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Home My WebLink AboutEducation Campus Traffic Study , ~ ~ . , , a a . , , a J I I I . , , I I . , . . LOCUST GROVE EDUCATIONAL CAMPUS TRAFFIC IMPACT STUDY Prepared Jar Joint School District No.2 911 Meridian Street Meridian, Idaho 83642 September 16,2002 Prepared by " Washington Washington Infrastructure Services 720 Park Boulevard, P.O. Box 73 Boise, Idaho 83729-0073 (208) 386-5000 :- fI ~ . , ~ :. ~ . ~ ~ :. . , , ~ :. . , - a i , . Joint School DiS. No.2 Educational Campus Traffic Impact Study TABLE OF CONTENTS EXECUTIVE SUMMARY ..,..,......,.,.,....,....,....".......,..........,...,,....,.,..."..,...,.,............,.....,.,........,.,,...,..,..., 1 INTRODUCTION ...,'...,......,.,...,...,...,....,'.,....,'..........,......,..,.,...,.....",.......",......,.."......"".......,.,.....,....,..... 3 PROPOSED DEVELOPMENT ..,....,.,.,...,..,..,......."...".,.,.....,.,..,........".,....".........".."........",........".......... 3 STUDY AREA CONDITIONS ............................................................................................................,......3 Study Area.....,.,...,...,..,....".,......,...".,....,.,......,..,.......,..,.............,...".......",..,...,.....,.......,..,....." '"'' ___.... 3 Land Use.,......"...,.,.,....,.,.......,.,...,...,.,......,....",...""...,..,.,...,.....,......,....,.......".........",..,....".,. ........,...., 3 EXISTING CONDITIONS .,.,...,...,.,...,...,......,.,.........., ,.....,.., ,....,......,.....,..,..... .,...,.,.... ...", ,.,.. ...,., ........". '" 4 Traffic Volumes....,..., ....................,....,.....".,...."......,.."...,.,.....,....".......",...........".......,.",....",..."....... 4 Road System "........,..,....." ,..,.....,..,......", ""'" ,...., ....,.....,.,.,.,...,......"..,......,..,... ......,.,..... ..., ,....." """"'.. 4 Other Vicinity Developments ,..."...,.,....,....., ,.,." ..,..."...,....,......,., ,......,.,..."... .,..........,....,...."..., "... """ 4 STUDY PERIOD ..,....,...,....,..., ".............., ,..........." ,.....,..,.,..,.....,.,......,..........., ,........ """""" ,.,..,......,.,. ,.. '" 4 PROJECTED TRAFFIC ....,.,..."...,.....,....,.,......,......,..., ".... ,..".......,....,'.."...,.,..", ,............,.,..." "., '''''. ..., .... 4 Site Traffic,."................. ................,..."......,..,...",....,...,.....,.....,.......,.......,.,.....""..........".....,...,.,.......... 4 Trip Generation.......,.,....,..,.,.....,...........,.............,..,.......,...........,..,....."....,........,.,.....,..",....,.,..,... ., 4 Trip 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 Signal Warrants..,......."......,..,.,...,.,...,.......,.,.....",...,....,.....,.,....,.,...".,...,...,......".",..,....."....,.,.., """"'" 7 lntersection Improvements,..........,.,..."..,...,...,..".,..........,...,.......,.........".............,.,......,........",............. 7 CONCLUSIONS ...,..,.,......,.,....",..........,............,.......",.......,..,...,.,...".,........",..,.........,.,.....,...,.....,.,..,..,.,. 10 REFERENCES .,...,.,..,...,.,..,........,...........,...." ,.....,.,..., .....,.,...,........,....,....., ......___............___..,.........,.,........ 12 " Washington JoiClt &hool District No.2 Educational Campus TIS,doc ~ :t ~ I , ~ :. . , ~ ~ r. . , , a , . , ~ I i , . Joinl School DiS. No.2 Educational Campus Traffic Impact Study EXECUTIVE SUMMARY The proposed 37-acre educational campus is located in section 32 T4N RlE bounded by Ustick Road, Locust Grove Road, McMillan Road, and Eagle Road, The following are the principal findings and recommendations of the study: I. 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 of20 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 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 ] 30 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 Road/Locust 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 Road/McMillan 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 l2-square mile North Meridian Planning Area at 2020. Any improvements on these roadways should be based on the recommendations of the North Meridian Area Traffic Study. ~ Washington Page I Joint School District No.2 Educational Campus TIS.doc ~ :- ; , ~ :a . , ~ ~ :. . , ~ :. , . , ~ :. ; , . Joint School DiS. No. 2 Educational Campus Traffic Impact Study II. The McMillan Road/Locust 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, o Washington Page 2 Joint S<;:Rool District No.2 Educational Campus TIS.doc :- :. :. . =- =- :. ~ . :- =- ~ . , , ~ :. . , :- ~ , . , . Joint School Dist. No.2 Educational Campus Traffic Impact Study INTRODUCTION Washington Infrastructure Services (WlS) has been retained to prepare a traffic impact study for the proposed educational campus located in section 32 T4N Rl E 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 Grove/McMillan, Locust Grove/Ustick, 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 RlE 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 125 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 Road/McMillan Road, Locust Grove RoadIU stick 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 , ~ a . , , ~ I , , I . , J J I . , J I I . , . Joint School Dislt 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 Grove/McMillan Road and the Locust GrovefU stick 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 Ustick 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 I E 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 Trip 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 G Washington Page 4 Joint School District No.2 Educational Campus TIS.doc ~ ~ . , , :- ~ . , , ~ ~ . , ~ 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 perfonned 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, of which the peak hour traffic (PHT) is 621 vph. The North Meridian Study expects a trip capture up to 10% within each 1 square mile section. As more non-residential uses are developed within T4N RI E Section 32, 10% of the site-generated trips will be retained within the section. For the purpose of this report due to the nature of the 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 assigned 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 RlE Section 32 is applied to the trip generation from the site to detennine the site traffic assignment on vicinity arterial roadways, Figure 5 summarizes the percent site traffic distribution used to detennine 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 perfonned. The existing intersection traffic control is retained for the arterial intersections. All site access intersections are set to be controlled by stop signs. The results of the unsignalized capacity analysis are summarized in Table 3, Detailed results of the capacity analysis are included in the Appendix, Results indicate the following: " Washington Page 5 Joint School District No.2 Educational Campus TIS.doc :- =- ~ . , :- :. . , , ~ :. . , :J :- ~ . , ~ I 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.rn, 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 ofE in the a,m. peak with a delay of39.3 seconds at build out year, and a LOS ofF in the p.m. peak with a delay of ] 89 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 tum 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 of 20 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 l2-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] 7,700 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 Ustick Road and McMillan Road, A right turn lane is required eastbound at the Locust Grove Road/McMiIlan Road intersection. . Ustick 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 U stick Road at the Locust Grove intersection. G Washington Page 6 Joint School District No.2 Educational Campus TIS.doc , :. ~ . , , :a ~ . , ~ ~ , . , ~ a i , I I . , . Joint School Dis1t No.2 Educational Campus Traffic Impact Study Site Access and Circulation LoCust Grove Road requires left tum 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 20) 2 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. " Washington Page 7 Joint School District No.2 Educational Campus TIS.doc ~ :- ~ . , ~ ~ . , , a I . , , I I . , , I J , . Joint School DiS. No.2 Educational Campus Traffic Impact Study Table I - Percent of Site Traffic Contributing to Intersections Arterial Intersection % of Intersection Traffic Locust Grove/Ustick 12.26% Locust GrovelMcMillan 8.64% North Site Access 24.28% G Table 2: TriD eneration SummarY ~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 24-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 4-6 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 4-6 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 ~-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 8 Joint School District No.2 Educational Campus TIS.doc :a =- ~ . , , :- ~ . , ~ :. . , , ~ , . , , I I , . Joint School DiS. No.2 Educational Campus Traffic Impact Sludy Table 3: Intersection Capacity Anal ISis Slmnal" I_on Reak Existing 2012 w'o Site 2012 ElJild OJ! 2012 Build OJ! & F~ 2012 NellI &9nal Hour Traffic Contrd LOS ~~IS\ LCS ~av(s) LCS ~av(s) LCS ~av(s\ vie Slatus UsticWl..ocust Grove PM Signal C 22 C 31 C 35 a< i'M B 20 C 'E C 31 kid left tum lares N\::Mllan'I..oc:tBt Grove PM 4-v.ey stop B 14 F 155 F 189 F fJT 062 l.h:Ier Capacity i'M B 11 0 28 F 80 D 32 0.53 l.h:Ier Capacity Lccusl Gt>Ie'Site North PM 2-v.ay stop 0,45 l.h:Ier Access Capacity LoaJSt G'OIIe N3left tum A 8 A 8 LoaJSt GrCM3 58 left tum A 8 A 9 &\B I'a:essApproach C 23 F 130 Heritage CcnTn:n; B 15 C 19 I'M 2-""'JI stop 0.40 l.h:Ier Capacity LoaJSt G'OIIe N3leftllm A 8 A 8 LoaJSt G'OIIe 58 left tum A 8 A 9 &\B I'a:ess Approach B 14 0 30 Heritage CcnTn:n; B 12 C 15 Lccusl Grcwe'Site Solth PM 2-""'JI stop a< Access LoaJSt GrCM3 58 left tum A 8 A 8 A 8 Site I'a:ess Approach B 11 B 13 C 20 I'M 2-v.aystop LoaJSt G'OIIe 58 left wm A 8 A 8 A 9 Site I'a:ess B 11 B 12 C 20 ~ Washington Page 9 Joint School District No.2 Educational Campus TIS.doc ~ :a , . , , I t , ~ I . , , I I . , , a i , . Joint School DiS.t No, 2 Educational Campus Traffic Impact Study CONCLUSIONS The proposed 37-acre educational campus is located in section 32 T4N R1E bounded by Ustick Road, Locust Grove Road, McMillan Road, and Eagle Road. The following are the principal findings and recommendations of the study: I. The proposed development is projected to generate an average daily traffic (ADT) of 2,8] 6 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 of35 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 II 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 U stick 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 20] 2 build out conditions. 8, The intersection of Locust Grove RoadlMcMiIlan 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 l2-square mile North Meridian Planning \!I Washington Page 10 Joint School District No.2 Educational Campus TIS.doc :- :. ~ . , ~ ~ , . , ~ :. . , , ~ , . , ~ I , . , . Joinl School DiS_ No.2 Educational Campus Trqtfic Impact Study Area at 2020. Any improvements on these roadways should be based on the recommendations oftbe North Meridian Area Traffic Study, II, The McMillan RoadfLocust Grove Road intersection needs to be improved with widening of all four approaches for acceptable operation in 20 1 2 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 tbe intersection operation. 12. The Locust Grove RoadlNorth Access intersection meets tbe peak hour signal warrant for the 2012 site build out scenario, Witb tbe 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. ] 3. The anticipated traffic volume at the south approach is I, 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 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 tbe elementary school. The internal site traffic is displayed in Fignre 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 If Joint School District No.2 Educational Campus TIS.doc :- :- :. I , ~ :. . , , ~ :. . , , ~ :- . , ~ I i , . 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., 1994 update. "Development Policy Manual," Ada County Highway District, July 1994, "NCHRP 279, Intersection Channelization Guide," Transportation Research Board. G Washington Page 12 Joint. School Districl NO.2 Educational Campus TIS.doc :- ~ . ~ , :w :- ~ . , ~ :. . , , ~ :- . , , I , . I . Joint School DiS. No.2 Educational Campus Traffic Impact Study G Washington APPENDIX Joint School District No.2 Educational Campus TIS.doc ~ ~ . , , :- ~ . , , ~ i , ~ a . , , ~ I . , , . . w. CHINDEN BLVD. I 'Iil ~I ,.---:!.\- 1-- ~ I , , I ; r--- ......l-.-L---.L-T, , . ~ ~! F==:=~ l 0----' . - ...--. t::l - a:: :,fC'"ION 3,z, I I- t ~ r.<, R''-BM~'---T-ajli nn ..--~ o l=j!~ 0 JdJ i~ ~ ~:~L ,] -"I..n--II::(.(..'~~~.'.-.J~r;'.it. ~:2=C.-..".~~::j'.: , i "~,~,,. ",~._..Ji j . i:"'-~I "'",'7- ;'1' i J~~!! J ~i 0 r~-\Y' "~J , j "',i\ ii" "Jr."'-'" ,_.1_.--\ Ml' U' " i "I << ( -\f I. 51 II"''''''.J Ii, I I ';-l.lLLi' \f.) ~""--;;?J~._,~-i '}, ! :;T.:?L::~jf~"". .'"'~~" :C'..,:::::{ ~._.".- ; '~r ~ -J t)~r"-' ..,"""" 1~~II"j:, il II! J? Y~~-l' f:;"'~~"C'"~j~~Jl L~:2D!-, ~ "CTlCl! '9"-':::~S" iB~-:JlJ 0 T'.l~.::i?L.~.~,~:.;~~~,.~J]' \,*,0._5:~.." 0::: Ir w !\~ d i~)'\~~ j~}1) ~ t'~\.~";;;' , ~. , ----,--- ,,:'~I .---~ Z I ! II?L'~~JJI'!'.lI-' 'I ~-~." _J! [--'0: " I i-t~f,,,,,~~:.~A:<~j , I C'<'J--~I~..,;;__: ] j ! P:: 'I .--.: ,i 1 !i! \! \~"'~ , --t "UI"'-\.' \.t .'-""- I f~J ~h...,- 1- - __.L ---...-.::j.------" ,- '~,. Illi' -I.~-- ' Sf(:lW\\; 32 ""T AN, R.1L 8M ._~L'---:lr--T~-~~T- ~, -, . i i "------1 ~,\-..-1 i _ ! W, McMILLI.N ~ ~ STUDY SITE ... . ....... IU.S. Figure 1 Vicinity Map Educational Campus. Meridian, 10 lit 11, Il.CMTEll ATE. SEPTE&R 2M2 lfarol/.VIc:Inlt~ ........... ~ :- , , ~ :a :t . , , ~ :. . , , ~ i , a a . , , 1 ------t--~--+-----~ \ \ , I I , , 1 ' , I , , \ ' ,I 1 I i: : : I " L,___.l______L : \ ! -----~ , \ 1 , . "'f .. ~ :.1--.-.---------.-----------.---- . 1\ -f -" - - - - -- - - - -T .--- - r - -- - -1-' ~ i I : za: f5~: \ ..!!! ",>'" ::io.- _Jl" 0 i~! N Q) <Il ro L: 0.. \ , , 1 , I i ,,/ ,.- I ,/ ---- ,/ / / '" Q) <Il (tl L: 0.. ) I I 1 , I ,/ o o o 0 0 [1-1L--J) ~ o 0 0 o ~ 0 i , , 1 , , I I , i , , G cD _. .L_ .- -- .- peo~ e^O~~ ~Snoo1 ---_.--~-- . l I I , --.---1 \ ' I , Cl . c ro '0 L ~~ C'\J ~ . ~ ~ ~ ~ 0- .~ ~ ~ 'i.J.;'~ U V) (1j C g -I- (t\ o :J '0 W ! i ~ vi '" ~ 'i t 0- ~ ~ . in r/. .: cl ; III ~ I ~ ~ . . =- LEGEND 100 PM PEAK HOUR , <1(0) AM PEAK HOUR I 1,200 I ADT J-Cl VIa:: ::l Ul.LI . 0> -'0 ,0:: , Z<.:l -C\i- , ,....C\I~ --- LIlt:: 01 "t. 16 (25) -"'- a ... ~ 't "'233 (83) 5> W, McMILLIAN ROAD . 14 (45) 5> 5> ~ 5> , ,.,., 1 (1) :1' ~t,. ui 14 (193) ..... 14 (21).. GGN . -<olD --- 5><0_ , ...,~r- "t. 6 (9) 5> I p~ 5> .12(18) "';. STUDY v ~ t,. SITE r:;:- N~ . :::;:- , , :::CD~ NV,.,., -:=- ~ ...."'5> "t. 19 (10) ""'l!}- ~ ~ 't ... 306(1451 5> W. USTICK ROAD .151 (81) 5> I 5> 5> ll'l ui 24 (11):1' ~t~ .... ,..: 184(265)..... . 36 (611 .. -s,- "'5><0 , - IX> -::;:::- 5>ll'lID ....IX>N -- , I Figure 3 I . '" , . , Existing Trcljfic Counts .....Ington , Educational Campus, Meridian, 10 :. . . . iI Cl <t . 0 a:: , LLl > 0 a:: <.:l ~ f- III ::J U :- 0 ..J Z~ :. w, McMILLIAN ROAD ~OO . 00+ , ~ , ~ STUDY ~ SITE . , ~ :. ~ ~~o ... i W, USTICK ROAD o. ~o~~ .. p ~ fI Figure 4 . . . . GNBYI T " , WasIdngton Existing Geometry , Educational Campus. Meridian, 10 ~ . . ~ 8% ot . <t 0 , 0:: W > 0 0:: , <.:l t- III ::J ~ U 0 ...J Z , W. McMILLIAN ROAD 9%'" ..... 25% . , , ~ STUDY SITE , . , ~ ~ W, USTICK ROAD . 12%'" ..... 32% , , I ~ I I~% ..... II. IQJER Figure 5 . fMll'ra 1 ATE. P R Percent Site Traffic Distribution , ... WasIIlngton Educational Campus, Meridian, 10 , ~ :a t , ~ , . , , ~ , . I , J J , I a I J . LEGEND \(/)(/) PM PEAK \-lOUR (1(/)0) AM PEAK HOUR 11,2(/)0 I ADT s S N S 50 '" .. lLeo. R W. McMILLIAN ROAD ~~ t~ NO; ~~ ~~ t~ ~ 65 (27) ..133(54) ;::N Nlfl -:::: ceO> -lfl W, USTICK ROAD " I .....Ington . f-Cl \flOC :J UW a> ..JO .oc Z<.:l -$- ~e;~ s~5O ~ 0 (0) +,J,+"- (/) ((/)) , ..14(33) 0(0) 3' ..t~ o ((/)) ~ ~ r' 3(15)"" -CON ..... ~NN -- 5OO'l'" _",N 50 50 ..... N :::SCO :::~::::: g::eio> ~ 7 (22) +,l~"- (/) ((/)) , .. 0 ((/)) 9(38)3' ..t ~ (/) ((/)) ~ ~ f' (/) (0)"" _N_ ~ 5ON5O -~- 5O~5O 50 S ..... STUDY SITE 50 50 ce Figure 6 Peak Hour Site Traffic Distribution Educational Campus. Meridian. 10 :- ~ . , , :a , . , , ~ t , a I . , , a a . J I "f~ ~ -r - -- - - -;::; -- -. ---, --- - --,- -- - - -1- - - - --1 : I- : I I , ! ct: ~ ei! I i I -a.. I r ! ~ ~ I I I (/)><l' ' ! ::; Ci I- ------j i 5~O I : ::Z:Vl~ I I i I i -..---t,.---+-----~ , ' ! I I " I , , I , , ! i I i " , , I I' I , , ,. L,.___I______L.____--' \ I , ' \ i \ I I " , " I.' ,.. .....:...u Ltl CD IJ) 10 .c. C1- s s s N o o o 0 0 [L-Jl--1J Ir-u------U o 0 0 o 0 0 I- "'cr >iw -I- ::!z 0... cu .I peo~ e^o~~ ~snool R @~ u ~'L t'-- ~ ~ ~~'UJ lo;;. :J ;::: 0. .~ E ~~~ -- - C/J ~ o -+- ~ co E g ~~ ~ ~ ~ ~ :1 ! ~ " ;, ~ ~ ~ ~ 5 . l! ~ ~ ~ I - ~ . , , a I . , , I I , I I . , J J I . , J LEGEND 100 (00) I 1.200 I Gl Gl L('l <D Gl Gl r--- o-i _ L .... PM PEAK HOUR AM PEAK HOUR ADT 1-0 VlO:: :::J UuJ 0> --'0 .0:: ZL:> -L('l- '<rL('lO::> ::::N= 'q"LllV .... "";::;N '- 20 (30) ,,d J L.. ..-423 (267) ~,~ .153 (991 17 (2]).:J- 4.. t ~ 314(314)~ ~ P' 56 (62) '" -6;;::: ..... q-l..O~ ..d I h ~ 82 (51l ;;;;;: ~ l ~ .166(03) lXl~'::l 21 (32)3' ~tit 54 (83). -va; lXl<D<D NN_ ~s~ cnGl- '<r W. McMILLIAN ROAD Gl 51 ~ Gl -L('l r---lXl ""- ~4.0 L('l- ~~ tit ::::j;l <Dr--- ""- ~~ N"" 6jvr;:; N<D- =~:::: Gl""<D ..... '::l~L('l . '- 91 (54) LJ Ill.. ..-473(243) W.U5TICK ROAD ~l~ .184(106) 142 (80).:J- 4.. t ~ 314(421)~ "l P' 55 (961. ::::N;::: ""lXlGl -""- -- LfllXl'<r GlNL('l _'<r_ s S N o-i STUDY SITE Gl Gl ~ Figure 8 2012 Build Out Peak Hour Traffic Educational Campus. Meridian, 10 " . Wash...... ~ ~~ . , :II r- ~ . , , ~ ~ . , , I . , J a a . , , " CIl '" () ;: CJ) Ql 0 'C '" -' '0 0 0 0 0 0 0 0 t: CJ) -" 0 0 0 0 0 0 0 '" '" '" '" '" '" '" '" '" ~ ~ N N N N N N N ~ -" ~ ~ ~ ~ ~ ~ ~ :l ::!! I- :l 0 () "5 Ql 0 0 0 0 E 0 0 0 0 0 0 0 0 0 0 0 :E " I'- '" '" N ~ '" I'- 'S ~ Cl ~ '" Cl '" 0 ~ '" ~ ~ ~ , " Ii: Ql 0 ~ E 0 0 0 0 0 0 I- " 0 0 0 0 0 0 0 ~ M co N I'- N I'- ... -S! N Cii 'C N " <5 " N 0 0 0 0 0 0 0 e Ql ~ 0 0 0 0 0 0 -5 E co M '" Cl Cl M Cl 0 '" co ... I'- ~ " ~ ~ '" ~ '" 'E " E N Q. 0 <5 w N 0 0 0 0 0 0 > 0 " " 0 0 0 0 0 0 0 Cl E '" ... m M '" N I'- " ~ ~ ~ N N ~ 15 ~ " .g '6 :l1 N " <5 ,E N 0 0 0 0 0 0 0 W Ql 0 0 0 0 0 0 0 '" E Cl ~ ::j: N ... I'- '" '" " I'- '" ... 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LOLO.......... i:' CO E E " Ul Ii! " - 0. CO o '0 o J: <J Ul 13 ;:: .c.c (;) '2 ~ ~ 0 ::l.~ .... 11l .9:! 15 g> S ~ :i: "Cij ~ =li5= ~ ~ ~ ~~~ ~ ]i s::: ~ W .5 .5 6 ~ ~ Q.l!J $ (I) S; ....c U)~c cn"~c II)..~'" ~ ~ ~ .g...~ ~ .~.t: ~ .g.'1:: ~ ~:5.aUl ........::::1 I-t-.a 1-1- .... .... .... 1il ........ rn 5 5.g .a.e~ g5~ 55~ ooe: rn~LE9 IJ:!! II!! J:Io ~"'Cc:rn~~c:cn~..:.::e:tr.I..:.::..:.::iii Q) ::::l Q) .Q. Ctl n:I Q) .Q. n:I Ctl Q) Q. Ctl n:I j:: OlUiEJ:::;Q)Q:lEJ:::;Q)Q:lE.bQ)Q:lt:: ~_,g.....a..Q.,gI-a..o..,gI-a..a...e ~OQ)C::E:!Q)C:!:EIDO::E::a::c. <c"#.~<c<(a..=I:I:<(<(a..=I:I:<(<Ca..;- a I~ . , , a I . , , ~ i , I a . , , I I . , , , . . , . ovements* AM 2012 OIfslte Peak Hour Turnlno M PM McMillan Ustick LocustGr LocuslGr 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 McMillan Ustick LocustGr LocustGr 9 93 74 14 160 66 6 EBl EBT EBR WBl WBT WBR NBl NBT NBR SBl SBT SBR mmons TIS 5 Heritage Commons Site Turning Movements." AM McMillan Ustick Site Site LocustGr LocustGr Drivewa"-N 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 PM McMillan Ustick Site Site LocustGr LocustGr Orivewav.N 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 McMillan Ustick Heritage Site Site LocustGr LocuslGr Commons N Driveway-I Drivewav-N EBl 3 7 8 27 EBT 13 3 EBR 16 18 34 16 WBl 5 10 WBT 6 6 WBR 3 NBl 15 6 11 46 NBT 3 8 18 NBR 16 31 SBl 8 SBT 24 32 SBR 20 3 13 PM McMillan Ustlck Heritaae Site Site LocustGr LocustGr Commons N Driv -E Driveway-N EBl 2 31 5 17 EBT 8 11 EBR 22 12 22 56 WBl 23 36 WBT 15 6 WBR 11 NBl 25 21 40 31 NBT 3 36 62 23 NBR 13 20 SBl 8 SBT 5 20 35 19 SBR 3 17 9 31 ~From Havasu Creek TIS :a :i , . , ~ :. , . , ~ :a . , , ~ 2012 Build Out Turning Movements ~ . , , a ~ . , . Hollister & Merckle Subs Turnln 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 48 NBR 5 60 SBL 2 30 SBT 1B 26 SBR 6 2012 Back round Turning Movements PM McMillan Ustick Site North Site South LocustGr LocustGr Acoroach Aooroach EBL 17 133 21 0 EBT 314 314 0 0 EBR 54 55 54 0 WBL 139 lB4 34 12 WBT 423 473 0 0 WBR 20 B4 17 6 NBL 70 105 9B 0 NBT 210 3BO 365 359 NBR 114 154 60 8 SBL 24 47 30 4 SBT 220 262 310 344 SBR 34 101 37 0 LGEC Site Turnina Movements PM McMillan Ustick Site North Slle South LocustGr locustGr Aooroach Acoroach EBL 9 EBT EBR 3 WBL 14 133 36 WBT WBR 7 65 16 NBL 10 NBT 49 67 1B 59 NBR 24 59 24 SBL 9 29 12 SBT 25 131 12 133 SBR 29 PM McMillan Ustick Site North Site South LocustGr LocuslGr Aooroach A roach EBL 17 142 21 0 EBT 314 314 0 0 EBR 56 55 54 0 WBL 153 184 166 4B WBT 423 473 0 0 WBR 20 91 82 24 NBL 80 105 98 0 NBT 259 42B 400 424 NBR 137 154 119 32 SBL 24 6B 59 16 SBT - 245 3B3 322 575 SBR 34 130 37 0 . Lines up with Heritage Commons North Approach, becomes a 4-legged intersectio AM McMillan UstlCk Site North LocustGr LocustGr A roach EBL 2 EBT EBR 1 WBL 2 49 WBT WBR 1 24 NBL 2 NBT 13 13 NBR 10 16 SBL 6 B SBT 5 36 SBR 5 AM McMillan Ust;ck Site North Site South LocustGr LocustGr A roach A roach EBL 21 43 32 0 EBT 341 421 0 0 EBR 46 96 83 0 W8L 66 106 49 16 WBT 267 243 0 0 WBR 30 32 24 9 NBL 40 31 26 0 NBT 141 160 209 173 NBR 115 107 16 43 SBL 18 95 8 21 SBT 165 283 262 310 SBR 14 109 11 0 AM McMillan Ustick Site Site South LocustGr LocustGr A roach A roach EBL 3B EBT EBR 15 WBL 33 54 55 WBT WBR 22 27 27 NBL 4 NBT 26 222 27 152 NBR 22 152 129 SBL 18 75 64 SBT 90 BO 64 54 SBR 11 AM McMillan Ustick Site North Site South LocustGr LocustGr A roach A roach EBL 21 80 32 0 EBT 341 421 0 0 EBR 62 96 B3 0 WBL 99 106 103 74 WBT 267 243 0 0 WBR 30 54 51 36 NBL 44 31 26 0 NBT 169 382 264 361 NBR 137 107 16B 173 SBL 18 113 B3 85 SBT 255 364 326 371 SBR 14 120 11 0 ~ . , :i ~ . , ~ ~ , . , ~ ~ . , , ~ :. . , .... 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'5 lD ~if '" E " '0 8 > '0 r: c..c: > c: .Z! Q...J =...J Q)Q. -<(a."O-~a ~E Q)-c.Q)Q) a. jO ~.a<( ~~ ~< ~()~ CJ)1-#CJ)ro~#~oC: 5 :s m Cl) ~ .;;;> c: Q) Q. tt5 ~ ~ .o:~~ . , ~ , . , , ~ J , ~ I . , , ~ I . , , I a . , All-Way Stop Control Page I of2 . . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analvst CCW , Intersection McMillan & Locust Grove Aoeney/Co. WIS Jurisdiction Date Performed 08/22/2002 nalysis Year 2002 Analysis Time Period M Peak Hour Pro"ect 10 Meridian School District EastIWest Street: McMillan INorth/South Street: Locust Grove Volume Adjustments and Site Characteristics p roach Eastbound Westbound Movement L T R L T R olume 7 193 21 45 83 25 % Thrus Left Lane 50 50 lAooroach Northbound Southbound V10vement L T R L T R alume 10 80 62 15 122 7 % Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 l2 :::'onfiguralion 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 3eometry 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 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 hHV-adj 1.7 1,7 1.7 1.7 1.7 1.7 17 1.7 hadj, 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 I , initial 0,25 0.17 0.16 0.19 hd, 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 ervice Time 3.3 I 3.3 I 3,3 I 3.3 I CaDacitv and Level of Service Eastbound Westbound Northbound Southbound L1 l2 L1 l2 L1 L2 L1 L2 :;apacity 531 440 432 464 Delay 12,10 10.73 10.43 11,28 LOS B B B B pproach: Delay 12.10 10.73 10.43 11.28 LOS B B B B Intersection Delay 11,25 Intersection LOS B fiIe:/fC:I TEMPlu2k9F .lmp 08/22/2002 :- :. ~ . , , :- ~ . , ~ ~ . , , a ~ . , , ~ ~ . , All-Way Stop Control . Page I of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information ~alVSt CCW Intersection McMillan & Locust Grove gencvJCo. WIS urisdiction !Bate Performed 0812212002 lAnalysis Year 2002 lArialVSis Time Period PM Peak Hour Pro'ect ID Meridian Schoof Distnbt EasVWest Street McMiflan INorth/South Street: Locust Grove l/olume Adjustments and Site Characteristics rJ.nproach Eastbound Westbound Movement L T R L T R alume 7 74 14 74 233 16 %Thrus Left Lane 50. 50. ~oach Northbound Southbound Movement L T R L T R alume 3D 148 71 19 137 15 %ThrU5 Left Lane 50. 50. Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 l2 L1 l2 ~nfiguration 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 ~op. 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 hHV-adj 1.7 1,7 1.7 1.7 1.7 1.7 17 1.7 hadj, computed 6.0.8 6.0.8 6.0.8 6.0.8 DeDarture Headwav and Service Time d, initial value 3.20. 3.20. 3,20. 3_20. . initial 0.,14 0..31 0..24 0..20. hd, final value 6.08 6.0.8 6.0.8 6.0.8 , 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 J 4.1 I Canacii\l and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 l2 L1 L2 L1 l2 apadt}' 40.4 591 519 474 Delay 11.20. 15,98 13.12 12.50 ILOS B C B B I/Ipproach: 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 -I . :- :t :- t , ~ :t . , , ~ ~ . , , a , , , a I All-Way Stop Control . Page I of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information na[vst CCW Intersection McMillan & Locust Grove ency/Co. WlS urlsdiction ate Performed V8/22/2002 nalvsis Year 012 Background nalysis Time Period lAM Peak Hour . Pro'eet ID Meridian School District EasVWest Street: McMillan .. INorthfSouth Street: Locust Grove Volume Adiustments and Site Characteristics poroach Eastbound Westbound Movement L T R L T R alume 21 341 46 66 267 3D % Thru5 Left Lane 50. 50. lAocroach 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 Configuration 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 Geometry Group 1 1 1 1 Duration, T 0..25 ~turation Headwav Adiustment Worksheet Prop, Left-Turns a. 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. hL T -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 7.0.1 I 7.0.1 7.0.1 7.0.1 DeDarture Headwav and Service Time d, initial value 3.20. 3.20. 3,20. 3_20. Ix. initial 0..38 0.34 0..28 0..18 hd, final value 7.0.1 7.0.1 7.0.1 70.1 Ix, final 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. r 5.0. I 5,0. I 5_0. I Capacitv and Level of Service Eastbound westbound Northbound Southbound 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 pproach: Delay 35,95 29.33 22.35 17.35 LOS E 0 C C Intersection Delay 27,98 ntersection LOS . 0 file:IIC:1 TEMPlu2kA9 .tmp 08/22/2002 =- :. :a . , :- :. ~ . , - :- . , , ~ :a . , , ~ i , All-Way Stop Control Page 1 of2 . . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information i\ilalvst CCW Intersection McMillan & Locust Grove genr:v/Co. V\?S Jurisdiction Date Performed 08122/2002 nalysis Year 2012 Background nalysis Time Period M Peak Hour Project 10 Meridian Schoof District EastIWest Street: McMmen . INorth/South Street: Locust Grove !Volume Adfustments and Site Characteristics ll\ooroach Eastbound Westbound Movement L T R L T R alume 17 314 54 139 423 20 % Thrus Left Lane 50 50 ~oach Northbound Southbound Movement L T R L T R alume 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 Geometry 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-Turns 0.1 0.0 0,3 0.1 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 hHV-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 Deoarture Headwav and Service Time hd, initial value 3.20 3.20 3.20 3.20 lx, initial 0.36 0.54 0,37 0.26 hd, final value 9.21 9.21 9.21 9.21 Y, final value 1.03 1,58 1.05 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 Caoacitv and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Capacity 403 612 414 368 Delay 84.91 298,26 90.48 41.30 LOS F F F E pproach: Delay 84.91 298.26 90.48 41.30 LOS F F F E Intersection Delay 154,79 Intersection LOS F file:/ /C:\ TEMP\u2kA6.tmp 08/22/2002 tl . :. :. . ~ , =- =- . , , ~ ~ . , ~ :t i I a a . , All-Way Stop Control . Page I of2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nalvst CCW Intersection McMillan & Locust Grove gerY-V/Co. WIS urisdiction ate Performed 1D8I2m002 nalysis Year 2012 BUild Out naivsis Time Period lAM Peak Hour iProject tD Meridian School District EasUWesl Street: McMillan INorthfSouth Street: Locust Grove ~olume Adiustments and Site Characteristics Approach Eastbound Westbound Movement L T R L T R !VO'ume 21 341 62 99 -c 267 30 %Thrus Left Lane 50 50 1Armroach Northbound Southbound Movement L T R L T R \/olume 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 low Rate 445 416 367 300 % Heavy Vehicles 2 2 2 2 No. Lanes 1 1 1 1 Geometry Group 1 I 1 1 I 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 0.1 . 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 !hHV-adj 1.7 1.7 1.7 11 1.7 1.7 1.7 1.7 Ihadj, computed 9.04 9.04 9.04 9.04 Denarlure Headwav and Service Time ihd, fnftial value 3.20 3.20 3.20 3.20 , initial 0.40 0.37 0,33 0.27 hd, final value 9.04 9.04 9.04 9.04 . final value 1.12 1.06 0.93 0.80 lMove~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 Caoacitv and Level of Service Eastbound Westbound Northbound Southbound L1 L2 L1 l2 L1 L2 l1 L2 Capacity 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 =- :- ~ . , :- :. . , , ~ :- . , , ~ :. . , ~ :- :. . , All-Way Stop Control Page 1 of2 . . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information Analvst CCW Intersection McMillan & Locust Grove Aoenev/Co. WIS urisdiction 'C' Date Performed 08/2212002 alysis Year 2012 BUild Out Analvsis Time Period PM Peak Hour Proiect 10 Meridian School DisMet EastIWest Street: McMman INorthlSouth Street: Locust Grove >lolume Adiustments and Site Characteristics pproach Eastbound Westbound Movement L T R L T R alume 17 314 56 153 423 20 % Thrus Left Lane 50 50 ~nnroach 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 LTR LTR LTR LTR . HF 0.95 0.95 0.95 0.95 low Rate 405 627 500 317 % Heavy Vehicles 2 2 2 2 \Jo. Lanes 1 1 1 1 3eometry 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 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 hadj, computed 9.40 9.40 9.40 9.40 Departure Headwav and Service Time hd, initial value 3.20 3.20 3.20 3.20 , 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 T 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 ~apacity 405 627 500 368 Delay 93,39 330.37 178.45 50.87 LOS F F F F pproach: Delay 93.39 330.37 178.45 50.87 LOS F F F F Intersection Delay 189.46 Intersection LOS F file:/ /C:\TEMP\u2k180.tmp 08/22/2002 :t :. ~ , , =- :. ~ . , ~ :. . , ~ ~ :. . , , ~ a . , All-Way Stop Control . Page 1 0[2 . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information nalvst CCW Intersection McMillan & Locust Grove ganeY/Co. WlS urisdiction ate Performed 0812212002 !Analysis Year 2012 BUild Out & Fix nalvsis Time Period M Peek Hour Proiect ID Menaian Schoof District EastfWest Street: McMillan INorth/South Street: Locust Grove "olume Adiustments and Site Characteristics pDroach Eastbound Westbound Movement l T R l T R !Volume 21 341 62 99 267 30 % Thrus Left Lane 50 50 ltlIoproach Northbound Southbound Movement l T R l T R [Volume 44 169 137 18 255 14 %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 row Rate 22 423 104 312 46 321 18 282 l{, 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 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 0,2 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 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 8.09 8.09 8.09 8.09 8.09 8.09 8_09 8.09 Departure Headway 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 J 5_5 5.8 I 5.5 5.8 I 5.5 Capac~ 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 elay 11.21 51.28 13.54 26.93 12,12 27. 68 11.61 25.17 LOS B F B D B D B D pproach: Delay 49.30 23.58 25.73 24.35 LOS E C 0 C Intersection Delay 31.74 ntersection LOS D file:IIC:\ TEMP\u2kI82.tmp 08/22/2002 :- ~ . , , ~ ~ . , , ~ :. . , , :. ~ . , ~ ~ . , , All-Way Stop Control Page I of2 . . ALL-WAY STOP CONTROL ANALYSIS General Information Site Information It\nalvst CCW Intersection McMilfan & Locust Grove lAaencv/Co. W/S urisdiction Date Performed 0812212002 nalysis Year 012 BUild Out & Fix IAnalvsis Time Period PM Peak Hour Proiect ID Meridian School District asUWest Street: McMillan INorth/South Street: Locust Grove Volume Adiustments and Site Characteristics ~ach Eastbound Westbound ovement L T R L T R ~/olume 17 314 56 153 423 20 % Thrus Left Lane 50 50 /\ooroach Northbound Southbound Movement L T R L T R Jolume 80 259 137 24 I 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 Flow 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 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 0,1 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 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 hadj, computed 9.15 9.15 9.15 9,15 9.15 9.15 9.15 9.15 DeDarture Headw3v and Service Time hd, initial value 3.20 3,20 3,20 3.20 3.20 3.20 3.20 3.20 lx, initial 0,02 0.34 0.14 0.41 0.07 0.37 0.02 0.26 hd, final value 9,15 9.15 9.15 9.15 9.15 9.15 9.15 9.15 lv, final value 0.04 0.95 0.40 1.14 0.21 1.00 0.07 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 I 6.6 Caoacitv and Level of Service Eastbound westbound Northbound Southbound L1 L2 L1 l2 L1 l2 L1 L2 Capacity 267 406 398 466 334 418 275 389 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 0 Approach: Delay 61.68 90.99 63.09 32.71 LOS F F F 0 Intersedion Delay 67,03 Intersedion LOS F file:IIC:\ TEMP\u2k184.tmp 08/2212002 ~ I . , , a I . , , a I . , , a . , , a 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 341 1. 00 1 414 0.00 . HCS2000: Signalized Intersections Release 4.lb Phone: E-Mail: Fax: PLANNING ANALYSIS . CCW McMillan & Locust Grove WIS All other areas OB(22(2002 Analyst: Intersection: Agency/Co. : Area Type: Date Performed: Jurisdiction: Analysis Time Period: Analysis Year: project ID: Meridian AM Peak Hour 2012 Build OUt School District East/west Street McMillan North/South Street Locust Grove VOLUME DATA I Eastbound I westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I Num. Lanes 11 1 0 11 1 0 11 1 0 11 1 0 Volume 121 341 62 I" 267 30 144 16. 137 11B 255 14 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 Area 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] 21 2.7 1 6237 Left Lane Configuration (E=ExCl, S=Shrd): Left Turn Treatment Type: E U 4. LT adjustment factor 5. LT lane vol LOaD 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 62 o O,B50 73 THROUGH MOVEMENT .. 403 1 39897 E U LOOO o S 30 o 0.850 35 267 1. 00 1 302 0.00 44 26. 1 11836 E U 1. 000 o S 137 o 0.850 161 16. 1. 00 1 330 0.00 1B 306 1 5508 E U LOOO o S 14 o 0.850 16 255 1. 00 1 271 0.00 =- :. ~ . , :a :. ~ . , ~ ~ . , , ~ I . , :II I a . , . . 16. Left turn equivalence 1. a8 2.09 1. 82 1. 89 17. LT adj. factor: 18. Through lane volume 414 302 330 271 19. Critical lane volume 414 302 330 271 Left Turn Check (if [16J :;. 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 BOUND BOUND BOUND BOUND Critical through-RT vol: [19] 414 302 330 271 LT lane vol: [5J 0 0 0 0 Left turn protection: (p/U/NI U U U U Dominant left turn: ( Indicate by '<:' ) Selection Criteria based on the specified left turn protection Plan 1: U Plan 2a: U Plan 2b: P Plan 3a:c:P Plan 3b: P Plan 4: N u P U P <P N u u u P P U <P P P <P N N 1 <: Indicates the dominant left turn for each opposing pair Phase plan selected (I to 4) 1 Min. cycle (Cminl 60 Max. cycle (Cmax) 120 Timing plan Value EAST-WEST PhI Ph:.:! ~ NORTH-SOUTH Pill Ph 2 Ph3 Movement code s EWT Critical phase vol rcvJ 414 Critical sum reS] 744 CBD adjustment [CBO] 1. 00 Reference sum [RSJ 1624 Lost time/phase [PLJ 4 Lost time/cycle [TLI 8 Cycle length [CYCJ 60.0 Phase time 32.9 Critical v/e Ratio [xcm] 0.53 Status Under capacity o 0 NST 330 o o o 0 4 o o 0.0 0.0 27.1 0.0 0.0 :- :. ~ . , , :. :. . , ~ r. ~ . , ~ :. . , II ~ I . , . . 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 ID: Meridian ccw McMillan & Locust Grove WIS All other areas Oa(22(2002 PM Peak Hour 2012 Build Out School District East/West Street North/south Street Locust Grove McMillan VOLUME DATA I Eastbound I Westbound I Northbound I Southbound I L T R I L T R [ L T R I L T R I I I [ Num. Lanes [I 1 0 [I 1 0 [1 1 0 l' 1 0 Volume [17 314 56 1'53 423 20 lao 259 137 [24 245 3. Parking [ N [ N I N I N Coord. I N [ N [ 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 17 153 80 24 2. Opposing mainline volume 443 370 279 396 3. Number of exclusive LT lanes 1 1 1 1 Cross Product [21 * [IJ 7531 56610 22320 9504 Left Lane Configuration {B=Excl, S=Shrd) : E E E E Left Turn Treatment Type: U U U U 4. LT adjustment factor 1. 000 1. 000 1.000 1.000 5. LT 1.ine vol 0 0 0 0 RIGHT TURN MOVEMENT Right Lane Configuration (E=Excl , S=Shrd) S S S S 6. RT volume 56 20 137 34 7. Exclusive lanes 0 0 0 0 a. RT adjustment factor 0.850 0.850 0.8S0 0.850 9, Exclusive RT lane volume 10. Shared lane vol 66 24 161 40 THROUGH MOVEMENT 11. Thru volume 314 423 259 245 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 3aO 447 420 2a5 15, Prop. of left turns in lane group 0.00 0,00 0.00 0.00 ~ ~ , . , ~ ~ , . , ~ ~ . , , ~ , . , , 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 [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 NORTH SOUTH BOUND BOUND BOUND Critical through-RT vol: [19} LT lane vol: [5] Left turn protection: (p/U/N) Dominant left turn: (Indicate by '<') 380 o u 447 420 285 o 0 0 U U U < Indicates the dominant left turn for each opposing pair 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 u p p U <P P P <P N N 1 Selection Criteria based on the specified left turn protection phase plan selected (1 to 4) 1 Min. cycle (amin) 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 code s EWT NST Critical phase vol [CV] 447 0 0 420 0 0 Critical sum [CS] 867 CBD adjustment [CaDI 1. 00 Reference sum [RS] 1624 Lost time/phase [PLI 4 0 0 4 0 0 Lost time/cycle [TLI B Cycle length [CYCI 60.0 Phase time 30.8 0.0 0.0 29.2 0,0 0.0 Critical v/e Ratio [Xcm] 0.62 Status Under capacity ~ ~ t , ~ ~ . , , a ~ . , , :II t , ~ I I , Short Report . . Page 1 ofl SHORT REPORT General Information lSite Information Analyst CCW Intersection Ustick & Locust Grove Agency or Co. WIS ~rea Type All other areas Date Performed 0.8/22120.0.2 Jurisdiction ime Period AM Peak Hour ~nalysis Year 20.0.2 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num. of Lanes 1 1 1 1 1 1 1 2 a 1 1 a Lane group L T R L T R L TR L TR Volume (vph) 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 PHF 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 (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. qreen 2.0. 2,0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3,0. 3.0. 3.0. 3.0 3.0 3.0. 3,0. 3.0. 3.0. 3.0 Ped/Blke/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 0 N N 0 N N a N Parking/hr Bus stopsihr a a a 0 a a a a a 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 ~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 0. Y Duration of Analysis (hrs) = 0.,25 Cvcle Length C - 70.0 Lane Group Capacity. Control Dela\ , and LOS Determination . EB WB NB SB ~dj. flow rate 20. 339 44 98 163 6 25 186 48 230. Lane group cap. 635 597 50.8 483 597 50.8 460. 788 549 430. Ic ratio 0..0.3 0..57 0..0.9 0.,20. 0.,27 0.,0.1 0..0.5 0.,24 0.0.9 0..53 ree n 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 1,000 1.0.0.0. 1.0.00 1,00.0 1.0.0.0 1.0.0.0. 1.0.0.0. 1.0.0.0. 1.00.0 1,000 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. deiay 20..2 15.2 21.0. 22.8 pproach LOS C B C C Intersec. delay 19,8 Intersection LOS B HCS2000™ Copyright.o 2000 University of Florida, All Rights Reserved Version 4.1 b file:/ /e:\ TEMP\s2kI26.tmp 08/22/2002 :- :t , . , :I :. i ~ ~ :- . , , :- :- . , ~ ~ , . , Short Report Page I of ] . . SHORT REPORT General Information Site Information A.nalyst CCW Intersection Ustick & Locust Grove Agency or Co, W/S !Area Type All other areas Date Performed 08122/2002 Jurisdiction Time Period PM Peak Hour !Analysis Year 2002 Volume and Timing Input EB WB NB SB LT TH RT LT TH RT LT TH RT LT TH RT Num, of Lanes 1 1 1 1 1 1 1 2 0 1 1 0 Lane group L T R L T R L TR L TR Volume (vph) 24 184 36 151 306 19 70 185 126 10 153 34 % Heavv veh 0 0 0 0 0 0 0 0 0 0 0 0 PHF 0,85 0.85 0,85 0.87 0.87 0.87 0.86 0.86 0.86 0.90 0.90 0.90 Actuated (P/A) A A A A A A A A A A A A Startup iost time 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext. eft. green 2.0 2,0 2.0 2.0 2.0 2.0 2,0 2.0 2.0 2.0 Arriva i ty pe 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 Voiume 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 03 04 Excl. Left NS Perm 07 08 Timing 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= 0 Y- Y= 4 Y- 4 Y= 0 Y= Duration of A.nalvsis (hrs - 0.25 Cycle LenClth C - 75.0 Lane Group Caoacitv. Control Dela~, and LOS Determination EB WB NB SB "dj, 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 Ic ratio 0.06 0.39 0.04 0,31 0.63 0.02 0.18 0.39 0.02 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 PF factor 1.000 1.000 1,000 1.000 1.000 1.000 1.000 1.000 1.000 1,000 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 Apprch. delay 20.3 20.7 23.3 26.0 iLlpproach LOS C C C C Intersec, delay 22,1 Intersection LOS C HCS2000™ Copyright@20ooUniversityofFlorida,AllRightsReserved Version 4.lb file://C:\ TEMP\s2kI 30.tmp 08/22/2002 a ~ , . , a a I , ~ I . , , I , . , a ~ , . , Short Report . . Page I of I SHORT REPORT General Information Site Information Analyst CCW Intersection Ustick & Locust Grove Agency or Co. WIS Area Type All other areas Date Performed 08122/2002 Jurisdiction ~ime Period AM Peak Hour Il,nalysis Year 2012 Background Volume and Timina InDut 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 (vph) 43 421 96 106 243 32 31 160 107 95 283 109 % 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 Actuated (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!. elf. green 2,0 2.0 2.0 2.0 2.0 2,0 2.0 2,0 2.0 2.0 Arrival 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 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 Parkinglhr 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 03 04 Excl. Left NSPerm 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 Analvsis (hrs) - 0,25 Cycle LenCrth C - 97,0 Lane Grouo Caoacitv, Control Dela', and LOS Determination EB WB NB SB ~dj. flow rate 45 443 54 112 256 23 33 228 100 360 Lane group cap. 524 686 583 372 686 583 317 929 484 496 ~Ic ratio 0,09 0.65 0,09 0.30 0.37 0.04 0.10 0.25 0.21 0.73 ~reen ratio 0.51 0.36 0.36 0.51 0.36 0,36 0.41 0.27 0.41 0.27 Unif. delay d 1 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 1.000 1.000 1,000 1.000 1.000 1.000 1,000 1.000 1.000 1.000 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™ file://C:\ TEMP\s2k 13A.tmp Copyright CO 2000 University of Florida, AU Rights Reserved Version 4.1b 08/22/2002 :t :. ~ , , :a :. ~ , , =- =- . , , :- =- . , :a :a , . , Short Report . . Page 1 ofl SHORT REPORT General Information Site Information 6,nalyst CCW Intersection Ustick & Locust Grove o,gency or Co. WIS ~rea Type All other areas Date Pertormed 0.8/22/20.0.2 ~urjsdiction -ime Period PM Peak Hour ~nalysis Year 20.12 Background Volume and Timinohlnut 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 I\Tolume 7Voh) 133 314 55 184 473 84 10.5 360. 154 47 262 10.1 % Heavv veh a 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 (P/A) A A A A A A A A A A A A Startup lost time 2.0. 2,0. 2.0. 2.0. 2,0. 2,0. 2.0. 2.0. 2.0. 2.0. Ex!. eff.oreen 2.0. 2.0. 2,0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. 2.0. l6.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 PedIBike/RTOR Volume 0 25 0 40 0 70 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 a N N 0 N N 0 N N 0 N I:>arkingfhr Bus stopslhr 0 a a 0 0 0 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. Phasina Excl. Left EW Perm 0.3 0.4 Excl. Left NS Perm 0.7 08 ,-. . G - 13.8 G - 46,0. G= 0.0. G- 0.0. G - 11.4 G - 32.8 G- 0..0. G - 0,0 Immg Y - 4 Y - 4 Y- a Y- y- 4 y= 4 Y - a y- Duration of Analvsis (hrs) - 0.25 Cvcle Length C - 120..0 Lane GrouD CaDacitv, Control Dela . and LOS Determination EB WB NB SB )>,dj. flow rate 140. 331 32 194 498 46 111 467 49 330. Lane group cap, 373 728 619 50.4 728 619 325 958 348 506 "/c ratio 0,38 \ 0..45 0.,05 0.,38 0.68 0..0.7 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 Unit. delay d 1 18,2 27.6 23.3 16.1 30..9 23.5 24,7 36,6 22.9 38.6 belay 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 1,00.0. 1.000. 1.0.00 1.00.0. 1,0.00 1.0.00 1,00.0. 1.0.00. . 1.00.0. 1.00.0. 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 Apprch. delay 25_2 28.5 34,7 39.2 p.pproach LOS C C C 0 Intersec. delay 31.2 Intersection LOS C HCS2000™ Copyright 00 2000 University of Florida, All Rights Reserved Version 4.1b file://C:\ TEMP\s2kJ 4E.tmp 08/22/2002 ~ :a , . , ~ :. , . , ~ ~ . , , ~ I . , , a , . , Short Report . . Page 1 of I SHORT REPORT General Information Site Information Analyst CCW Intersection Ustick & Locust Grove Agency or Co. WIS !Area Type All other areas Date Performed 08122/2002 Jurisdiction Time Period AM Peak Hour !Analysis Year 2012 Build Out Volume and Timing InDut 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 (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 !Actuated (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, Qreen 2,0. 2.0 2.0. 2,0. 2.0 2.0. 2,0 2.0 2.0 2.0. !Arrival type 3 3 3 3 3 3 3 3 3 3 Unit Extension 3,0. 3,0. 3.0. 3.0. 3,0. 3,0. 3.0. 3.0 3.0 3.0. Ped/Bike/RTOR Volume 0. 45 0 25 a 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 a 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 03 0.4 Excl. Left NS Perm 0.7 0.8 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 Analysis (hrs) = 0..25 Cycle Length C - 115.0 Lane GrouD CaDacitv Control Dela' and LOS Determination EB WB NB SB "'dj, 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 Iv/c ratio 0.17 0..67 0..10. 0.,33 0.39 0.,0.6 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 Unif, 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 1.0.00 1.0.0.0 1.0.0.0. 1.0.0.0. 1.00.0. 1.0.0.0. 1,0.0.0. 1.00.0 1.0.00 1.00.0. 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 Apprch. deiay 31.2 26.0. 30..0. 36.6 Approach LOS C C C D Intersec, delay 31.4 Intersection LOS C HCS2000™ Copyright lO 2000 University of Florida, All Rights Reserved Version 4.lb file://C:\TEMP\s2klAE.tmp 08/22/2002 =- :a ~ . , ~ :. . , , ~ :. . , , ~ , . , ~ ~ , . , Short Report Page 1 ofl . . SHORT REPORT General Information Site Information ~nalyst CCW Intersection Ustick & Locust Grove ~gency or Co. WIS I\rea Type All other areas Date Performed 08/22/2002 Jurisdiction [rime Period PM Peak Hour I\nalysis Year 2012 Build Out Volume and Timina InDut 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 Ivoh) 142 314 55 184 473 91 105 428 154 56 393 130 % 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 Startuo lost time 2.0 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Ext eft. green 2,0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 2.0 o,rrival tyoe 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 PedlBikelRTOR Volume 0 25 0 40 0 70 0 50 Lane Width 12,0 12.0 12.0 12.0 12.0 12,0 12.0 12.0 12.0 12,0 Pa rkin glGradelParking 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 iming 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- 0 y= y- 4 Y= 4 Y - 0 y- Duration of Analvsis (hrs) - 0.25 Cycle Length C - 120.0 Lane Grouo Caoacitv, Control Dela\, and LOS Determination EB WB NB SB I\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 Ic 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 PFfactor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1_000 1,000 1.000 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 0 I\pprch, delay 29.9 35.8 30.6 . 41.7 I\pproach LOS C 0 C O. I ntersec. delay 34,5 Intersection LOS C HCS2000™ Copyright ~ 2000 University of Florida, All Rights Reserved Version4.1b file:IIC:\ TEMP\s2k 1E4.tmp 08/22/2002 ~ ~ . , , ~ I . , , a I . , , ~ i , ~ a . , , Two-Way Stop Control . . Page] of2 . TWO-WAY STOP CONTROL SUMMARY General Information Site Information !Analyst CCW Intersection Site SOuth & Locust Grove !AgencyICo, WIS Jurisdiction Date Performed 08/2212002 !Analysis Year 2002 !Analysis Time Period AM Peak Hour Project Description Meridian School District East/West Street: Site South Access NorthlSouth Street: Locust Grove Intersection Orientation: North-South Study Period (hrs"\: 0,25 Vehicle Volumes and Adiustments Maior Street Northbound . Southbound Movement 1 2 3 4 5 6 L T R L T R Voiume 0 127 43 21 188 0 Peak-Hour Factor, PHF 0.90 0,90 0.90 0.90 0.90 0.90 Hourly Flow Rate, HFR 0 141 47 23 208 0 Percent Heavy Vehicies 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 Length and Level of Service '\pproach NB SB Westbound Eastbound V10vement 1 4 7 8 9 10 11 12 Lane Configuration L L R (vph) 23 20 10 C (m) (vph) 1386 600 907 Ivlc 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 -- -- B > Copyright@2000 University of Florida, All Rights Reserved Version4.lb file:IIC;\TEMP\u2k 1 CB. tmp 08/22/2002 I I I :1 :. , ,I I 'I I . :1 , ,I I 'I , :1 :1 , 'I , :1 :1 ,I I ,I Two-Way Stop Control Page 10f2 . . TWO-WAY STOP CONTROL SUMMARY General Information Site Information "Inalyst CCW Intersection Site SOuth & Locust Grove o,gency/Co. W/S urisdiction Date Performed 08/22/2002 o,nalysis Year 2002 o,nalysis Time Period PM Peak Hour Project Description Meridian School District EastlWest Street: Site South Access North/South Street: Locust Grove Intersection Orientation: North-South Study Period Ihrs): 0.25 Vehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 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 Volume 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 Lenoth and Level of Service Approach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R v (vph) 4 13 6 C (m) (vph) 1303 521 786 vlc 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 Approach Delay -- -- 11,3 Approach LOS -- -- B > Copyright Ci 2000 University of Florida, AI] Rights Reserved Version 4.1 b file://C:\ TEMP\u2kl CE.tmp 08/22/2002 =- =- ~ . , , ~ , . , ~ :t . , , a ~ . , , ~ a . , Two-Way Stop Control . . Page 1 of2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information . Ana'y~t CCW Intersection Site SOuth & Locust Grove Agency/Co. WIS Jurisdiction Date Performed 0.8/22/20.0.2 Analysis Year 20.12 Background Analysis Time Period PM Peak Hour Project Description Meridien School District EastlWest Street: Site South Access NorthlSouth Street: Locust Grove Intersection Orientation: North-South Studv Period Ihrs): 0..25 Vehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 l T R L T R 'Iolume a 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 0 - -- 2 -- -- V1edian Type Undivided RT Channelized a a Lanes a 1 1 1 1 0 Configuration T R L T Upstream Slanal a a Minor Street Westbound Eastbound Movement 7 8 9 10. 11 12 L T R L T R "olume 12 0 6 0 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 a a Percent Heavy Vehicles 2 0 2 0 a 0 Percent Grade (%) a a Flared Approach N N Storage a a RT Channelized a a Lanes 1 a 1 a a a Configuration L R Delav, Queue Lenllth, and Level of Service !Approach NB SB Westbound Eastbound Movement 1 4 7 B 9 10 11 12 !Lane Configuration L L R Iv (vph) 4 12 6 C (m) (vph) 1173 380. 670 ~fc 0.00 0.03 0..0.1 95% queue length 0..0.1 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 to 2000 University or Florida, All Rights Reserved Version 4.1 b file://C:\TEMPlu2kl D7 .tmp 08/22/2002 ~ :a , . , ~ ~ , . , a :a . , , ~ a . , , ~ i , Two-Way Stop Control . . Page] of2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information ~na'yst CCW Intersection Site SOuth & Locust Grove V-gency/Co W/S Jurisdiction Date Performed 0.8122/20.0.2 !Analysis Year 20.12 Build Out l<>.nalysis Time Period AM Peak Hour Project Description Meridian School District EastlWest Street: Site South Access North/South Street: Locust Grove Intersection Orientation: North-South Study Period-(hrs): 0..25 Vehicle Volumes and Adjustments lMiiior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R lIolume 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. /Configuration T R L T Upstream Sional 0 0. Minor Street Westbound Eastbound lIIovement 7 8 9 10 11 12 L T R L T R Tolume 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 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) 89 77 37 C (m) (vph) 10.0.9 264 667 /c 0.0.9 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 Approach Delay - - 19.8 !A'pproach LOS - - C > Copyright 10 2000 University of FloridB, All Rights Reserved Vefsion4.1b file://C:\TEMP\u2kIEA.tmp 08/22/2002 :t :t ~ t , , :t ~ . , ~ :a ~ , ~ :. . , , a a . , Two-Way Stop Control . . Page 1 of2 TWO-WAY STOP CONTROL SUMMARY General Information Site Information f'l,nalyst CCW Intersection Site SOuth & Locust Grove ~gencyICo. WlS Jurisdiction Date Performed 08/22/2002 ~nalysis Year 2012 Build Out ~nalysis Time Period PM Peak Hour ProTect Descrrntion Meridian Schooi District EastlWest Street: Site South Access North/South Street: Locust Grove Intersection Orientation: North-South Studv Period (hrs): 0,25 Vehicle Volumes and Adjustments Mafor Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 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 Vehicles 0 - - 2 -- -- Median Type Undivided RT Channelized 0 0 Lanes 0 1 1 1 1 0 ICOnfiguration T R L T Uostream Signal 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L . T R "Olume 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 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 Len;;th and Level of Service ~proach NB SB Westbound Eastbound Movement 1 4 7 8 9 10 11 12 Lane Configuration L L R k, (vph) 16 50 25 C (m) (vph) 1083 236 612 "Ic 0.01 . 0.21 0.04 95% queue length 0.04 078 0.13 Control Delay 8.4 24,3 11.1 LOS . A C B Approach Delay -- - 19.9 Approach LOS - - C > Copyright (02000 University of Florida, All Right:.!; Reserved Version 4.1b file://C:\ TEMP\u2kl EC.tmp 08/22/2002 :a =- ~ t , =- :w ~. . , :t :t . , :a :a =- . , ~ :-. r. . , Two-Way Stop Control . Page 1 of2 . TWO-WAY STOP CONTROL SUMMARY General Information Site Information tf:k 1"~ !Analyst CCW Intersection Site Access & Locust !Agency/Co. W/S Grove Jurisdiction Date PeIiormed 08122/2002 f\nalysis Year 2012 Background !Analysis Time Period AM Peak Hour Proiect Description Meridian School District EastlWest Street: Ste Access North/South Street: Locust Grove Intersection Orientation: North-South Study Period (hrs): 0.25 Vehicle Volumes and Adiustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R "olume 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 0 0 Minor Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R Volume 49 0 24 32 0 83 Peak-Hour Factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 51 0 25 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 Lanes 1 1 0 1 1 0 Configuration L TR L TR 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 L TR L . TR Iv (vph) 29 8 51 25 33 87 C (m) (vph) 1276 1342 354 830 404 764 ~/c 0,02 0.01 0.14 0.03 0.08 0.11 95% queue length 0.07 0.02 0.50 0.09 0.27 0,38 Control Delay 7.9 7.7 16,9 9.5 14.7 10.3 LOS A A C A B B ~pproach Delay -- -- 14.4 11.5 . I\pproach LOS -- -- S B > file://C:\ TEMP\u2kB2.tmp 08/22/2002 , :a , I , ~ a t , a I . , , I I . , , a I , Two-Way Stop Control . Page 1 of2 . TWO-WAY STOP CONTROL SUMMARY General Information Site Information iIO&7f-J- Analyst CCW Intersection Site Access & Locust Agency/Co. WIS Grove Uurisdiction Date Performed 08/22/2002 Analysis Year 2012 Background Analysis Time Period PM Peak Hour ProTect Description Meridian Schoo/ District EasUWest Street: Ste Access INorth/South Street: Locus( Grove Intersection Orientation: North-South IStudy Period (hrsl: 0.25 Vehicle Volumes and Adiustments Maio. Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R ~Iume 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 101 377 63 31 326 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 ~tream Smnal 0 0 ino. Street Westbound Eastbound Movement 7 8 9 10 11 12 L T R L T R 1V0lume 34 0 17 21 0 54 Peak-Hour Factor, PHF 0.95 0,95 0.95 0.95 0.95 0.95 Hourly Flow Rate, HFR 35 0 17 22 0 56 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) 0 0 Flared Approach N N Storage 0 0 RT Channelized 0 0 Lanes 1 1 0 1 1 0 Configuration L TR L TR DelaY, Queue Lenoth and Level of Service ~pproach NB SB Westbound Eastbound Movement . 1 4 7 8 9 10 11 12 LaneConfiguration L L L TR L TR " (vph) 101 31 35 17 22 56 C (m) (vph) 1195 1120 183 670 195 715 0c 0.08 0,03 0.19 0.03 0.11 . 0.08 95% queue length 0,28 0.09 0.68 0.08 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 ~ . , ~ :a , . , a :a . , , ~ :- . , , a , . , Two-Way Stop Control . Page I of2 . . TWO-WAY STOP CONTROL SUMMARY General Information Site Information Analyst CCW Intersection Site Access & Locust Agency/Co. WIS ~urisdiction Grove Date Performed 08122/2002 ~nalysis Year 2012 Build Out Analysis Time Period AM Peak Hour Project Description Meridian School District EastlWest Street: Ste Access North/South 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 volume 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 Sional 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 Lanes 1 1 0 1 1 0 Configuration L TR L TR Delav, Queue Length 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 " (vph) 29 87 108 53 33 87 ~ (m) (vph) 1205 1108 209 762 201 700 "/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 > file://C:\TEMP\u2k I BF.tmp 08/22/2002 ~ :a , . , ~ ~ . , , a ~ . , , ~ J , , I J , Two-Way Stop Control . . Page I of2 nNO-WAY STOP CONTROL SUMMARY General Information Site Information f"nalyst CCW Intersection Site North & Locust Grove ~gencYICo. WIS u risd iction Date Pe rformed 0.8/22/20.0.2 "nalysis Year 20.12 Build Out la.nalysis 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 Vehicle Volumes and Adjustments Maior Street Northbound Southbound Movement 1 2 3 4 5 6 L T R L T R Volume 96 40.0. 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 a a Lanes 1 1 1 1 1 1 8onfiguration 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 166 0. 82 21 0. 54 Peak-Hour Factor, PHF 0..95 0.,95 0..95 0..95 0..95 0..95 Hourly Flow Rate, HFR 174 a 86 22 a 56 Percent Heavy Vehicles 2 2 2 2 2 2 Percent Grade (%) a 0. Flared Approach N N Storage 0. a RT Channelized a 0. Lanes 1 1 a 1 1 a Configuration L TR L TR Delav, Queue Length and Level of Service >,pproach NB SB Westbound Eastbound Movement 1 4 7 8 9 10. 11 12 lane Configuration L L L TR L TR ~ (vph) 10.1 62 174 86 22 56 C (m) (vph) 1182 10.23 148 632 127 70.4 ~/c 0.,0.9 0..0.6 1.18 0..14 0..17 0..0.8 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 Approach Delay -- -- 130..3 . 18.6 Approach LOS - - F C > Copyright 0 2000 University of Florida., All Rights Reserved Version 4.1 b file://C:\TEMPlu2kJ C J .tmp 08/22/2002 :t ~ , . , ~ ~ , . , a ~ . , - a , . , , a , . , . . 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: 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 ~orth/South Street Locust Grove VOLUME DATA I Eastbound I Westbound I Northbound I Southbound I L T R I L T R I L T R I L T R I I I I Num. Lanes 11 1 0 11 1 0 11 1 0 11 1 0 Volume 132 0 B3 1103 0 51 12B 264 16B \B3 326 11 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 Area Type: All other areas LANE VOLUME WORKSHEET EAST WEST NORTH SOUTH BOUND BOUND BOUND BOUND LEFT TURN MOVEMENT 1- LT volume 32 103 2B 83 2. Opposing mainline volume 51 B3 337 432 3. Number of exclusive LT lanes 1 1 1 1 Cross Product (21 . [lJ 1632 8549 9436 35856 Left Lane Configuration (E=Excl, S=Shrd) : E E E E Left Turn Treatment Type: U U U U 4. 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 B3 51 16B 11 7. Exclusive lanes 0 0 0 Q 8. RT adjustment factor 0.850 0.850 0,850 0.850 9, Exclusive RT lane volume 10. Shared la.ne vol 98 60 19B 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 IS. Prop. of left turns in lane group 0.00 0.00 0,00 0.00 :- =- :. . , =- ~ :. . , :t :. . , tI ~ :. . , , ~ ~ . , . . 16. Left turn equivalence 1.45 LSD 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 [16J :> 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 BOUND BOUND BOUND BOUND critical through-RT vol: [19) 98 60 462 339 LT lane vol: [5] 0 0 0 0 Left turn protection: (P/U/N) U U U U Dominant left turn: { Indicate by 10:::' ) selection Criteria based on the specified left turn protection Plan " U U Plan 2a: U P Plan 2b: P U Plan 3a:<P P Plan 3b, P <P Plan 4, N N u u u P P U <P P P <P N N 1 ~ Indicates the dominant left turn for each opposing pair phase plan selected (1 to 4) 1 Min. cycle (Cmin) 60 Max. cycle (cmaxl 120 value ____EAST-WEST_____ Ph 1 Ph 2: Ph 3 _NORTH-SOUTH_ ph 1 Ph 2 ph 3 Timin.g plan Movement codes EWT NST Critical phase vol fCV] 98 0 0 462 0 0 Critical sum [CSI 560 CBD adjustment [CaD] 1.00 Reference Bum [RS] 1624 Lost time/phase [PL] 4 0 0 4 0 0 Lost time/cycle [TLJ 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 . , 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 CCW Site North & Locust Grove WIS All other areas 08/22/2002 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 Nurn. Lanes 11 1 0 l' 1 0 11 1 0 l' 1 0 Volume 121 0 54 1166 0 82 196 400 119 159 322 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 Area Type: All other areas phone: E-Mail: PLANNING ANALYSIS Analyst: Intersection: Agency I Co. : Area Type: Date Performed: Jurisdiction: Analysis Time Period: Analysis Year: project In: Meridian PM ~eak Hour 2012 Build OUt School District East/west Street Site North Access VOLUME DATA Fax: North/south Street Locust Grove! 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 [21 '" [11 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=Shrdl 6. RT volume! 7. Exclusive lanes a. RT adjustment factor 9. Exclusive RT lane volume 10. Shared lane vol THROUGH MOVEMENT 21 166 96 59 82 54 359 519 1 1 1 1 1722 8964 34464 30621 E E E E II II II II 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 O.SSO 0.850 64 96 140 44 0 0 400 322 1.00 1.00 1.00 1. 00 1 1 1 1 64 96 540 366 0.00 0.00 0.00 0.00 :- :. :. . :- :w :. :.. . , =- :. . , ~ =- :. . , , =- ~ . , . . 16. Left turn equivalence 1. SO 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 [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 BOUND BOUND BOUND BOIJND Critical through-RT vol: [19J 64 96 540 366 LT lane vol: [51 0 0 0 0 Left turn protection: (p/U/N) 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 U P P U <p P P <P N N 1 < Indicates the dominant left turn for each opposing pair Phase plan selected (1 to 4) 1 Min. cycle (Cmin) 60 Max. cycle (Cmax) 120 Timing Plan Value EAST-WEST Ph 1 ph 2 'P'il3 _NORTH-SOUTH_ Ph 1 ph 2 Ph 3 Movement codes EWT NST Critical phase vol [CV] 96 0 0 540 0 0 Critical sum [CS] 636 CBD adjustment [CED] 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 11.8 0.0 0.0 48.2 0.0 0,0 Critical vlc Ratio [Xcm] 0.45 Status Under capacity 10/03/2002 10/03/02 13:16 FAX 2088886854 11:27 1t208 ~8336 MERIDIAN P&Z DEPT. J-U-B &~G. BOISE ~ City Clerk ~OOl @J001/001 . 10/3/2002 City of Meridian Planning and Zoning Department 660 E. Watertower Lane, SuitE! 202 Meridian, 10 83642 To Whom It May Concern: I, Daren Fluke.. repro::senting Joint School District #2. do hereby certify that th~ property subject to the nreliminarv tllat and ccnditional use applications ]c;l)Owas Educ~tion Camnus Subdivision. was posted with the pertinent and required iDformacton regarding the public hearing 011 October 2. 2002. at least one week prior to the public bearing for 1he n:quested applications_ Dated this .:"\Cli day of ~ ,2002. Signed: ~~j,:; Daren Fluke, AICP Pla:JuDng Associate On this ~cd day of (f dC;/ur .2002 before me, the llIJPylsigned, a Notary Public in and for said Staw, pcISl:Inally appea:red {)1J..J'f" ,-9'/4., t:..R _ IN WITNESS WHEREOF, I have hereunto set my hand 8Jld affixed my official seal t 'A~~..." year first above written. ~~ ~ ~~t. ~-O~~.,,~ /J A ~ 'I.,;'f % 't t/'. ~ e +oTAR.1' \ '\ NOTARY PUBLIC POR IDAHO · ~ '* 'A -.- ) *' ~ 'S 8 c.: # - ) / f) ;0.),.lJ I~ ;. .PUB\.~ . ~ Residing at iJO;..v.......1 Q ~Izj) Col.1Jl1\ission E..'<pires: wI - $' dt? ..3 ....~......... ./AO G , ~. ::.--....' '9 ~;..~ \\SoiStd'ir-:s\PUI:IIlCo\'Projcel:Mml'llllets\OAL\ll8SO\Adrl\in\prop pOSt2.cJOQ OCT 03 '02 13:20 2088886854 PAGE. 01 ,;.,..