor arterial under the jurisdiction of the ACHD. In the study area Locust Grove is a rural two-lane section with paved shoulders. The posted speed limit is 35 mph. The intersection at Ustick Road is signalized. The intersection at McMillan Road is all-way stop controlled. The south access to the site has been improved to provide an exclusive left-turn lane for the existing charter high school. . McMillan Road has a rural two-lane section and is classified as a minor arterial. The posted speed limit is 50 mph west of Locust Grove, and 45 mph east of Locust Grove. . Ustick Road has been improved at its intersection with Locust Grove, see Figure 4 in the Appendix for the existing intersection geometry. East and west of the intersection U stick Road is a two-lane rural section and is classified as a minor arterial. The posted speed limit is 40 mph. Other Vicinity Developments ACHD has approved the Heritage Commons Subdivision in 4N IE Sections 31 for construction. Traffic from Heritage Commons Subdivision is included in the background traffic. A traffic impact study published by WIS on the Heritage Commons Subdivision was used to extract land use and trip generation characteristics of the development. All phases of Heritage Commons are expected to be completed by 2005 and are included for background traffic purposes. ACHD has also approved Havasu Creek Subdivision in 4N IE Section 31 for construction. Traffic from Havasu Creek Subdivision is included in the background traffic. A traffic impact study published by WIS on the Havasu Creek Subdivision was used to extract land use and trip generation characteristics of the development. This development is expected to be fully developed by the year 2012. STUDY PERIOD The build out year for this study was assumed as 2012. Both the weekday p.m. peak hour period between 4-6 p.m. and the a.m. peak period between 7-9 a.m. were analyzed for site impacts. This study assumes that the Ten Mile river crossing will not be complete until after 2012. PROJECTED TRAFFIC Site Traffic Trio Generation Site traffic generation is normally estimated by procedures recommended in the latest edition of the Trip Generation Manual (6th Ed) published by the Institute of Transportation Engineers (ITE), in the absence " Washington Page 4 Joint School District No.2 Educational Campus TIS.doc :II ~ . , :II ~ ~ . , , ~ I . , , ~ i , ~ I . , , . Joint School Dis.t No.2 Educational Campus Traffic Impact Study of site-specific data. Trip rates estimated in the manual are based on actual driveway traffic measurements performed on different land uses nationwide, particularly in metropolitan areas. The site trip generation is obtained by applying the trip rates from the Trip Generation Manual to each of the uses of the site and' off site development. Table 2 represents the summary of Locust Grove Educational Campus project trip generation. The proposed development is projected to generate an average daily traffic (ADT) of2,816 vpd, ofwhich the peak hour traffic (PHT) is 621 vph. The North Meridian Study expects a trip capture up to 10% within each I square mile section. As more non-residential uses are developed within T4N RIE Section 32, 10% of the site-generated trips will be retained within the section. For the purpose ofthis report due to the nature ofthe use, 100% of the project trip generation is used for assignment on the arterial roads, with the exception of the 19% trip capture for the elementary school. Trip Distribution Once the generated trips are estimated, they must be distributed to geographic origins or destinations and assigoed to particular segments of the encompassed transportation network. The North Meridian Area Traffic Study was used as the basis for the trip distribution. The percent distribution shown in the report for the T4N RIE Section 32 is applied to the trip generation from the site to determine the site traffic assignment on vicinity arterial roadways. Figure 5 summarizes the percent site traffic distribution used to determine the site traffic assignment. Figure 6 presents the peak hour assignment of site traffic. Figure 7 presents the 24-hr daily assignment of site traffic. Figure 7 also includes the daily traffic assignment on the internal streets. Background Traffic Background (No-Build) traffic for the year 2012 was obtained by factoring the existing traffic and adding the traffic from the Havasu Creek and the Heritage Commons developments. The existing traffic was projected at an annual growth factor of2% which was obtained from the North Meridian Area Study. Total Traffic The site traffic is added to the background traffic to obtain the total build traffic for the year 2012. Total build traffic distribution with the site for year 2012 is shown in Figure 8. TRAFFIC ANALYSIS Capacity Analysis and Leve/-of-Service Capacity analysis was performed using the latest edition of Highway Capacity Software (HCS 4.1 b) based on 2000 edition of Highway Capacity Manual. Unsignalized capacity analysis for the existing no-build and 2012 build-out scenarios was performed. The existing intersection traffic control is retained for the arterial intersections. All site access intersections are set to be controlled by stop sigos. The results of the unsigoalized capacity analysis are summarized in Table 3. Detailed results of the capacity analysis are included in the Appendix. Results indicate the following: G Washington Page 5 Joint School District NO.2 Educational Campus TIS.doc :- :- ~ t , :- :. . , , :- :. . , , ~ ~ . , , I , . , . Joint School DiS. NO.2 Educational Campus Traffic Impact Study · The intersection of Ustick Road and Locust Grove is a signal-controlled intersection. The overall intersection of Us tick Road and Locust Grove is currently operating at a LOS C in the p.m. peak with a delay of 22 seconds per vehicle, and a LOS B in the a.m. peak with a delay of 20 seconds. At build-out of the Locust Grove Educational Campus site, the intersection is projected to continue operating at LOS C in the p.m. peak with a delay of 35 seconds per vehicle, and a LOS C in the a.m. peak with a delay of 31 seconds per vehicle. · The intersection of Locust Grove Road and McMillan Road is currently a 4-way stop- controlled intersection. The overall intersection of Locust Grove Road and McMillan Road is currently operating at a LOS B in the p.m. peak with a delay of 14 seconds, and LOS Bin the a.m. peak with a delay of 11 seconds. At build-out of the Locust Grove Education Campus site, the intersection is projected to operate at LOS F in the p.m. peak with a delay of 189 seconds per vehicle, and LOS F in the a.m. peak with a delay of 80 seconds. · The north site access intersection on Locust Grove Road was analyzed for a two-way stop- controlled intersection. The left turn movement from the site access is projected to operate at a LOS of E in the a.m. peak with a delay of 39.3 seconds at build out year, and a LOS of F in the p.m. peak with a delay of 189 seconds. The overall approach is projected to operate at LOS D in the a.m. peak with an average delay of 29.7 seconds per vehicle, and a LOS F in the p.m. peak with a delay of 130.6 seconds. · The site south access intersection on Locust Grove Road was analyzed for a two-way stop- controlled intersection. Left turn movement from site access is projected to operate at a LOS of C in the a.m. peak with a delay of 24.2 seconds at build out year, and at a LOS C with a delay of 24.3 seconds in the p.m. peak. The overall approach is projected to operate at LOS C with an average delay of20 seconds per vehicle in both the a.m. peak and p.m. peak. Roadway Capacity Locust Grove Road, McMillan Road, and Ustick Road have adequate existing capacity to handle the traffic from the Locust Grove Educational Campus project at 2012. All of the above roads will not have adequate capacity to handle the build out of the 12-square mile North Meridian Planning Area at 2020. The North Meridian Area Traffic study concludes the following at the ultimate build out of the north meridian planning area by the year 2020: . Traffic projections on McMillan Road between Locust Grove and Eagle Road will exceed 23,400 vpd. . Traffic projections on Locust Grove Road between Ustick and McMillan will exceed 17,700 vpd. . Traffic projections onUstick Road between Locust Grove and Eagle will exceed 30,200 vpd. . McMillan Road should be widened to a 5-lane section between Locust Grove Road and Eagle Road. Left turn lanes are required at the McMillan and Locust Grove Road intersection. Signal control is required at the McMillan Road and Locust Grove Road intersections. A right turn lane is required for the eastbound approach at the Locust Grove Road and McMillan Road intersection. . Locust Grove Road should be widened to a 3-lane section between U stick Road and McMillan Road. A right turn lane is required eastbound at the Locust Grove Road/McMillan Road intersection. . U stick Road should be widened to a 5-lane section between Locust Grove Road and Eagle Road. Right turn lanes are required both eastbound and westbound on Ustick Road at the Locust Grove intersection. G Washington Page 6 Joint School District No.2 Educational Campus TIS,doc :a :- ~ t , , :- ~ . , , ~ , . , :II ~ i I I I . , . Joint School DiS_ No.2 Educational Campus Tr(1ffic Impact Study Site Access and Circulation Locust Grove Road requires left turn and right turn deceleration lanes for traffic turning into the site at both north and south access intersections. Traffic projections on the north access to Locust Grove Road are estimated to range from 3000 vpd to 1300 vpd. This internal site road should be designated and designed based on Collector Standards to the eastern elementary school access, and then should transition to Local Standards. The south access on Locust Grove Road should be designed with an exclusive left-turn lane, and a right- turn lane. Access to the schools should be designed in accordance with the ACHD's access requirements. All site access locations meet the ACHD's policy requirements. Signal Warrants Even though the intersection operates at acceptable LOS under the existing conditions, the intersection of McMillan Road and Locust Grove Road meets the peak hour signal warrant for the background 2012 traffic conditions. The intersection of McMillan Road and Locust Grove Road will continue to meet the peak hour signal warrant for the 2012 site build out scenario. A detailed analysis is needed when the projected traffic volumes are reached before installing a signal. The Locust Grove RoadlUstick Road intersection is currently signalized, and will continue to meet the peak hour signal warrant for the background and site build out conditions. The south site access does not meet the peak hour signal warrant for either the 2012 background no-build or the 2012 site build out scenario. The north site access intersection on Locust Grove Road meets the peak hour signal warrant for both the 2012 background no-build and the 2012 site build out scenario. Intersection Improvements At the site build out, Ustick RoadlLocust Grove Road will operate at an acceptable level of service with no intersection modifications. At the site build out, Locust Grove RoadlMcMillan Road will operate at an unacceptable level of service. The intersection MAY warrant a traffic signal upon detailed analysis. With or without a signal installation, the intersection needs to be improved with widening of all four approaches to provide exclusive left turn lanes. Table 1 on the following page displays the proportion of traffic that Locust Grove Education Center contributes to the 2012 build out based on an average of the a.m. and p.m. peak hours. G Washington Page 7 Joint Si;:hool District No.2 Educational Campus TlS.doc ~ :- ~ , , ~ ~ . , , a ~ . , , ~ , . , , I i , . Joint School DiS. No.2 Educational Campus Traffic Impact Study Table 1 - Percent of Site Traffic Contributing to Intersections Arterial Intersection % of Intersection Traffic locust G rove/Ustick 12.26% locust Grove/McMillan 8.64% North Site Access 24.28% T bl 2 T' G f s a e . rip enera Ion ummary ~dministration High Schools Elem School Total Rate Volume Rate Volume Rate Volume Units 325 600 650 24-hr adt - total 3.32 1,079 1.79 1,074 1.02 663 2,816 24-hr adt - capture 0% 0 0% 0 19% 126 126 ~4-hr adt - new 1,079 1,074 537 2,690 ~-6 pm pk total - all 0.46 150 0.15 90 0.26 169 409 Enter 17% 25 40% 36 46% 78 139 Exit 83% 124 60% 54 54% 91 269 ~-6 pm pk total - capture 0% 0 0% 0 19% 32 32 Enter 17% 0 40% 0 46% 15 15 Exit 83% 0 60% 0 54% 17 17 ~-6 pm pk total - new 150 90 137 377 Enter 25 36 63 124 Exit 124 54 74 252 7-9 am pk total - all 0.48 156 0.46 276 0.29 189 621 Enter 88% 137 70% 193 59% 112 442 Exit 12% 19 30% 83 41% 77 179 7-9 am pk total - capture 0% 0 0% 0 20% 37 37 Enter 88% 0 70% 0 59% 22 22 Exit 12% 0 30% 0 41% 15 15 7-9 am pk total - new 156 276 152 584 Enter 137 193 90 420 Exit 19 83 62 164 .Used General Office Building trip generation rates from ITE G Washington Page g Joint School District No.2 Educational Campus TIS.doc :- =- ~ . , ~ :. ~ . , ~ :. . , , I , . , , I I , . Joint School Dist. No, 2 Educational Campus Traffic Impact Study Table 3: Intersectioo Capacity Anal ~is ;xJI1II_V Intersection Peak Exisli'1l 2012w'oSte 2012 ElJild 0Jt 2012 Build ill & FIX 2012 NaN Signal Hour Traffic Control LOS DeI= (s' LOS DeI= (s' LOS Delav Is) LCS D31~' (s' vie S1atus LlsUck/Locust Grove FM Signal C 22 C 31 C 35 CJ< flNI B 20 C 'ZI C 31 !>dd left tum lams McMllaJYLocust Grove FM 4-v.<Iystop B 14 F 155 F 189 F S7 0.62 lX1der Capadty flNI B 11 0 28 F 00 D 32 0.53 lX1der Capadty Locust Clr<MiSIte North FM 2.."gy stop 0,45 lX1der - Capadty Locust Q-ove I'S left tum A 8 A 8 Locusl Q-ove 58 left tum A 8 A 9 Sltsi'<:1::tass~ C 23 F 130 HeriIage Oomnlns B 15 C 19 flNI 2-1Mly stop 0.40 lX1der Capadty Locust Q-ove I'S left turn A 8 A 8 Locust Q-ove 58 left tum A 8 A 9 Sitei'<:1::tass~ B 14 0 30 HeriIage Oomnlns B 12 C 15 Locust Clr<MiSIte Solth FM 2.."gy stop CJ< - Locust Q-ove 58 left tum A 8 A 8 A 8 Sitei'<:1::tass~ B 11 B 13 C 20 flNI 2-1Mly stop Locust Q-ove 58 IeIt tum A 8 A 8 A 9 I SIts i'<:1::tass!l;Jproact B 11 B 12 C 20 G Washington Page 9 Joint School District No.2 Educational Campus TIS.doc ~ :- ~ . , ~ :. . , , ~ I . , , I ~ . , , :a i , . Joint School Distlt No.2 Educational Campus Traffic Impact Study CONCLUSIONS The proposed 37-acre educational campus is located in section 32 T4N RIE bounded by Ustick Road, Locust Grove Road, McMillan Road, and Eagle Road. The following are the principal findings and recommendations of the study: 1. The proposed development is projected to generate an average daily traffic (ADT) of 2,816 vehicles per day (vpd), of which the peak hour traffic (PHT) is 621 vehicles per hour (vph). 2. As a result of the site build out, traffic on the vicinity roadways is expected to increase as follows: traffic on Ustick west of Locust Grove may increase by 300 vpd; traffic on Ustick east of Locust Grove may increase by 800 vpd; McMillan west of Locust Grove may increase by 200 vpd; McMillan east of Locust Grove may increase by 700 vpd; Locust Grove may increase by 2700 vpd. 3. The overall intersection of Ustick Road and Locust Grove Road is currently operating at a LOS C with a delay of 22 seconds in the P.M. peak, and a LOS B with a delay of 20 seconds in the A.M. peak. At build-out ofthe educational campus site, the, intersection will continue to operate at LOS C with a delay of35 seconds in the P.M. peak, and at a LOS C with a delay of 31 seconds in the A.M. peale 4. The overall intersection of Locust Grove and McMillan Road is currently operating at a LOS B with a delay of 14 seconds in the P.M. peak, and a LOS B with a delay of 11 seconds in the A.M. peak. At build-out of the educational campus site, the intersection is projected to operate a LOS F with a delay of 155 seconds in the P.M. peak, and at a LOS F with a delay of 80 seconds in the A.M. peak. 5. The south site access intersection on Locust Grove operates at an acceptable level of service with acceptable vehicular delays with a two-way stop controlled intersection. 6. The north site access intersection on Locust Grove is anticipated to operate at a LOS F with a delay of 130 seconds in the P.M. peak at the site access approach with a two-way stop controlled intersection. This site access intersection is anticipated to operate at a LOS D with a delay of 30 seconds in that A.M. peak at the site access approach. 7. The intersection of Ustick RoadlLocust Grove Road meets the peak hour signal warrant for the 2012 background traffic conditions. The intersection will continue to meet the peak hour signal warrant for the 2012 site build out traffic conditions. Based on the data available at the time of this study the existing signal and intersection configuration will have adequate capacity for the 2012 build out conditions. 8. The intersection of Locust Grove RoadlMcMillan Road meets the peak hour signal warrant for the 2012 background traffic conditions. The intersection will continue to meet the peak hour signal warrant for the 2012 site build out traffic conditions. A detailed analysis will be needed when the projected traffic volumes are reached before installing a signal. 9. Locust Grove Road requires left turn and right turn deceleration lanes for traffic turning into the site at both access intersections. Both site access intersections should have an exclusive left-turn lane with a through and right-turn lane. 10. Locust Grove Road, McMillan Road, and Ustick Road have adequate existing capacity to handle the traffic from educational campus project at build out. These roads will not have adequate capacity to handle the build out of the 12-square mile North Meridian Planning " Washington Page 10 Joinl School District No.2 EducalioDal Campus TIS.doc , ~ ~ . , ~ ~ ~ . , :I :. . , , ~ , . , , ~ ~ . , . Joint School Distt No.2 Educational Campus Traffic Impact Study Area at 2020. Any improvements on these roadways should be based on the recommendations of the North Meridian Area Traffic Study. 11. The McMillan Road/Locust Grove Road intersection needs to be improved with widening of aU four approaches for acceptable operation in 2012 for both build out and non-build out conditions. The widening should include left turn lanes on aU approaches. Additional right turn lanes are optional, but will further improve the intersection operation. 12. The Locust Grove RoadlNorth Access intersection meets the peak hour signal warrant for the 2012 site build out scenario. With the instaUation of a signal at this intersection, and no geometric modifications the intersection will be under capacity. A detailed analysis will be needed when the projected traffic volumes are reached before instaUing a signal. 13. The anticipated traffic volume at the south approach is 1, I 00 vpd, while the traffic volume at the northern approach is 3,000 vpd. The roadway leading to the northern approach should be classified as a coUector street, and built to Collector Street Standards to the eastern elementary school approach. The roadway should be built to Local Street standards east of the elementary school. The internal site traffic is displayed in Figure 7 in the Appendix. Accesses should be designed in accordance with the ACHD's access requirements. 14. All site access locations meet the ACHD's policy requirements. o Washington Page 11 Joint School District No.2 Educational Campus TIS.doc :- :t ~ . , :- :. . , , ~ :. . , , ~ , . , ~ I J , . Joint School DiS. No. 2 Educational Campus Traffic Impact Study REFERENCES "North Meridian Area Traffic Study," by Washington Infrastructure Services, October 200 I. "Havasu Creek Subdivision Traffic Impact Study," by Washington Infrastructure Services, July 2002. "Heritage Commons Subdivision Traffic Impact Study," by Washington Infrastructure Services, March 2002. "Trip Generation 6th Edition," by Institute of Transportation Engineers, Washington D.C., 1997. "Highway Capacity Manual, SR 209," Transportation Research Board, Washington D.C., ] 994 update. "Development Policy Manual," Ada County Highway District, July 1994. "NCHRP 279, Intersection Channelization Guide," Transportation Research Board. '" Washington Page 12 Joint School District No.2 Educational Campus TIS.doc :- :t ~ t , =- :- , . , ~ ~ i , ~ , . , , I ~ . , . Joint School DiS_ No.2 Educational Campus Traffic Impact Study " Washington APPENDIX Joint School District No.2 Educational Campus TIS.doc ~ ~ . , , ~ ~ . , , ~ t , ~ ~ . , , ~ a . I , . . .,'. ,.,.~ W. 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C/) i 1 l ~ . ~ G . l . ~ ~ ... ~ffi ,~ _- .1______----------- peo~ -~-~- -- -- ---~~ 9^O..lQ .\-S(\001 ~I H ~ ~ ~ ri .J 6. :- . . :- LEGEND 100 PM PEAK HOUR , (100) AM PEAK HOUR 11,200 I ADT 1-0 VlO:: :::J uw 0> . --'0 .0:: , Z<.:l -Nin , r-N_ ~-~ lnt:::O'1 -'t:. 16 (25) -~- fI ~ ~ 't .-233 (83) s W. McMILLIAN ROAD . 74 (451 s s s co 7 (7) s ~t,. , '" \!1 74(193) ~ 14 (211 . 5iSN -coco . --~ sco- , rrl:!r- -'t:. 6 (9) s ~ ~'t s STUDY .12(18) ~ ..,. t,. SITE a r:~ N..,. . ::::~ , , :::03;;; N""'" -=- ~ """'s -'t:. 19 (10) f"'ll;!J- ~~'t .-306(145) s W. USTICK ROAD .151 (871 s I s S Lf'l 24 (17) S ~t,. r- eD ,..: 184(285)~ . 36 (67) . -Gi- "'sco , - co -=- sLf'lCO r-~~ , I Figure 3 I &-.! yR.c:o. A SIGN ., liTE. Existing Traffic Counts ........... Educational Campus. Meridian, 10 , :t . . .. it 0 <t . 0 0:: , w.J > 0 0:: (;l , I- <Il :::J U 0 :- ....J z~ :. W. McMILLIAN ROAD ~OO 00+ . , ~ :a :- STUDY SITE ~ . , fI :. 'to w. USTICK ROAD ~~O~ . , ~O~t. .. P ~ :- Figure 4 . ,...., eu. GIll' 1 .. , Existing Geometry , Washington Educational Campus. Meridian, 10 , ~ . . ~ 8% ot . <( 0 , a:: w > 0 a:: , ~ f- III ::J ~ U 0 ..J Z ~ W. McMILLIAN ROAD 9% ... ~25% . , , ~ STUDY SITE , . , ~ ~ W. USTICK ROAD . 12%'" ~32% , , I ~ I 14% . . Figure 5 . . , Percent Site Trcdfic Distribution , ... Washington Educational Campus, Meridian, 10 , ~ . . :- LEGEND \(/)(/) PM PEAK HOUR t (1(/)(/)) AM PEAK HOUR f-Cl 1 1,2 (/) I/) I ADT \1)0:: ::l uuJ 0> -,0 .0:: zt:> , ~ -s- ~eJ~ ~(/)((/)) s~s ~ +' ~ 't ...- (/) ((/)) 61 W. McMILLIAN ROAD .14(33) 61 61 61 (/) ((/)) S ~t,. r- N ; Q}((/))~ 3(15)"l-- -- -OON ~NN ~- ~'t 610'1"" _""N J t,. s I 61 STUDY r- ;::'(\j N NLfl -::;: SITE , 000'1 -Lfl . , ~'t t,. , ::::sa; NC; :::::~:::: LflLfl I ::::::::::: cnrriO'l ~ 7(22) N_ +' ~ 't ...- Q} ((/)l W. USTICK ROAD . (/) ((/)) s , s S s 9(38)S ~t,. 00 '" (/)((/)l~ . (/)((/))"l-- _N_ SNS , -~- s[Os J a Figure 6 J L . .. , T T . Peak Hour Site Traffic Distribution ............ Educational Campus, Meridian, 10 J I I . , , , :. . , , , , . , , :a . , , ~ , . , , -r--.----;;:..~-----r----.--,------ - , ..... ' I ' I :z a: i \: a:o< ' u.J - G- ' .....~ I ",>< :)0..... -,alo o:J:z J:Vl~ "i'" ~ \-,------------------------------- - \ \ , I I , I 1 ./ " I ,/ / / If> <I) III 10 ~ G- s s s N -- -- -- __ J._____ -- p~Oij a^OJ~ ~snoo1 ._ _4 .- I ~#._--t-----t----- I , I' , I \ \ 1 \ \ : I I " L,____l----"l...- \ I , ' \, i, , ' ~' ~~ -0 ~'L t'-- ~ ~. ~ t~ U) ~ ::J ~ 0. .'Sf! E u.; ~ ~ ..... - V,)g o ~ .- ';::$10 E g ~ -0 __w ~ t i t ffi ~ ::! ' '% z ~ ;;;: . .. ~ j l ~ ~ ~ " . Ii o!. ci ~ ~ . , ~ I a . , , I I I a I . , J J I . J I LEGEND 100 (100) I 1,200 I os os Ltl .,; os os r-- en GNn. . PM PEAK HOUR AM PEAK HOUR ADT -U'i- "'LtlOJ =~= ......U"lv .... ", ~ N "" 20 (30) "JI '+ ....423(267) "" ,. .153 (99) 17 (2lJ3' ...t~ 314(314)-. ~ p- 56 (62) """ -c;.;:: ..... vlJ)rv1 ".1 J L. t 82 (51) ;~;: "" ,. ~ .166(103) OJKl~ 21 (321' ~trt 54 (831. -v@ OJ<D", ~N= \.Os," CflOS- ... ....0 VlO:: :J uuJ 0> ...Jo .0:: Z<.:> W. McMILLIAN ROAD :::u:; r--co "'- ~(,C) Ltl- ~'+ t,. :::~ <Dr-- ",- v~ N", lifE t os os <D S 5iq:;;:; N<D- -",- --- OS"'<D ~ '::2~Ltl '- 91 (54) ..d J h ....473(243) W.USTICK ROAD """~ .184(06) 142(80)3' ...t~ 314(42lJ-. ~ p- 55 (96) """ -Nr: ". r;;a1s -I'"l- -- LtlOJ... OSNLtl -...- os os N en STUDY SITE os os ~ Figure 8 2012 Build Out Peak Hour Traffic Educational Campus, Meridian, 10 Washl..... ~ :-. . , , :- ~ . , , ~ I , , a . , , I I . , , " '" .. l.l ;: '" .. 0 :e -' 0 0 0 0 0 0 0 0 '" .c: 0 0 0 0 0 0 0 '" '" '" '" '" '" '" '" '" ~ I!! 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" ovements* 2012 Oflslle Peak Hour Turninn M PM McMillan Ustick LocustGr LocustGr EBl 7 EBT 215 90 EBR 11 WBl WBT 125 100 WBR NBl 19 NBT NBR SBl SBT SBR 12 "From Havasu Creek and Heritage Co AM McMillan Ustick LocustGr LocustGr EBl 9 EBT 93 74 EBR 14 WBl WBT 160 66 WBR NBl 8 NBT NBR SBl SBT SBR 5 mmons TIS H c S'le T M AM McMillan Ustick Site Site LocustGr LocustGr Drivewa~ Drivewav-S EBl 13 24 27 EBT EBR 4 65 74 WBl 4 WBT WBR 16 NBl 11 22 25 NBT 27 18 182 155 NBR 13 SBl 39 SBT 9 43 230 295 SBR 57 8 9 Is" eritaae ommons I urnlng oveman PM McMillan Ustick Site Site LocustGr LocustGr Drivew~ Drivewa--;'-S EBl 66 16 18 EBT EBR 13 42 48 WBl 15 WBT WBR 44 NBl 7 75 85 NBT 17 50 297 279 NBR 9 SBl , 25 SBT 31 28 275 317 SBR 37 28 31 **From Heritage Commons TIS Havasu Creek Site Turning Movements- 040909091 AM Mcfo.Itlllan Ustick Henta e Site Site locustGr LocustGr Commons N Drivewa - Drivewav-N EBl 3 7 6 27 EBT 13 3 EBR 16 18 34 16 WBl 5 10 WBT 6 6 WBR 3 NBl 15 6 11 46 NBT , 6 18 NBR 16 31 SBl 6 SBT 24 '2 SBR 20 , 13 PM McMillan Usllck Herita e Site Site LocustGr LocustGr Commons N Drlvewa -E Drlvewa -N EBl 2 31 6 17 EBT 6 11 EBR 22 12 22 66 WBl 2' 36 WBT 15 6 WBR 11 NBl 25 21 40 31 NBT 3 36 62 23 NBR 13 20 SBl 8 SBT 5 20 36 19 SBR 3 17 9 31 .......From Havasu Creek TIS :a :- ~ . , :- r. ~ . , ~ :. . , , ~ ~ . , , I I . , . Hollister & Merckle Subs Turnin Movements PM McMillan Ustick Site North LocustGr LocustGr A roach EBl 6 EBT EBR 2 WBl 10 34 WBT WBR 5 17 NBl 2 NBT 10 46 NBR 5 60 SBl 2 30 SBT 16 26 SBR 6 2012 Background Turning Movements PM McMillan Us-tick Site North Site South LocustGr LocustGr A[mroech A roach EBl 17 133 21 0 EBT 314 314 0 0 EBR 54 55 54 0 WBt 139 184 34 12 WBT 423 473 0 0 WBR 20 64 17 6 NBl 70 105 96 0 NBT 210 360 365 359 NBR 114 154 60 6 SBl 24 47 30 4 SBT 220 262 310 344 SBR 34 101 37 0 . Lines up with Heritage Commons North Approach, becomes a 4-Iegged intersection- AM McMillan Ustick Site North ...... locustGr locustGr A---,:;nroach EBl 2 EBT EBR 1 WBl 2 49 WBT WBR 1 24 NBl 2 NBT 13 13 NBR 10 16 SBl 6 6 SBT 5 38 SBR 5 AM McMillan Ustick Site North Site South LocustGr LocustGr Annroach Annroach EBl 21 43 32 0 EBT 341 421 0 0 EBR 46 96 63 0 WBl 66 106 49 18 WBT 267 243 0 0 WBR 30 32 24 9 NBt 40 31 26 0 NBT 141 160 209 173 NBR 115 107 16 43 SBl 16 96 6 21 SBT 165 263 262 310 SBR 14 109 11 0 LGEC Site Turning Movements PM McMillan Ustick Site North Site South AM McMillan Ustick Site Site South locustGr LocustGr Annroach roach LocustGr locustGr ,c\nnroach A roach EBl 9 EBl 38 EBT EBT EBR 3 EBR 15 WBl 14 133 36 WBl 33 54 55 WBT WBT WBR 7 65 16 WBR 22 27 27 NBl 10 NBl 4 NBT 49 67 16 69 NST 26 222 27 152 NBR 24 6. 24 NBR 22 152 12' SBl 9 29 12 SBt 18 75 84 SST 25 131 12 133 SBT 90 60 84 54 SBR 29 SBR 11 2012 Build Out Turnlna Movements PM McMillan Ustick Site North Site South LocustGr LocustGr ADoroach A roach EBt 17 142 21 0 EBT 314 314 0 0 EBR 66 55 54 0 WBl 153 184 166 48 WBT 423 473 0 0 WBR 20 91 82 24 NBl 80 105 98 0 NBT 258 428 400 424 NSR 137 154 119 32 SBl 24 56 59 lB SBT 245 393 322 575 SBR 34 130 37 0 AM McMillan Vatic/< Site North Site South locustGr locustGr .o;nnroach A roach EBl 21 80 32 0 EBT 341 421 0 0 EBR 62 98 83 0 WBt 98 108 103 74 WBT 287 243 0 0 WBR 30 54 51 38 NBl 44 31 28 0 NBT 168 362 284 381 NBR 137 107 188 173 SBl 18 113 83 85 SBT 255 384 328 371 SBR 14 120 11 0 ~ ~. ~ . , ~ ~ ~ . , ~ ~ . , , ~ ~ . , :II ~ ~ . , , ~-fi o III ~[ OO::!; .<:.<: 1:: <J o III Z e ",a. :=: C- OO::!; i!i -",1;; <J " :,o:l CI <Il 0 ~~ r:: ~ lllel ::=w 2 " <J <J 2.3 ""+", ~C\lM ...+", f2C'\JM N+", d';C'\IM ~+'" ~<'lM , '" E " :g . _N co+e-go NN&caZ N _N It) + ~"'C ~ ...-N:J&:.... ..... o:::as>- N co + ~N _N ~ "'C en " r:: >-'" et: III N _N 1.0 + e"O en "'N::)C>-'" N et:lll N 1l o C c..l:: > c: <<I ~::' "di::' II! 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WIS urisdiction Date Performed 08122/2002 Analvsls Year 2002 nalysis Time Period AM Peak Hour Project ID Meridian School District EastIWest Street: McMillan INorth/South Street: Locust Grove Volume Adjustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R Ivolume 7 193 21 45 83 25 % Thrus Left Lane 50 50 lAocroach Northbound Southbound Movement L T R L T R lVolume 10 80 62 15 122 7 %Thrus Left Lane , 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.78 0.80 0.83 0,67 Flow Rate 281 190 182 214 % Heavy Vehicles 2 2 2 2 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headwav Adiustment Worksheet Prop. Left. Turns 0.0 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.2 0.4 0.0 Prop. Heavy Vehide 0.0 0.0 0.0 0.0 hL T -adj 0.2 0.2 0.2 0,2 0.2 0.2 0.2 0.2 hRT -adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0,6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 5.34 5.34 5.34 5,34 DeDarture Headwav and Service Time hd, initial value 3.20 3.20' 3.20 3.20 , , initial 0.25 0.17 0.16 0.19 Md, final value 5.34 5.34 5.34 5.34 , final value 0.42 0.29 0.27 0.33 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 3.3 I 3.3 I 3.3 I 3.3 "1 CaDacitv and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 531 440 432 464 Delay 12.10 10.73 10.43 11.28 LOS B B B B l.\.pproach: Delay 12.10 10.73 10.43 11.28 LOS B B B B Intersection Delay 11.25 Intersection LOS B file:/ /C:\ TEMP\u2k9F .tmp 08/22/2002 ~ :t , . , , ~ , . , ~ ~ . , , ~ ~ . , , ~ , . , All-Way Stop Control Page 1 of2 . . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information A.nalvst CCW tersection McMillan & Locust Grove A.aencv/Co. WIS urisdiction Date Pertormed 08/2212002 nalysis Year 002 , lAnalysis Time Period M Peak Hour Proiect 10 Meridian School District EasVWest Street: McMillan INorth/South Street Locust Grove Volume Adiustments and Site Characteristics poroach Eastbound Westbound Movement L T R L T R I/olume 7 74 14 74 233 16 ~ Thrus Left Lane 50 , 50 lAcoroach Northbound Southbound Movement L T R L T R IVOlume 30 148 71 19 137 15 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 !configuration LTR LTR LTR LTR PHF 0.61 0.91 0.92 0.76 Flow Rate 154 354 269 224 % Heavy Vehicles 2 2 2 2 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headwav Adiustment Worksheet Prop. Left~Turns 0.1 0.2 0.1 0,1 Prop. Right~Turns , 0.1 0.0 0.3 0.1 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 hLT-adj 0.2 0.2 0,2 0.2 0.2 0.2 0.2 0.2 RT-adj -0,6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0,6 HV.adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1,7 hadj, computed 6.08 6.08 6.08 6.08 OiDarture Headwav and Service Time hd, initial value 3.20 3.20 3.20 3.20 , initial 0.14 0.31 0.24 0.20 hd, final value 6.08 6.08 6.08 6.08 , final value 0.26 0.57 0.43 0.37 MOve.up time, m 2.0 2.0 2.0 2.0 Service Time 4.1 I 4.1 I 4.1 I 4.1 I CaDacitv and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 404 591 519 474 Delay 11.20 15.98 13.12 12.50 LOS B C B B Approach: Delay 11.20 15,98 13.12 12.50 LOS B C B B Intersection Delay 13.70 Intersection LOS B file://C:\ TEMP\u2k9C.tmp 08/22/2002 tl t :t :. ~ . , :. :a . , , ~ :. . , , a , , , a I All-Way Stop Control . Page I of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nalvst CCW Intersection McMillan & Locusf Grove ganey/Co. WIS urisdiction Date Performed 08122/2002 nalysis Year 2012 Background nalysis Time Period lAM Peak Hour Project 10 Meridian School D;strict EastIWest Street: McMillan INorth/South Street: Locust Grove Volume Adiustments and Site Characteristics ~oproach Eastbound Westbound Movement L T R L T R Volume 21 341 46 66 267 30 % Thrus Left Lane 50. 50. ~DProach Northbound Southbound Movement L T R L T R volume 40. 141 115 18 165 14 % Thrus Left Lane 50. 50. Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 :;on1iguration LTR LTR LTR LTR PHF 0..95 0.95 0..95 0..95 Flow Rate 428 381 311 20.5 % Heavy Vehicles 2 2 2 2 No. Lanes 1 1 1 1 3eometry Group 1 1 1 1 Duration, T 0..25 Saturation Headwav Adjustment Worksheet rap. Left-Turns 0.1 0..2 0..1 0.,1 Prop. Right-Turns 0..1 0..1 0..4 0..1 Prop. Heavy Vehicle 0..0 0..0. 0..0 0..0 LT-adj 0..2 0..2 0.2 0,2 0..2 0..2 0.,2 0..2 hRT-adj -0.6 -0..6 -0..6 -0..6 -0,6 -0..6 -0..6 -0..6 hHV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 adj, computed 7.0.1 7.01 7.0.1 7.0.1 Departure Headwav and Service Time hd, initial value 3.20. 320. 3.20. 3.20. lx, initial 0..38 0..34 0..28 0.18 hd, final value 7.0.1 7.0.1 7.0.1 7.01 lx, tinal value 0..83 0..76 0..64 0..45 Move-up time, m 2.0. 2.0. 2,0. 2.0 Service Time 5.0 , 5.0. I 5.0 I 5.0. I Capacity and Level of Service Eastbound Westbound Northbound $outhbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 496 475 439 , 386 Delay 35.95 29.33 22.35 17.35 LOS E 0 C C Approach: Delay 35.95 29.33 22.35 17.35 LOS E 0 C C Intersection Delay 27.98 Inlersection LOS 0 file:IIC:\ TEMP\u2kA9 .tmp 08/22/2002 =- =- :a . , :- :. ;- . , ~ :- . , , ~ :a . , , ~ i , All-Way Stop Control . Page 1 of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nalvst CCW Intersection McMillan & Locust Grove encv/Co. VWS urisdiction ate Performed 08122/2002 nalvsis Year 2012 Background nalysis Time Period PM Peak Hour reject ID Meridian School District EastIWest Street: McMillan INorth/South Street: Locust Grove Volume Adiustments and Site Characteristics pproach Eastbound Westbound Movement L T R L T R alume 17 314 54 139 423 20. YoThrus Left Lane sa sa IAoproach Northbound Southbound Movement L T R L T R Volume 70 210 114 24 220. 34 % Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 !configuration LTR LTR LTR LTR PHF 0.95 0.95 0.95 0.95 Flow Rale 403 612 414 291 % Heavy Vehicles 2 2 2 2 No. Lanes 1 1 1 1 K3eometry Group 1 1 1 1 Duration, T 0.25 Saturation Headwav Adiustment Worksheet Prop. Left-Turns 0.0 0.2 0.2 0.1 Prop. Right-Tums 0.1 0.0 0.3 0.1 brop. Heavy Vehicle 0.0 0.0 0.0 0.0. hL T -adj 0..2 0..2 0..2 0..2 0.2 I 0..2 0..2 0.2 RT-adj -0..6 -0..6 -0..6 -0..6 -0..6 -0..6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 9.21 9.21 9.21 9.21 Departure Headwav and Service Time 1d, initial value 3.20. 3.20. 3.20. 3.20. , initial' 0..36 0..54 0..37 0..26 d, final value 9.21 9.21 9.21 9.21 , final value 1.0.3 1.58 1.0.5 0..79 Move.up time, m 2.0. 2.0. 2.0. 2.0. Service Time 7.2 I 7.2 I 7.2 I 7.2 I CaDacitv and Level of Service Eastbound Westbound Northbound Southbound 11 L2 11 L2 L1 L2 L1 L2 Capacity 40.3 612 414 368 Delay 84.91 298.26 90..48 41.30. LOS F F F E i'\pproach: Delay 84.91 298.26 90..48 41.30. LOS F F F E Intersection Delay 154.79 Intersection LOS F file:IIC:\ TEMP\u2kA6. tmp 08/22/2002 -I - :- ~ . , :- :t :. . , , ~ ~ . , ~ :. i , a a . , All-Way Stop Control . Page I of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information , nalvst CCW Intersection McMHlan & Locust Grove IlAaency/Co. WIS urisdiction I~te Performed 8/22/2002 lAnalvsis Year 2012 BUild Out Analysis Time Period M Peak Hour Project 10 Meridian School District EastIWest Street: McMillan INorth/South Street: Locust Grove u'olume Adiustments and Site Characteristics 'l.oproach Eastbound Westbound Movement L T R L T R alume 21 341 62 99 267 30 % Thrus Left Lane 50 50 ~Dproach Northbound Southbound Movement L T R L T R lVolume 44 169 137 18 255 14 % Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 !configuration LTR LTR LTR LTR PHF 0.95 0.95 0.95 0.95 Flow Rate 445 416 367 300 % Heavy Vehicles 2 2 2 2 lNo. Lanes 1 1 1 1 !Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headwav Adjustment Worksheet Prop. Left-Turns 0.0 0.3 0.1 0.1 Prop. Right-Turns 0.1 0.1 , 0.4 0,0 Prop. Heavy Vehicle 0.0 0.0 0,0 0.0 hL T-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 9.04 9.04 9.04 9.04 Departure Headway and Service Time hd, initial value 3.20 3.20 3.20 3.20 , initial 0.40 0.37 0.33 0.27 d, final value 9.04 9.04 9.04 9.04 , final value 1.12 1,06 0,93 0.80 Move-up time. m 2.0 2.0 2.0 2.0 Service TIme 7.0 I 7.0 I 7.0 I 7.0 I Capacity and Level of Service Eastbound Westbound Northbound Southbound L1 l2 L1 l2 L1 l2 L1 l2 ~apacily 445 416 394 369 Delay 111.10 91.57 59.52 42.12 LOS F F F E pproach: Delay 111.10 91.57 59.52 42.12 LOS F F F E Intersection Delay 79.85 Intersection LOS F file://C:\TEMP\u2kI7E.tmp 08/22/2002 :a :t . , , :- :. . , , ~ :- . , , ~ :- . , ~ :- , . , All-Way Stop Control Page 1 of2 . . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nalvst CCW Intersection McMillan & Locust Grove Agen~/Co. WIS Jurisdiction Date Pertormed 0812212002 Analysis Year 2012 BUild Out nalysis Time Period PM Peak Hour Pro'ect 10 Meridian School Distnd EastIWest Street: McMillan INorth/South Street: Locust Grove Volume Adiustments and Site Characteristics pnroach Eastbound Westbound Movement L T R L T R I/olume 17 314 56 153 423 20 % Thrus Left Lane 50 50 lA[mroach Northbound Southbound Movement L T R L T R ~folume 80 259 137 24 245 34 %Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 l2 Configuration LTR LTR LTR LTR PHF 0.95 0.95 0.95 0.95 Flow Rate 405 627 500 317 % Heavy Vehides 2 2 2 2 No. Lanes 1 1 1 1 Geometry Group 1 1 1 1 Duration, T 0.25 Saturation Headwav Adiustment Worksheet Prop. Left-Turns 0.0 0.3 0.2 0.1 Prop. Right-Turns 0.1 0.0 0.3 0.1 Prop. Heavy Vehicle 0.0 0,0 0.0 0.0 hLT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT-adj -0.6 -0.6 -0.6 -0.6 -0.6 -0,6 -0.6 -0.6 hHV-adj 1.7 ' 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 9.40 9.40 9.40 9.40 DeDarture Headwav and Service Time hd, initial value 3.20 3.20 3.20 , 3.20 I initial 0.36 0.56 0.44 0.28 hd, final value 9.40 9.40 9.40 9.40 , final value 1.06 1.66 1.30 0.86 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 7.4 I 7.4 I 7.4 I 7.4 I CaDacitv and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 l2 L1 L2 Capacity 405 627 500 368 Delay 93.39 330.37 178.45 50.87 LOS F F F F Approach: Delay 93.39 330.37 178.45 50,87 LOS F F F F Intersection Delay 189.46 Intersection LOS F file://C:\TEMP\u2kI80_tmp 08/22/2002 :t :. ~ . , =- :. ~ . , ~ :. . , , ~ :- . , , a a . , All-Way Stop Control . Page 1 of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information 1AnalVst CCW Intersection McMillan & Locust Grove .IAnency/Co. WIS urlsdiction Date Performed 0812212002 nalysis Year 012 BUild Out & Fix 1Analysis Time Period M Peak Hour Pro'act ID Meridian School District EastfWest Street: McMillan )North/South Street: Locust Grove Volume Adiustments and Site Characteristics pproach Eastbound Westbound Movement L T R L T R olume 21 341 62 99 267 30 % Thrus Left Lane 50 50 o'nnroach Northbound Southbound Movement L T R L T R alume 44 169 137 18 255 14 % Thru$ Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 IConftguration L TR L TR L TR L TR PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Flow Rate 22 423 104 312 46 321 18 282 % Heavy Vehicles 2 2 2 2 2 2 2 2 No. Lanes 2 2 2 2 Geometry Group 5 5 5 5 Duration, T 0.25 Saturation Headwav Adjustment Worksheet Prop. Left-Turns 1.0 0.0 1.0 0,0 1.0 0,0 1,0 0.0 Prop. Right-Turns 0.0 0.2 0.0 ' 0.1 0.0 0.4 0.0 0.0 Prop. Heavy Vehicle 0.0 0.0 0.0 0.0 0,0 0.0 0.0 0.0 LT-adj 0.2 0.2 0.2 0.2 0.2 0.2 0.2 0.2 hRT -adj -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 -0.6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 8.09 8.09 8.09 8.09 8.09 8.09 8.09 8.09 Deoarture Headwav and Service Time d, initial value 3.20 3.20 3.20 3.20 3.20 3_20 3.20 3.20 , initial 0.02 0.38 0.09 0.28 0.04 0.29 0.02 0.25 hd. final value 8.09 8.09 8.09 8.09 8.09 8.09 8.09 8.09 , final value 0.05 0.92 0.24 0.69 0.11 0.71 0.04 0.65 Move-up time, m 2.3 2.3 2.3 2.3 ervice Time 5,8 I 5.5 5.8 I 5.5 5.8 r 5.5 5.8 I 5.5 CaDacitv and Level of Service Eastbound Westbound Northbound Southbound l1 L2 L1 L2 L1 L2 L1 L2 Capacity 272 458 354 436 296 438 268 416 Delay 11.21 51.28 13.54 26.93 12.12 27.68 11.61 25,17 LOS 8 F 8 0 B 0 B 0 pproach: Delay 49.30 23.58 25.73 24.35 LOS E C D C Intersection Delay 31.74 ntersection LOS D file://C:\ TEMP\u2kI82.trnp 08/22/2002 ~ :. . , , :- :. I , , :- :. . , , :II ~ . , I :- . , , All-Way Stop Control . Page 1 0[2 . ALL.WAY STOP CONTROL ANALYSIS General Information Site Information nalvst CCW Intersection McMillan & Locust Grove '\aencv/Co. W1S urisdiction ate Performed 0812212002 nalvsis Year 2012 BUifd Out & Fix nalysis Time Period PM Peak Hour Proiect ID Meridian School District EastfWest Street: McMillan INorthfSouth Street: Locust Grove Volume Adiustments and Site Characteristics Aporoach Eastbound Westbound Movement L T R L T R ~/olume 17 314 56 153 423 20. % Thrus 'left Lane 50. 50. LAO[ roach Northbound Southbound Movement L T R L T R alume 80 259 137 24 245 34 %Thrus Left Lane 50. 50. Eastbound Westbound Northbound Southbound L1 l2 L1 l2 L1 l2 L1 L2 Configuration L TR L TR L TR L TR PHF 0..95 0..95 0..95 0.,95 0.,95 ' 0.,95 0..95 0..95 IF/ow Rate 17 388 161 466 84 416 25 292 % Heavy Vehicles 2 2 2 2 2 2 2 2 No. Lanes 2 2 2 2 lGeometry Group 5 5 5 5 Duration, T 0..25 Saturation Headwav Adiustment Worksheet Prop. Left-Turns 1.0. 0..0. 1.0. 0..0. 1.0. 0..0. 1.0. 0.,0. Prop. Right-Turns 0..0. 0..1 0..0. 0..0. 0..0. 0..3 0..0. 0..1 Prop. Heavy Vehicle 0.0. 0.0 0.0 0.0 0.0 0,0. 0..0. 0..0. LT-adj 0..2 0..2 0..2 0..2 0..2 0..2 0..2 0..2 RT-adj -0..6 -0..6 -0..6 -0..6 -0..6 -0..6 -0..6 -0..6 HV-adj 1.7 1.7 1.7 1.7 1.7 1.7 1.7 1.7 hadj, computed 9.15 9.15 9,15 9.15 9.15 I 9,15 9.15 9.15 Departure Headway and Service Time ~. initial value 3.20. 3.20. 3.20. 3.20. 3.20. 3.20. 3.20. 3.20. , initial 0..0.2 0..34 0..14 0..41 0..0.7 0..37 0..0.2 0..26 d. final value , 9,15 9.15 9.15 9,15 9.15 9.15 9.15 9.15 , final value 0.,0.4 0..95 0..40. 1.14 0..21 1.0.0. 0..0.7 0..75 Move-up time, m 2.3 2.3 2.3 2.3 Service Time 6,8 I 6.6 6.8 I 6.6 6.8 I 6.6 6.8 r 6.6 CaDacitll and Level of Service Eastbound Westbound Northbound Southbound L1 l2 L1 l2 L1 L2 L1 l2 Capacity 267 40.6 398 466 334 418 275 389 Delay 12.26 63.84 17.67 116.32 14.14 72.97 12.83 34.41 LOS B F C F B F B D jApproach: Delay 61.68 90..99 63.0.9 32.71 LOS F F F 0 Intersection Delay 157.0.3 Intersection LOS F file:/IC:\TEMP\u2kI84.tmp 08/22/2002 ~ I . , , ~ a . , , a I . , , I . , , I ~ . , , 11. Thru volume 12. parking adjustment factor 13. No. of thru lanes including shared 14. Total approach volume 15. Prop. of left turns in lane group . . HCS2000: Signalized Intersections Release 4.1b Phone: E-Mail: PLANNING ANALYSIS CCW McMillan & Locust Grove WIS All other areas 08/22/2002 Analyst: Intersection: Agency I Co. : Area Type: Date Performed: Jurisdiction: Analysis Time period: Analysis Year: Project 1D: Meridian AM Peak Hour 2012 Build Out School District East/West Street McMillan VOLUME DATA Fax: North/South Street Locust Grove 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 Num. Lanes l' 1 0 11 1 0 11 1 0 l' 1 0 volume 121 341 62 199 267 30 144 169 137 11. 255 14 parking I N I N I N I N Coord. I N I N I N I N LT Treat. I ? I 7 I ? I ? Peak hour factor: 0.95 Area Type, All other areas I I I I I 1 I I LANE VOLUME WORKSHEET EAST BOUND WEST BOUND NORTH BOUND SOUTH BOUND LEFT TURN MOVEMENT 1. LT volume 2. opposing mainline volume 3. Number of exclusive LT lanes Cross Product [2] * [1] Left Lane Configuration (E=Excl, S=Shrd): Left Turn Treatment Type: 4. LT adjustment factor 5. LT lane vol RIGHT TURN MOVEMENT Right Lane Configuration (E=Excl, S=Shrd) 6. RT volume 7. Exclusive lanes 8. RT adjustment factor 9. Exclusive RT lane volume 10. Shared lane vol THROUGH MOVEMENT 21 99 44 18 297 403 269 306 1 1 1 1 6237 39897 11836 5508 E E E E U U U U 1.000 1.000 1.000 1.000 0 0 0 0 S S S S 62 30 137 14 0 0 0 0 0.850 0.850 0.850 0.850 73 35 161 16 341 267 169 255 1. 00 1.00 1. 00 1. 00 1 1 1 1 414 302 330 271 0.00 0.00 0.00 0.00 =- :. ~ I , , :. , . , ~ :t . , , ~ ~ . , , ~ I . , . . 16 . Left turn equivalence 1. 88 2.09 1.82 1. 89 17. LT adj . factor: 18. Through lane volume 414 )02 330 271 19. Critical lane volume 414 302 330 271 Left Turn Check (if [161 > 3.5) 20. Permitted left turn sneaker capacity: 60 60 60 60 7200/Cmax SIGNAL OPERATIONS WORKSHEET Phase plan Selection from Lane Volume Worksheet EAST BOUND WEST BOUND NORTH BOUND SOUTH BOUND Critical through-RT vol: [19] LT lane vol: [5] Left turn protection: (P/U/N) Dominant left turn: (Indicate by '<') 414 o u 302 o u 330 o u 271 o u Selection Criteria based on the specified left turn protection Plan 1: U Plan 2a: U Plan 2b: P Plan 3a: <P Plan 3b: P Plan 4: N u p U P <P N u u p <P p N u p U P <P N < lndicates the dominant left turn for each opposing pair Phase plan selected (1 to 4) 1 1 Min. cycle (Cmin) 60 Max. cycle (Cmax) 120 Timing plan value EAST-WEST Phi Ph 2 Pil3 NORTH:-SOUTH PhI Ph 2 Ph3 Movement codes Em NST Critical phase vol rCV] 414 0 0 330 0 0 Critical sum [CSI 744 CBD adjustment [CBD] 1.00 Reference sum [RSI 1624 Lost time/phase [PL] 4 0 0 4 0 0 Lost time/cycle [TL] 8 Cycle length [Cye] 60.0 Phase time 32.9 0.0 0.0 27.1 0.0 0,0 Critical v/c Ratio [Xcm] 0.53 Status Under capacity :- :. ~ . , , =- ~ . , ~ :. ~ I , - :. . , , ~ I . , . HCS2000: Signalized Intersections Release 4.1b Phone: E-Mail: Fax: PLANNING ANALYSIS . Analyst: Intersection: Agency/Co. : Area Type: Date Performed: Jurisdiction: Analysis Time period: Analysis Year: ~roject ID: Meridian CCW McMillan & Locust Grove WIS All other areas 08/22/2002 PM Peak Hour 2012 Build OUt School District East/West Street McMillan North/South Street Locust Grove VOLUME DATA I Eastbound I Westbound I NorthbOtmd I Southbound I L T R I L T R [ L T R I L T R I I I [ Num. Lanes [1 1 0 [1 1 0 [1 1 0 \1 1 0 Volume [17 314 56 [153 423 20 180 259 137 [2. 245 34 Parking [ N I N I N I N Coord. [ N I N [ N [ N LT Treat. I ? I ? I ? I ? Peak hour factor: 0.95 Area Type: All other areas LANE VOLUME WORKSHEET EAST WEST NORTH SOUTH BOUND BOUND BOUND BOUND LEFT TURN MOVEMENT 1. LT volume 2. Opposing mainline volume 3. Number of exclusive LT lanes Cross Product [2] 'I< [1] 17 443 1 7531 Left Lane Configuration {E=Excl, S=Shrd}: Left Turn Treatment Type: E U 4. LT adjustment factor 5. LT lane vol 1. 000 o RIGHT TURN MOVEMENT Right Lane Configuration (E=Excl, S=Shrd) 6. RT volume 7. Exclusive lanes 8. RT adjustment factor 9. Exclusive RT lane volume 10. Shared lane vol S 56 o 0.850 66 THROUGH MOVEMENT 11. Thru volume 12. Parking adjustment factor 13. No. of thru lanes including shared 14. Total approach volume 15. Prop. of left turns in lane group 314 1.00 1 380 0.00 153 370 1 56610 E U 1. 000 o S 20 o 0.850 24 423 1. 00 1 447 0.00 80 279 1 22320 E U 1. 000 o S 137 o 0.850 161 259 1. 00 1 420 0.00 24 396 1 9504 E U 1. 000 o S 34 o 0.850 40 245 1. 00 1 285 0.00 :- :. ~ . , ~ :. ~ I , ~ :. . , , ~ ~ . , , I I I . . 16. Left turn equivalence 2.17 2.02 1.84 2.07 17 . LT adj. factor: 18. Through lane volume 380 447 420 285 19 ' Critical lane volume 380 447 420 285 Left Turn Check (if [16) > 3.5) 20. Permitted left turn sneaker capacity: 60 60 60 60 7200/Cmax SIGNAL OPERATIONS WORKSHEET NORTH aOUND Phase plan Selection from Lane Volume Worksheet Critical through-RT vol: [191 LT lane vol: [5] Left turn protection: (PjU/N) Dominant left turn: (Indicate by 1<:;') Selection Criteria based on the specified left turn protection < Indicates the dominant left turn for eacb opposing pair Phase plan selected (I to 4) Min. cycle (Cmin) 60 Plan 1: U Plan 2a: U Plan 2b: P Plan 3a:<P Plan 3b: P Plan 4: N Max. cycle (cmax) 120 Timing Plan value Movement codes EWT Critical phase vol rcv) 447 Critical sum ICS] 867 C8D adjustment [CaD] 1. 00 Reference sum [RBI 1624 Lost time/phase [PL] 4 Lost time/cycle [TL] 8 Cycle length [Cye] 60.0 Phase time 3D. B Critical vie Ratio [Xcm] 0.62 Status Under capacity EAST-WEST Ph 1 ph;;) Ph3 o 0 o 0 0.0 0.0 EAST BOUND 380 o u u P U P <P N 1 WEST BOUND SOUTH BOUND 447 o u 420 o u 285 o u u u u p P U <P p P <P N N 1 NORTH-SOUTH Plll Ph2 ph3 NST '20 o o 4 o o 29.2 0.0 0.0 ~ ~ i :II a ~ t ~ a a . , ~ :II , , a :II , , Short Report . . Page 1 of I SHORT REPORT General Information lSite Information ~nalyst CCW Intersection Ustick & Locust Grove ~gency or Co, WIS Area Type All other areas Date Performed 0.8/22/20.0.2 J u risd iction ~ime Period AM Peak Hour Analysis Year 20.0.2 Volume and Timino Inout EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 a 1 1 a Lane group L T R L T R L TR L TR '1olume Ivph) 17 285 67 87 145 10. 19 10.0. 88 33 148 21 % Heavy veh a a a a a a a a a a a a "HF 0..84 0..84 0.84 0..89 0..89 0..89 0..77 0..77 0.77 0..69 0..69 0..69 Actuated (PIAl A A A A A A A A A A A A Startup lost time 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. Ex!. eft. green 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. '\rrival tvpe 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. Ped/Bike/RTOR Volume a 30. a 5 a 45 a 10. Lane Width 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. Parking/Grade/Parking N a N N a N N a N N a N Parking/hr Bus stopslhr a a a a a a a a a a Unit Extension 3.0. 3.0. 3.0. 3,0. 3.0. 3.0 3.0. 3.0. 3.0. 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 "'"iming G = 10..0 G - 22.0 G= 0..0. G- 0.0. G = 10..0. G = 16.0. G- 0..0 G- 0.0 y- 4 Y= 4 y= a y- Y- 4 Y= a Y- a y- Duration of Analvsis (hrs) = 0..25 Cvcle Lenoth C - 70..0. Lane GrouD CaDacitv, Control Dela, and LOS Determination EB WB NB SB Adj. flow rate 20. 339 44 98 163 6 25 186 48 230 Lane group cap, 635 597 508 483 597 50.8 460. 788 549 430 Ic ratio 0.0.3 0..57 0..09 0..20. 0.27 0.0.1 0..0.5 0..24 0..0.9 0..53 Green ratio , 0.51 0..31 0..31 0..51 0..31 0..31 0..43 0..23 0..43 0..23 Unif. delay d1 8.5 20..0. 16.9 9.7 18,0 16.5 12.0. 22.0. 11.8 23.7 Delay factor k 0..11 0..16 0..11 0..11 0..11 0..11 0.11 0.11 0.11 0.14 increm. delay d2 0.0 1.3 0.1 0..2 0.2 0.0. 0..0. 0.2 0..1 1.3 PF factor 1.0.0.0 1.000. 1.0.00 1.0.00 1.0.0.0 1.0.00 1.000 1.0.00 1.0.0.0. 1.0.00. Control delay 8.5 21.3 17.0 9.9 18.3 16.5 12.1 22.2 11.9 25.0 Lane group LOS A C B A B B B C B C pprch. delay 20..2 15.2 21.0. 22.8 pproach LOS C B C C Intersec. delay 19.8 Intersection LOS B HCS2000™ Copyright@2000UniversityofFlorida,AII Rights Reserved Version4.lb file:IIC:\ TEMP\s2k126. tmp 08/22/2002 ~ :- , . , ~ :a . , , ~ :a . , , :i , . , , ~ , . , Short Report . . Page 1 of I SHORT REPORT General Information Site Information ~naJyst CCW Intersection Ustick & Locust Grove ~gency or Co. WIS jArea Type All other areas Date Performed 0.8122/20.0.2 ~Urisdiction Time Period PM Peak Hour jAnalysis Year 20.0.2 Volume and Timi",:! Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0. 1 1 0. Lane group L T R L T R L TR L TR ~olume (vph) 24 184 36 151 30.6 19 70. 185 126 10. 153 34 % Heavy veh 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. "HF 0.85 0.85 0.85 0..87 0..87 0..87 0..86 0..86 0..86 0..90. 0..90. 0..90. i\ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0. 2.0. 20. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. Ex!. eff. green 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. o.,rrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. Ped/Bike/RTOR Volume 0. 18 0. 10. 0. 60. 0. 17 Lane Width 12.0. 12.0. 12.0. 12,0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. Parking/Grade/Parking N 0. N N 0. N N 0. N N 0. N Parking/hr Bus stops/hr 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Unit Extension 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. Phasing Excl. Left EW Perm 0.3 0.4 Excl. Left NS Perm 0.7 0.8 n-iming G - 11.0. G = 22.0. G= 0..0. G- 0..0. G = 10..0. G = 16.0. G - 0..0. G- 0..0. Y- 4 y- 4 y= a y- Y- 4 Y = 4 y- a Y= Duration of Analvsis (hrs) = 0..25 Cvcle Length C - 75.0. Lane Group Capacity, Control Dela\, and LOS Determination EB WB NB SB Adj. flow rate 28 216 21 174 352 10. 81 292 11 189 Lane group cap. 448 557 474 561 557 474 452 740. 451 399 "/c ratio 0..0.6 0..39 0..0.4 0..31 0..63 0..0.2 0..18 0..39 0.,0.2 0..47 Green ratio 0..49 0..29 0..29 0..49 0.,29 0..29 0..40. 0..21 0..40. 0..21 Unif. delay d1 10..9 21.1 19.0. 11.1 23,0. 18.8 14.5 25.3 13.8 25.8 Delay factor k 0..11 0..11 0..11 0..11 0..21 0..11 0..11 0..11 0..11 0..11 Increm. deiay d2 0..1 0..4 0..0. 0..3 2.3 0..0. 0..2 0..3 0..0. 0..9 P F factor 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1,0.0.0. 1.0.0.0. Control delay 11.0. 21.6 19.0. 11.4 25.3 18.9 14.7 25.7 13.8 26.7 Lane group LOS B C B B C B B C B C IApprch. delay 20..3 20. 7 23.3 26.0. jApproach LOS C C C C Intersec. delay 22.1 Intersection LOS C HCS2000™ Copyright@20ooUniversityofFlorida,AIIRightsReserved Version4.lb file://C:\TEMP\s2kI30.tmp 08/22/2002 a a , . , , a J , ~ I . , , a I . , , I J , Short Report . Page I of1 . SHORT REPORT General Information Site Information It>.nalyst CCW Intersection Ustick & Locust Grove fA,gency or Co. W/S Area Type All other areas Date Performed 0.8/22/20.0.2 urisdiction Crime Period AM Peak Hour Analysis Year 20.12 Background Volume and Timina Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num, of Lanes 1 1 1 1 1 1 1 2 0. 1 1 0. Lane group L T R L T R L TR L TR Volume (vphl 43 421 96 10.6 243 32 31 160. 10.7 95 283 10.9 % Heavy veh 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. PHF 0.95 0.95 0..95 0.95 0.95 0.95 0.95 0.95 0..95 0..95 0..95 0..95 I\ctuated (PIA) A A A A A A A A A A A A Startup lost time 2.0. 2.0. 2.0. 2.0 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. lEx!. eff. green 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2,0. 2.0. 2.0. IArrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0. 3.0 3.0 3.0 3.0 3.0 3.0 3.0. 3.0. 3.0 Ped/Bike/RTOR Volume 0. 45 0 10. 0. 50. 0. 50. Lane Width 12.0. 12.0. 12.0. 12.0. 12.0. 12.0. 12.0 12.0 12.0. 12.0. Parking/Grade/Parking N 0. N N 0. N N 0 N N 0 N Parking/hr Bus stops/hr 0. 0. 0. 0. 0. 0. 0. 0. 0. 0. Unit Extension 3.0. 3.0. 3,0. 3.0. 3.0. 3.0 3,0. 3.0 3.0 3.0 Phasing Excl. Left EW Perrr 03 04 Excl. Left NS Perm 07 08 Timing G - 10.,0. G - 35.0. G" 0..0. G- 0.0. G - 10..0. G" 26.0. G - 0..0. G- 0..0. y- 4 y- 4 y" 0. y- y- 4 Y- 4 Y- 0 y- Duration of Analysis (hrs = 0..25 Cycle Lenoth C - 97.0. Lane Group Capacitv, Control Dela\ , and LOS Determination ' EB WB NB SB Adj. flow rate 45 443 54 112 256 23 33 228 10.0. 360. Lane group cap. 524 686 583 372 686 583 317 929 484 496 Iv/e ratio 0..0.9 0..65 0.0.9 0..30. 0..37 0..0.4 0.10. 0..25 0..21 0..73 Green ratio 0..51 0.36 0..36 0.51 0..36 0.36 0..41 0..27 0.41 0.27 Unif. delay d1 12.7 25.8 20..5 15.1 22.9 20.1 18.7 27.8 17.9 32.3 Delay factor k 0. 11 0.22 0.11 0.11 0.11 0.11 0..11 0..11 0..11 0..29 Increm, delay d2 0..1 2.1 0..1 0..5 0..3 0..0. 0..1 0..1 0.2 5,3 PF factor 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.000 1.00.0. 1.0.0.0. 1.00.0. 1.0.00 1.0.00. 1.0.0.0. Control delay 12.8 27.9 20..6 15.5 23.2 20..1 18.9 28.0. 18.1 37.5 Lane group LOS B C C B C C B C B 0 Apprch. delay 26.0 20.8 26.8 33.3 Approach LOS C C C C Intersec. delay 26.9 Intersection LOS C HCS2000™ Copyright ro 2000 University of Florida, All Rights Reserved Version 4.1 b file://C:\ TEMP\s2kI3A. tmp 08/22/2002 =- :. ~ I , ~ :. ~ I , :- =- . , , :a =- . , :- =- ~ . , Short Report . . Page I of1 SHORT REPORT General Information Site Information 4nalyst CCW Intersection Ustick & Locust Grove 4gency or Co. WIS !Area Type All other areas Date Performed 08/22/2002 ~urisdiction ime Period PM Peak Hour ~nalysis Year 2012 Background Volume and TiminalnDut EB WB NB S8 LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0 1 1 0 Lane group L T R L T R L TR L TR I\ToJume (vph) 133 314 55 184 473 84 105 360 154 47 262 101 % Heavy veh 0 a a a a a a a a a a a PHF 0..95 0..95 0..95 0..95 0.95 0..95 0..95 0.95 0.95 0..95 0..95 0..95 IActuated (PIA) A A A A A A A A A A A A Startup lost time 2.0. 2.0. 2.0. 2,0. 2.0. 2.0 2.0 2.0 2,0. 2.0. Ex!. eff. m-een 2.0 2.0. 2.0 2.0. 2.0 2.0. 2.0. 2.0 2.0. 2.0 IArrival type 3 3 3 3 3 3 3 3 -c 3 3 Unit Extension 3.0 3.0. 3.0 3.0. 3.0 3.0 3.0 3.0 3,0. 3.0 Ped/Bike/RTOR Volume a 25 a 40. a 70. a 50 Lane Width 12.0 12.0. 12.0. 12.0. 12.0. 12.0. 12.0 12.0 12.0. 12.0. ParkingfGrade/Parking N 0 N N a N N 0 N N a N Parking/hr , Bus stopslhr a a 0 0 a a a a a a Unit Extension 3.0. 3.0. 3.0 3.0. 3.0 3,0 3.0 3,0. 3.0 3.0. Phasing Excl. Left EW Perm 0.3 0.4 Excl. Left NS Perm 0.7 0.8 Timing G - 13.8 G = 46.0. G= 0..0. G- 0..0. G - 11.4 G = 32.8 G- 0..0. G= 0..0 y= 4 y- 4 y- a y- y= 4 Y - 4 Y - a y- Duration of Analvsis (hrs - 0.25 Cycle Length C - 120.,0. Lane Grouo Caoacitv, Control Dela\ , and LOS Determination EB WB NB SB 4dj. flow rate 140. 331 32 194 498 46 111 467 49 330. Lane group cap. 373 728 619 50.4 728 619 325 958 348 50.6 Ic ratio 0.38 0..45 0.0.5 0.38 0..68 0..07 0..34 0.49 0..14 0..65 Green ratio 0..53 0..38 0..38 0..53 0..38 0..38 0..40. 0..27 0..40. 0..27 Unif. delay d 1 18.2 27.6 23.3 16.1 30.9 23.5 24.7 36.6 22.9 38.6 Delay factor k 0.11 0..11 0..11 0..11 0..25 0.11 0..11 0..11 0..11 0..23 Increm. delay d2 0..6 0..5 0..0. 0..5 2,7 0.1 0.6 0..4 0..2 3.0. PF factor 1.0.0.0 1.0.0.0. 1.0.0.0. 1.0.00. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.0.0.0. Control delay 18.8 28.1 23.3 16.6 33.6 23.5 25.3 37.0. 23,1 41.6 Lane group LOS B C C B C C C 0 C 0 ~pprch. delay 25.2 28.5 34.7 39.2 ~pproach LOS C C C 0 Intersec. delay 31.2 Intersection LOS C HCS2000™ Copyright to 2000 University of Florida, All Rights Reserved Version 4.1b file://C:\ TEMP\s2k 14E. tmp 08/22/2002 ~ :. , I , ~ a , I , ~ ~ . , , ~ I . , , I , . , Short Report . . Page I of I , SHORT REPORT General Information Site Information Analyst CCW Intersection Ustick & Locust Grove o,gency or Co, WIS Area Type All other areas Date Performed 08/2212002 ~urisdiction ime Period AM Peak Hour Analysis Year 2012 Build Out Volume and Timing Input EB WB NB S8 LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 0 1 1 0 Lane group L T R L T R L TR L TR 1V0lume (vph) 80 421 96 106 243 54 31 382 107 113 364 120 % Heavy veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0,95 0.95 0.95 0.95 IActuated (PIA) A A A A A A A A A A A A Startup lost time 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ex!. eft. green 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2,0 2.0 IArrival type 3 3 3 3 3 3 3 3 3 3 nit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Ped/Bike/RTOR Volume 0 45 0 25 0 50 0 50 Lane Width 12.0 12.0 12,0 12.0 12.0 12.0 12.0 12.0 12.0 12.0 Parking/GradelParking N 0 N N 0 N N 0 N N 0 N Parkinglhr Bus stopslhr 0 0 0 0 0 0 0 0 0 0 Unit Extension 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Phasing Excl. Left EW Perm 03 04 Excl. Left NS Perm 07 08 Timing G - 11.0 G - 40.0 G= 0.0 G = 0.0 G = 11.0 G - 37.0 G - 0.0 G- 0.0 Y- 4 Y- 4 y= 0 Y- Y- 4 y= 4 Y - 0 y- , Duration of Analvsis (hrs) = 0.25 Cycle Length C - 115.0 Lane Group Capacity, Control Dela, , and LOS Determination EB WB NB SB Adj. flow rate 84 443 54 112 256 31 33 462 119 457 Lane group cap. 486 661 562 336 661 562 292 1139 404 597 Ic ratio 0.17 0.67 0.10 0.33 0.39 0.06 0.11 0.41 0.29 0.77 Green ratio 0.48 0.35 0.35 0.48 0.35 0.35 0.45 0.32 0.45 0.32 Unit. delay d1 17.1 31.9 25.3 19.6 28.3 24.9 20.8 30.4 19,2 35.1 Delay factor k 0.11 0.24 0.11 0.11 0,11 0.11 0.11 0.11 0.11 0.32 Increm. delay d2 0.2 2.6 0.1 0.6 0.4 0.0 0,2 0.2 0.4 5.9 PF factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Control delay 17.3 34.5 25.4 20.2 28.6 25.0 20.9 30.7 19.6 41.0 Lane group LOS B C C C C C C C B D pprch. delay 31.2 260 30.0 36.6 pproacl1 LOS C C C 0 Intersec. delay 31.4 Intersection LOS C HCS2000™ Copyrighl tel 2000 University of Florida, All Rights Reserved Version4.lb file://C:\TEMP\s2kl AE.tmp 08/22/2002 :t :a ~ . , ~ ~ :. . , ~ :- . , , ~ , . , , ~ , . , Short Report . . Page 1 of] SHORT REPORT General Information Site Information Analyst CCW Intersection Ustick & Locust Grove Agency or Co. WIS ~rea Type All other areas Date Performed 08/2212002 Wurisdiction ~ime Period PM Peak Hour ~nalysis Year 20.12 Build Out Volume and TiminnlrlDut EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 a 1 1 a Lane group L T R L T R L TR L TR \/olume Ivphf 142 314 55 184 473 91 105 428 154 56 393 130. % Heavy veh a 0 a a a a a a a 0 a a PHF 0.95 0.95 0.95 0.95 0.95 0.95 0..95 0..95 0..95 0..95 0..95 0..95 Actuated (PIA) A A A A A A A A A A A A Startuolost time 2.0 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2,0. 2.0. 2.0. Ex!. eft. green 2.0. 2.0. 2.0. 2.0. 2.0 2.0 2.0 2.0 2.0. 2.0 Arrival ljioe 3 3 3 3 3 3 3 3 3 3 Unit Extension 3.0. 3.0. 3.0 3.0. 3.0. 3.0 3.0. 3.0. 3.0. 3.0. Ped/Bike/RTOR Volume 0 25 a 40 0 70. a 50 Lane Width 12.0. 12.0 12.0 12.0. 12.0 12.0 12.0 12.0. 12.0 12.0 Parking/Grade/Parking N a N N a N N a N N a N Parking/hr Bus stops/hr 0 a 0 0 a a 0 0 0 0 Unit Extension 3.0 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. 3.0. Phasing ExcJ. Left EW Perm 03 04 Excl. Left NS Perm 07 08 lTiming G - 14.0. G = 40.0. G= 0..0. G= 0..0 G - 10..0 G = 40..0. G- 0.0 G 0..0. y- 4 y- 4 y= a y- y - 4 y= 4 Y - a y- Duration of Analysis (hrs = 0.25 , Cycle Length C - 120..0 Lane GrouD CaDac~ Control Dela , and LOS Determination , EB WB NB SB li\'dj. flow rate 149 331 32 194 498 54 111 539 59 498 Lane group cap. 313 633 538 442 633 538 252 1174 358 617 ~/c ratio 0..48 0.52 0..06 0.44 0..79 0.10 0.44 0.46 0..16 0..81 Green ratio 0.48 0.33 0.33 0.48 0.33 0.33 0.45 0.,33 0.45 0..33 Unif. delay d1 22.1 32.3 27.2 19.6 36.1 27.6 23.8 31.5 19.8 36.5 Delay factor k 0.11 0.13 0.11 0.11 0..33 0..11 0..11 0..11 0..11 0..35 Increm. delay d2 1.1 0..8 0..0. 0..7 6.6 0..1 1.2 0..3 0..2 7.8 P Ffactor 1.00.0. 1.0.0.0. 1.0.0.0. 1.00.0. 1.0.00. 1.0.0.0 1.0.00. 1.000. 1.0.0.0 1.0.0.0. Control delay 23.3 33.1 27.3 20..3 42.7 27.7 25.0. 31.8 20.0.- 44.3 Lane group LOS C C C C 0 C C C B D Apprch. delay 29.9 35.8 30.6 41.7 Approach LOS C 0 C 0 Intersec. delay 34.5 Intersection LOS C HCS2000™ Copyright 10 2000 University of Florida, All Rights Reserved Version 4.1b file://C:\ TEMP\s2kl E4. tmp 08/22/2002 ~ I . , , ~ a . , , ~ I . , , ~ i , a I . , , Two-Way Stop Control . . Page I of2 , TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CCW Intersection Site SOuth & Locust Grove Agency/Co. WIS Jurisdiction Date Performed 0812212002 Analysis Year 2002 Analysis Time Period AM Peak Hour Project Description Meridian School District EastlWest Street: Site South Access NorthlSouth Street: Locust Grove Intersection Orientation: North-South Study Period (hrs): 0.25 !Vehicle Volumes and Adjustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R lVolume 0 127 43 21 1BB 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 141 47 23 20B 0 Percent Heavy Vehicles 0 - -- , 2 - - Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Sional 0 0 Minor Street Westbound , Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 18 0 9 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0,90 0.90 0.90 0.90 Hourly Flow Rate, HFR 20 0 10 0 0 0 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R , Delav, Queue Lenath, and Level of Service ~pproach NB SB Westbound Eastbound !Movement 1 4 7 B 9 10 11 12 Lane Configuration L L R ~ (vph) 23 20 10 , C (m) (vph) 13B6 600 907 ~/lc 0.02 , 0.03 0.01 95% queue length 0.05 0.10 0.03 Control Delay 7.6 11.2 9.0 LOS A B A Approach Delay -- -- 10.5 Approach LOS -- -- S > Copyright lO 2000 University of Florida, All Rights Reserved Version 4.Jb file://C:\TEMP\u2kl CB.lmp 08/22/2002 I I I :1 :1 ,I I '. , :1 :1 I 'I I 'I , ' :1 :1 I ,I , :1 :1 ,I I ,I Two-Way Stop Control Page I of2 . . TWO-WAY STOP CONTROL SUMMARY General Information Site Information , Analyst CCW Intersection Site SOuth & Locust Grove Agency/Co. WIS Jurisdiction Date Performed 08122/2002 Analysis Year 2002 ",nalysis Time Period PM Peak Hour Proiect Description Meridian School District EastlWest Street: Site South Access North/South Street: Locust Grove Intersection Orientation: North-South Study Period (hrs): 0,25 ~ehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R .Iolume 0 228 8 4 225 0 Peak-Hour Factor, PHF 0.90 0.90 0,90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 253 8 4 250 0 Percent Heavy Vehicles 0 - - 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R N'olume 12 0 6 0 0 0 Peak-Hour Factor, PHF 0.90 0.90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 13 0 6 0 0 0 Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Delav, Queue Lenath, and Level of Service ">pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 4 13 6 C (m) (vph) 1303 521 786 Ic 0.00 0.02 0.01 95% queue length 0.01 0.08 0.02 Control Delay 7,8 12.1 9,6 LOS A B A /\'pproach Delay -- -- 11.3 /\'pproach LOS - - B > Copyright lO 2000 University of Florida, All Rights Reserved Version4.1b file://C:\ TEMP\u2kl CE.tmp 08/22/2002 =- :t ~ . , , ~ ~ . , ~ :t . , , ~ a . , , a a . , Two-Way Stop Control . . Page I oi2 nNO-WAYSTOPCONTROLSUMMARY General Information Site Information Analyst ccw ~~tersection Site SOuth & Locust Grove Agency/Co. WIS urisdiction Date Performed 0.8/22/2002 Analysis Year 20.12 Background Analvsis Time Period PM Peak Hour Proiect Description Meridian Schoo/ District EastlWest Street: SIte South Access North/South Street: Locust Grove I ntersection Orientation: North-South Studv Period (hrs): 0.25 Vehicle Volumes and Adjustments Malar Street Northbound Southbound Movement 1 2 3 4 5 6 l T R L T R \'olume 0 359 8 4 344 0 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0..95 0..95 Hourly Flow Rate, HFR a 377 8 4 362 a Percent Heavy Vehicles a - -- 2 -- -- V1edian Type Undivided RT Channelized a a Lanes 0 1 1 1 1 0 ICOnfiguration T R L T Upstream Sional 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R "olume 12 0 6 a a a Peak-Hour Factor, PHF 0..95 0..95 0.95 0..95 0.95 0.95 Hourly Flow Rate, HFR 12 a 6 a 0 a Percent Heavy Vehicles 2 0 2 0 0 0 Percent Grade ('I.) , 0 , a Flared Approach N N Storage a a RT Channelized a a Lanes 1 a 1 0 0 0 Configuration L R Dela", Queue Lennth, and Level of Service IAPproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R Iv (vph) 4 12 6 C (m) (vph) 1173 380 670 ~'/c 0..0.0 0.03 0.01 95% queue length 0.01 0.10. 0..0.3 Control Delay 8.1 14.8 10.4 LOS A B B ~pproach Delay - - 13.3 ~pproach LOS - -- B , > Copyright (0 2000 University of Florida,. All Rights Reserved Version4.1b file:/lC:\TEMP\u2kID7.tmp 08/22/2002 ~ :a ~ . , ~ ~ , . , ~ :t . , , ~ , . , , ~ I , Two- W ay Stop Control . . Page I of2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information !Analyst CCW Intersection Site SOuth & Locust Grove ~gency/Co. W/S Jurisdiction Date Performed 0.8122/20.0.2 iAnalysis Year 2012 Build Out ~~alysis Time Period AM Peak Hour PrOlect Description Meridian School District EasUWest Street: Site South Access North/South Street: Locust Grove Intersection Orientation: North-South Study Period Ihrs): 0.25 vehicle Volumes and Adjustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 0 361 173 85 371 0 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0..95 0..95 Hourly Flow Rate, HFR 0 380 182 89 390 0 Percent Heavy Vehicles 0 -- - 2 - -- Median Type Undivided RT Channelized 0 , 0 Lanes 0 1 1 1 1 0 ~onfiguration T R L T Upstream STOnal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R "olume 74 0 36 0. 0 0. Peak-Hour Factor, PHF 0..95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 77 0. 37 0 0 0 Percent Heavy Vehicles 2 0. 2 0 0. 0 Percent Grade (%) 0 0 Flared Approach N N , Storage 0. 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Dela;!, Queue Lenath, and Level of Service !Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 !Lane Configuration L L R lV(vph) 89 77 37 C (m) (vph) 1009 264 667 ~c 0.,09 0.29 0.06 95% queue length 0..29 1.18 0.18 Control Delay 8.9 24.2 10.7 LOS A C B IA:pproach Delay - - 19.8 Approach LOS -- -- C > Copyright e 2000 University of Florida, All Rights Reserved Version4.1b file://C:\TEMP\u2kl EA.tmp 08/22/2002 :- :t ~ t , :a ~ , . , ~ :- t , ~ r. . , , ~ , . , Two-Way Stop Control . . Page lof2 nNO-WAY STOP CONTROL SUMMARY General Information Site Information '\nalyst CCW Intersection Site SOuth & Locust Grove '\ganey/Co. WIS Jurisdiction Date Performed 0812212002 Analysis Year 2012 Build Out Analysis Time Period PM Peak Hour Project Description Meridian Schoo/Dis(rict EastlWest Street: SIte South Access North/South Street: Locust Grove , Intersection Orientation: North-South StUdy Period (hrs): 0.25 ~ehicle Volumes and Adjustments lVIaior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R N'olume 0 424 32 16 575 0 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 0 446 33 16 605 0 Percent Heavy N'ehicles 0 - 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 Configuration T R L , T Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 48 0 24 0 0 0 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0,95 0.95 Hourly Flow Rate, HFR 50 0 25 0 0 0 Percent Heavy N'ehicles 2 0 2 0 0 0 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 0 1 0 0 0 Configuration L R Delav, Queue Lenath and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R " (vph) 16 50 25 C (m) (vph) 1083 236 612 /c 0.01 0.21 0.04 95% queue length 0.04 0.78 0.13 ' Control Delay 8.4 24.3 11.1 LOS A C B '\pproach Delay -- -- 19.9 '\pproach LOS - - C > Copyright <9 2000 University of Florida, All Rights Reserved Version 4.lb file ://C:\TEMP\u2kIEC.tmp 08/22/2002 :t :t ~ . , :- :. ~ . :- =- :t . , , :t :, . , , :a , . , Two-Way Stop Control . Page 1 of2 . nNO-WAYSTOPCONTROLSUMMARY General Information Site Information iJoa..l"fI- V>-nalyst CCW Intersection Site Access & Locust Grove v>-gency/Co. W/S Jurisdiction Date Performed 0.8122/20.0.2 Analysis Year 20.12 Background iAnalysis Time Period AM Peak Hour Project Description Meridian School District EastlWest Street: Ste Access NorthfSouth Street: Locust Grove Intersection Orientation: Nor1h-South ~tudy Period (hrs): 0..25 Vehicle Volumes and Adjustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 28 200 16 8 262 11 Peak-Hour Factor, PHF 0..95 0..95 0..95 0..95 ' 0..95 0..95 Hourly Flow Rate, HFR 29 210. 16 8 275 11 Percent Heavy Vehicles 2 -- - 2 - - Median Type Undivided RT Channelized 0 0 Lanes 1 1 1 1 1 1 Configuration L T R L T R Upstream Signal a a lMinor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 49 a 24 32 a 83 Peak-Hour Factor, PHF 0..95 0..95 0..95 0..95 0.95 0.95 Hourly Flow Rate, HFR 51 a 25 33 a 87 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) a 0 Flared Approach N N Storage a a RT Channelized a 0 Lanes 1 1 a 1 1 a Configuration L TR L TR Delav, Queue Lenath and Level of Service o,pproach NB SB Weslbound Eastbound Movement 1 4 7 8 9 10. 11 12 Lane Configuration L L L TR L TR Iv (vph) 29 8 51 25 33 87 C (m) (vph) 1276 1342 354 830. 40.4 764 Iv/c 0..0.2 0..0.1 0..14 0..0.3 0.0.8 0..11 95% queue length 0..0.7 0..0.2 0..50. 0..09 0.,27 0..38 ~ontro' Delay 7.9 7.7 16.9 9.5 14.7 10..3 LOS A A C A B B Approach Delay - -- 14.4 11.5 Approach LOS -- -- B B > file://C:\ TEMP\u2kB2. tmp 08/22/2002 , :a , . , ~ ~ , , a I . , , a , . , , I I , Two-Way Stop Control . Page I of2 . TWO-WAY STOP CONTROL SUMMARY General Information Site Information )fOltffl Analyst CCW Intersection Site Access & Locust Grove AgencylCo, W/S urisdiction Date Performed 0.8/22120.0.2 Analysis Year 20.12 Background Analysis Time Period PM Peak Hour Proiect Descriotion Meridian School District EastlWest Street: Ste Access North/South Street: Locust Grove Intersection Orientation: North-South Study Period (hrS1: 0..25 !vehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ~olume 96 359 60. 30. 310. 37 Peak-Hour Factor, PHF 0..95 0..95 0..95 0..95 0.,95 0..95 Hourly Flow Rate, HFR 10.1 377 63 31 326 38 Percent Heavy Vehicles 2 -- - 2 -- - Median Type Undivided -:- RT Channelized a 0 Lanes 1 1 1 1 1 1 Configuration L T R L T R Upstream Signal 0 a Minor Street Westbound Eastbound Movement 7 8 9 10 11 , 12 L T R L T R Volume 34 a 17 21 a 54 Peak-Hour Factor, PHF 0..95 0..95 0..95 0..95 0.95 0.95 Hourly Flow Rate, HFR 35 a 17 22 a 56 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 a Flared Approach N N Storage a a RT Channelized a a Lanes 1 1 a 1 1 a Configuration L TR L TR Delav, Queue Len"th, and Level of Service !APproach NB SB Westbound Eastbou nd Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Iv (vph) 10.1 31 35 17 22 I 56 C (m) (vph) 1195 1120. 183 670. 195 715 Iv/c 0..0.8 0..0.3 0.,19 0..0.3 0..11 0..08 95% queue length 0..28 0..0.9 0..68 0..0.8 0..38 0..25 Control Delay 8.3 8.3 29,3 10..5 25,8 10..5 LOS , A A D B D B Approach Delay -- -- 23.1 14.8 Approach LOS - -- C B > file://C:\ TEMP\u2kB5. tmp 08/22/2002 :t :a ~ It , :a :a , . , a ~ . , , ~ , . , , a , . , Two-Way Stop Control . Page 1 of2 . TWQ-WA Y STOP CONTROL SUMMARY General Information Site Information Analyst CCW Intersection Site Access & Locust Grove Agency/Co. WIS Jurisdiction Date Performed 08/22/2002 I\nalysis Year 2012 Build Out Analysis Time Period AM Peak Hour Project Descriotion Meridian Schoo/ District EastlWest Street: Ste Access INorth/South Street: Locust Grove Intersection Orientation: North-South IStudy Period (hrs): 0,25 Vehicle Volumes and Adiustments Maior Street Northbound Southbound V10vement 1 2 3 4 5 6 L T R L T R dolume 28 264 168 83 326 ' 11 Peak-Hour Factor, PHF 0.95 0.95 0,95 0,95 0,95 0.95 Hourly Flow Rate, HFR 29 277 176 87 343 11 Percent Heavy Vehicles 2 - - 2 -- -- Median Type Undivided ' ' RT Channelized 0 0 Lanes 1 1 1 1 1 1 Configuration L T R L T R Upstream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 ' 11 12 L T R L T R !Volume 103 0 51 32 0 83 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 108 0 53 33 0 87 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 , !Flared Approach N N Storage 0 0 RT Channelized 0 0 anes 1 1 0 1 1 0 Configuration L TR L TR Delav, Queue Len~th, and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L , TR v (vph) 29 87 108 53 33 87 l.;(m)(vph) 1205 1108 209 762 201 700 v/c 0.02 0.08 0.52 0.07 0.16 0.12 95% queue length 0.07 0.26 2.65 0.22 0.57 0.42 Control Delay 8.1 8.5 39.3 10.1 26.4 10.9 LOS A A E B D B Approach Delay - - 29.7 15.1 Approach LOS - - D C > fi1e://C :\TEMP\u2k I BF.tmp 08/22/2002 ~ :t ~ . , ~ ~ . , , a ~ . , , ~ I , ~ a I , Two-Way Stop Control . . Page I of2 TWO-WAY STOP CONTROL SUMMARY General'nformation Site Information flVlalyst CCW Intersection Site North & Locust Grove ~gencYICo. WIS u risd iction Date Performed 0.8/22120.0.2 o,nalysis Year 2012 Build Out lL>.~alysis Time Period PM Peak Hour Proiect Description Meridian School District EastlWest Street: Site North Access NorthlSouth Street: Locust Grove Intersection Orientation: North-South Study Period (hrs): 0.25 ~hicle Volumes and Adiustments aior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 96 400 119 59 322 37 Peak-Hour Factor, PHF 0.95 0..95 0..95 0..95 0..95 0.95 Hourly Flow Rate, HFR 10.1 421 125 62 338 38 Percent Heavy Vehicles 2 -- - 2 -- -- Median Type , Undivided RT Channelized 0 0 Lanes 1 1 1 1 1 1 Configuration L T R L T R OOStream SKmal a 0 Minor Street Westbound Eastbound c- Movement 7 8 9 10 11 12 L T R L T R volume 166 a 82 21 a 54 Peak-Hour Factor, PH F 0.95 0..95 0.95 0.95 0.95 0..95 Hourly Flow Rate, HFR 174 a 86 22 0 56 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage a 0 RT Channelized a 0 Lanes 1 1 0 1 1 a Configuration L TR L TR Ibelav, Queue Lenath and Level of Service IApproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L L TR L TR Iv (vph) 101 62 174 86 ' 22 , 56 C (m) (vph) 1182 1023 148 632 127 70.4 Iv/e 0.0.9 0..0.6 1.18 0..14 0.17 0.08 95% queue length 0.28 0..19 9.86 0..47 0..60 0..26 Control Delay 8.3 8.7 189.0 11.6 39.2 10..6 LOS A A F B E B ~pproaeh Delay -- -- 130..3 18.6 ~pproach LOS -- -- F C > Copyright e 2000 University of Florida, All Rights Reserved Version 4,lb file://C:\TEMP\u2kl CI.tmp 08/22/2002 :t :- ~ It , ~ ~ , . , ~ ~ . , , a a . , , a a . , . . HCS2000: Signalized Intersections Release 4.1b Phone; E-Mail: Fax: PLANNING ANALYSIS Analyst: Intersection: Agency I Co. : Area Type: Date Performed: Jurisdiction: Analysis Time period: Analysis Year: project 1D: Meridian ccw Site Access& Locust Grove WIS All other areas 08/22/2002 AM Peak Hour 2012 Build OUt School District East/west Street North/south Street Locust Grove VOLUME DATA I Eastbound I Westbound I Northbound I Southbound I L T R I L T I< I L T R I L T R I I I I Num. Lanes \1 1 0 l' 1 0 l' 1 0 [1 1 0 Volume 132 0 83 1103 0 51 128 264 16a 183 326 11 parking I N [ N I N I N Coord. I N I N I N I N LT Treat. I ? I ? I ? I ? Peak hour factor: 0.95 Area Type: All other areas LANE VOLUME WORKSHEET EAST BOUND WEST BOUND NORTH BOUND SOUTH BOUND LEFT TURN MOVEMENT 1. LT volume 32 103 28 83 2, Opposing mainline volume 51 a3 337 432 3. Number of eXClusive LT lanes 1 1 1 1 Cross Product (21 . (lJ 1632 8549 9436 35856 Left Lane Configuration (B=Excl, S=Shrd) : E E E E Left Turn Treatment Type: U U U U .. LT adjustment factor 1. 000 1.000 1. 000 1.000 5. LT lane vol 0 0 0 0 RIGHT TURN MOVEMENT Right Lane Configuration (E=Excl, S=Shrd) S S S S 6. RT volume 83 Sl 168 11 7. Exclusive lanes 0 0 0 0 8. RT adjustment factor 0.B50 0.850 0.850 0.850 9. Exclusive RT lane volume 10. Shared lane vol 98 60 198 13 THROUGH MOVEMENT 11. Thru volume 0 0 264 326 12. parking adjustment factor 1. 00 1.00 1. 00 1. 00 13. No, of thru lanes including shared 1 1 1 1 14. Total approach volume 98 60 462 339 15. Prop. of left turns in lane group 0.00 0.00 0.00 0.00 =- =- :. . , :t :. ~ . , :t :t . , ~ ~ :. . , , a ~ . , . . 16. Left turn equivalence 1.45 1.50 1. 95 2.15 17. LT adj. factor: 18. Through lane volume 98 60 462 339 19. Critical lane volume 98 60 462 339 Left Turn Check (if [161 :> 3.5) 20. Permitted left turn sneaker capacity: 60 60 60 60 7200/Cmax SIGNAL OPERATIONS WORKSHEET EAST WEST NORTH SOUTH Phase Plan Selection from Lane Volume Worksheet 80UND BOUND 80UND 80UND Critical through-RT vol: [19J 98 60 462 339 LT lane vol: [5) 0 0 0 0 Left turn protection: (pjUjNI U U U U Dominant left turn: (Indicate by 1<:: r) Selection Criteria based on the specified left turn protection Plan 1: U Plan 2a: U Plan 2b: P Plan 3a: <P Plan 3b: P plan 4: N U P U P <p N U U P <p p N U P U P <p N <:: Indicates the dominant left turn for each opposing pair phase plan selected (1 to 4) 1 1 Min. cycle (Cmin) 60 Max. cycle (Cmax) 120 Timin,g Plan Value EAST-WEST ph 1 Ph 2 ph 3 NORTH-SOUTH Pill Ph 2 Ph 3 Movement codes ENT NST Critical phase vol [CV] 98 0 0 462 0 0 Critical sum [CS] 560 CBD adjustment [C8D] 1.00 Reference sum [RS) 1624 Lost time/phase- [PL] 4 0 0 4 0 0 Lost time/cycle [TL] 8 Cycle length [CYC] 60.0 Phase time 13 .1 0.0 0.0 46.9 0.0 0.0 Critical vie Ratio [Xcm] 0.40 Status Under capacity :t :t ~, . , , :a ~ . , ~ ~ , . , a ~ . , , I I . , . . HCS200Q: Signalized Intersections Release 4.lh Phone: E-Mail: PLANNING ANALYSIS Analyst: Intersection: Agency I Co. : Area Type: Date Performed: Jurisdiction: Analysis Time Period: Analysis Year: Project 1D: Meridian Fax: CCW Site North & Locust Grove WIS All other areas 0'/22/2002 PM Peak Hour 2012 Build Out School District East/West Street Site North Access VOLUME DATA North/South Street Locust Grove 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 Num. Lanes l' 1 0 11 1 0 11 1 0 l' 1 0 Volume 121 0 54 1'66 0 '2 196 400 119 159 322 37 Parking I N I N I N I N Coord. I N I N I N I N LT Treat. I ? I ? I ? I ? Peak hour factor: 0.95 Are. Type: All other areas LANE VOLUME WORKSHEET EAST BOUND SOUTH BOUND WEST BOUND NORTH BOUND LEFT TURN MOVEMENT 1. LT volume 2. Opposing mainline volume 3. Number of exclusive LT lanes Cross Product [2] * [1] Left Lane Configuration (E=Excl, S=Shrd): Left Turn Treatment Type: 4. LT adjustment factor 5. LT lane vol RIGHT TURN MOVEMENT Right Lane Configuration (E=Excl, S=Shrd) 6. RT volume 7. Exclusive lanes 8. RT adjustment factor 9. Exclusive RT lane volume 10. Shared lane vol THROUGH MOVEMENT 11. Thru volume 12. Parking adjustment factor 13. No. of thru lanes including shared 14. Total approach volume 15. Prop. of left turns in lane group 21 166 96 59 82 54 359 519 1 1 1 1 1722 8964 34464 30621 E E E E U U U U 1.000 1. 000 1. 000 1.000 0 0 0 0 S S S S 54 82 119 37 0 0 0 0 0.850 0.850 0.8S0 0.850 64 96 140 44 0 0 400 322 1. 00 1. 00 1. 00 1. 00 1 1 1 1 6. 96 540 366 0.00 0.00 0.00 0.00 :- :. :. . :t =- :t ~ . , =- ~ . , , :t ~ . , :- :- ~ . , . . 16. Left turn equivalence 1. 50 1.46 2.00 2.34 17. LT adj. factor: 18. Through lane volume 64 96 540 366 19. Critical lane volume 64 96 540 366 Left Turn Check {if [16] ::. 3. 5} 20, Permitted left turn sneaker capacity: 60 60 60 60 72 0 O/Crnax SIGNAL OPERATIONS WORKSHEET Phase plan Selection from Lane Volume Worksheet EAST BOUND WEST NORTH BOUND BOUND SOUTH BOUND Critical through-RT vol: [19] LT lane vol: [5J Left turn protection: (P/u/N) Dominant left turn: (Indicate by '<::') 64 o u 96 540 o 0 u u 366 o u Selection Criteria based on the Plan 1, U U specified left turn protection Plan 2a: U P Plan 2b: P U < Indicates the dominant left turn Plan 3a:<P P for each opposing pair Plan 3b: P <P plan 4, N N u u u P P U <P P P <P N N 1 Phase plan selected (1 to 4) 1 Min. cycle (Cmin) 60 Max, cycle (Cmax) 120 Timing Plan Value ____EAST-WEST_____ Ph 1 Ph 2 Ph 3 _NORTH-SOUTH_ Ph 1 ph 2 ph 3 Movement codes ENT NST Critical phase vol lCV] 96 0 0 540 0 0 Critical sum [CS] 636 CaD adjustment ICBO] 1. 00 Reference sum IRS] 1624 Lost time/phase [PL] 4 0 0 4 0 0 Lost time/cycle ITL] 8 Cycle length [CYC] 60.0 phase time 11.8 0,0 0.0 48.2 0.0 0.0 Critical v/c Ratio [Xcm] 0.45 Status Under capacity 10/03/2002 10/03/02 13:16 FAX 2088886854 11:27 1t208 ~9336 MERIDIAN P&Z DEPT. J-U-B ENG. BOISE ~ City Clerk @OOi III 001/001 . 10/3/2002 City of Meridian Planning and Zornng Department 660 E. Watertower Lane, Suite 202 Meridian, ID 83642 To Whom It May Concern: r, Daren Fluke. representing Joint School District #2, do hereby certify that the property subject to the nreliminarv Dlat and conditional use applications know as Education Camnu5 Subdivision. was posted with the pertinent and required information regarding the public hearing on October 2, 2002. at least one week prior to the public bearing for the requested applications. Dated this ~Gi day of ~ ,2002. Signed: ;ngpJ,;; Daren Fluke, AICP Planning Associate "9oiS'el'i[cS\J"UbJh::\ProjcctMmnald'.s\0AL\118SD\Adn,in\prcp JlQStZ,clOQ OCT 03 '02 13:20 2088886854 PAGE. 01 .........