Traffic Impact Study Morgan Road Commerce Park Pasco County, Florida

Transcription

1 Traffic Impact Study Morgan Road Commerce Park Pasco County, Florida Summary Report June 2008 Prepared by: N 56 th Street # 201 Tampa, FL Ph: (813) Fax: (813)

2 Morgan Road Commerce Park Access Management Summary Report PROFESSIONAL ENGINEER CERTIFICATE I hereby certify that I am a registered professional engineer in the State of Florida practicing with Florida Transportation Engineering, Inc., a consulting firm in the State of Florida and that I have supervised the preparation and approve the evaluation, findings, opinions, conclusions, and technical advice hereby reported for: PROJECT: LOCATION: COUNTY: STATE: Morgan Road Commerce Park Northwest Corner of US 41 and Morgan Road Pasco Florida This report includes a summary of trip generation, trip distribution, capacity analyses, turn lane analyses, and recommendations for Morgan Road Commerce Park Development. I acknowledge that the procedures and references used to develop the results contained in this report are standard to the professional practice of transportation engineering and planning as applied through professional judgment and experience. SIGNATURE: DATE: Venkat Vattikuti, P.E., PTOE Florida P.E. No C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc ii

3 Morgan Road Commerce Park Access Management Summary Report TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY INTRODUCTION TRIP GENERATION TRIP DISTRIBUTION PROJECT TRIPS DETERMINATION OF NECESSARY ANALYSIS EXISTING AND FUTURE CONDITIONS ANALYSIS AT IMPACTED INTERSECTIONS TURN LANE ANALYSIS ACCESS POINTS AND STORAGE LENGTHS SUBSTANDARD ROAD REVIEW RAILROAD CROSSING CONCLUSION 20 LIST OF FIGURES 1 SITE LOCATION 3 2 PROJECT SITE PLAN 4 3 TRIP DISTRIBUTION 8 4 FUTURE BACKGROUND TRAFFIC (AM PEAK) 9 5 TOTAL PROJECT TRAFFIC (AM PEAK) 10 6 FUTURE BACKGROUND PLUS PROJECT TRAFFIC (AMPEAK) 11 7 TRAFFIC CIRCULATION PLAN 18 LIST OF TABLES 1 TRIP GENERATION 5 2 ADJUSTED TRIP GENERATION 5 3 DETERMINATION OF NECESSARY ANALYSIS 12 3 INTERSECTION LEVEL OF SERVICE SUMMARY 14 4 SUMMARY OF RIGHT-TURN LANE ANALYSIS 15 5A SUMMARY OF ACCESS POINTS 17 5B STORAGE LENGTH CALCULATIONS 17 APPENDIX A ITE TRIP GENERATION WORKSHEETS, SYNCHRO RESULTS, TRAFFIC COUNTS C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc iii

4 Morgan Road Commerce Park Access Management Summary Report 1.0 EXECUTIVE SUMMARY Morgan Road Commerce Park is a proposed Office/Professional development with approved specific uses (School and Professional Offices) on Morgan Road. The anticipated build-out year is The proposed development is located at the northwest corner of US 41 and Morgan Road. A location map and general site plan are shown in Figures 1 and 2, respectively. Trip Generation was performed using the ITE Trip Generation Manual, 7 th Edition for the proposed development of Public Charter School with a final capacity of 728 students along with 25,000 square feet of medical offices. The proposed development would generate 395 trips during the AM peak hour and 301 trips during the PM peak hour of generator and/or adjacent street traffic. The project trips from the development were distributed and assigned to the adjacent roadway network using surrounding land use patterns. Per the Pasco County the traffic study requirements, proposed access points and the intersection of US 41 and Morgan Road were analyzed for background and project plus conditions in order to ascertain the expected queues from the development. With the proposed on-site traffic circulation plan, there will be no queue spill-over from the school parking lot on to Morgan Road during the drop-off and pick-up times. Also, the analysis results shows that the intersection of US 41 and Morgan Road will only operate with acceptable level of service with the installation of traffic signal and adding exclusive turn lanes to service southbound right turns and eastbound left and right turns. A proportionate share of xxx,xxxx towards the installation of traffic signal and southbound right turn lane at the intersection of US 1 and Morgan Road will be contributed by the development. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 1

5 Morgan Road Commerce Park Access Management Summary Report 2.0 INTRODUCTION Morgan Road Commerce Park is a proposed Office/Professional development with approved specific uses (School and professional Offices) on Morgan Road. The anticipated build-out year is The proposed development is located at the northwest corner of US 41 and Morgan Road. A location map and general site plan are shown in Figures 1 and 2, respectively. As shown in Figure 2, the proposed project has two access points on Morgan Road with one being used for entering traffic and the other one for exiting traffic during the peak hours to provide a better on-site traffic circulation. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 2

6 FIGURE 1 Site Location Project Site

7 Morgan Road Commerce Park Access Management Summary Report FIGURE 2 - Site Plan C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 4

8 Morgan Road Commerce Park Access Management Summary Report 3.0 TRIP GENERATION Trip Generation was performed using the Institute of Transportation Engineers (ITE) Trip Generation, 7 th Edition for the proposed development. Table 1 summarizes the trip generation calculations. The appropriate Land Use Code Worksheets from the ITE Manual are provided in Appendix A. TABLE 1 Trip Generation Development (Trip Type) Elementary School (Public - Charter) # of Students/ Sq. Ft. LUC* ADT AM Peak Hour Trip Ends Enter/Exit (%) (%) 111 / 91 55% / 45% PM Peak Hour (Gen) Trip Ends Enter/Exit (%) (%) 60 / 74 45% / 55% Middle School (Public - Charter) / 59 55% / 45% 33 / 41 45% / 55% Medical/ Dental Offices 25, / 13 79% / 21% 25 / 68 27% / 73% Total n/a n/a 1, / / 183 As shown in Table 1, the proposed development would generate 395 raw trips during the AM peak hour of adjacent street traffic and 301 raw trips during the PM peak hour of generator and/or PM peak Hour of adjacent street traffic. Based on the proposed land use type (as shown in Table 1), there will be no pass-by trips from this development and there will be no adjustment to the raw trips. The resulting traffic is shown in Table 2. TABLE 2 - Adjusted Trip Generation Development (Trip Type) AM Peak Hour Trip Ends Enter (%)/Exit (%) PM Peak Hour (Gen) Trip Ends Enter (%)/Exit (%) Charter School/ Prof. Offices 232/ / 183 Less Pass-by Trips <0/0> <0/0> Adjusted Total 232/ /183 C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 5

9 Morgan Road Commerce Park Access Management Summary Report 4.0 TRIP DISTRIBUTION The distribution of project trips is distributed primarily based on the surrounding land use patterns associated with the local knowledge and suggestions from the County staff. The resulting distribution indicates an initial project split of 50% from US 41 North, 50% from US 41 South, with further split of 20% from SR 54 East and 20% from SR 54 West and 10% from US 41 south of SR 54. These assumed distributions are shown in Figure 3. The resulting trips from the assumed trip distribution percentages are assigned to the two project access points and on to the surrounding road network. Figure 4 shows the future background traffic at the study intersections; Figure 5 shows the total project trips. Background Traffic PM peak hour turning movement count data was collected at the intersections of US 41 & Morgan Road, SR 54 & Hunts Road and SR 54 & US 41. Currently there is one approved development on Morgan Road at the Southwest corner of Morgan Road and US 41. This development is being treated as vested and the trips information provided in the traffic report submitted by the vested development was included in the background traffic to forecast the background traffic at the build-out year of Figure 6 shows the resulting final future background plus project traffic. The data shown in Figures 4 thru 6 are used in the subsequent analysis. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 6

10 Morgan Road Commerce Park Access Management Summary Report 5.0 PROJECT TRIPS Based on the nature of the development and trips information included in the earlier tables, AM Peak Hour period is selected for further analysis to assess the traffic impact on the surrounding roadway network and intersections along with the access management issues. Based on the Trip Generation and Trip Distribution, the project trips were calculated and assigned to the roadway links and intersections. The project trips are shown in Figures 4 thru 6. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 7

11 US 41 50% Morgan Road 50% 20% 20% SR 54 10% FIGURE 3 Trip Distribution

12 US Morgan Road SR 54 FIGURE 4 Future Background Traffic (AM Peak Hour)

13 US Morgan Road SR 54 FIGURE 5 Project Traffic (AM Peak Hour)

14 US Morgan Road SR 54 FIGURE 6 Future Background Plus Project Traffic (AM Peak Hour)

15 Morgan Road Commerce Park Access Management Summary Report 6.0 DETERMINATION OF NECESSARY ANALYSIS Based on Pasco County s Administrative code and Guidelines and Review Fees for Traffic Impact Studies (TIS) and Substandard Roads, the appropriate analyses were determined. By definition, each of the two project access points on to Morgan Road is considered impacted. Also by definition, the segment of the Major Roadway Network on which the project traffic makes its first connection (US Highway 41) is considered impacted as well as the associated intersection (US 41 and Morgan Road). Any other Major Road facilities on which the two-way peakhour project traffic consumes five percent or more of the existing two-way peak hour service volumes are considered impacted The details of the analysis are included in the next section of the report. TABLE 3 Determinations of Impacted Roadway Segments On Road From Road To Road Configuratio n/ Classification Maximum Allowable Service Volume Two-Way Peak Hour Primary Project Traffic Project Traffic % of Service Volume SR 54 Oakstead Blvd US 41 4-lane Divided Arterial % SR 54 US 41 US 41 US 41 North Seg. Morgan Road US 41 SR 54 Livingston Ave Morgan Road SR 54 County Line Road 4-lane Divided Arterial 6-lane Divided Arterial 6-lane Divided Arterial 6-lane Divided Arterial % % % % Morgan Road US 41 Project Entrance 2-lane % Morgan Road Project Entrance Hunts Road 2-lane % C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 12

16 Morgan Road Commerce Park Access Management Summary Report 7.0 EXISTING AND FUTURE CONDITIONS ANALYSIS AT IMPACTED INTERSECTIONS As mentioned in the earlier section, an intersection analysis was performed at the following impacted intersections (both off-site and on-site) using the SYNCHRO software: US 41 & Morgan Road Morgan Road & Driveway 1 and Morgan Road & Driveway 2 Based on the nature of the development (Elementary School with a start time of 8:00 AM, Middle School with a start time of 9:00 AM and Medical Offices), the AM peak hour period will be from 7:30 to 9:30 AM. The peak hour factor from the existing traffic counts is about 0.95; however due to the nature of the proposed development, a peak hour factor of 0.66 was to used in the intersection analysis for the key movements associated with the development. Based on the amount of traffic volumes generated by the vested developments along with the proposed development, it is anticipated that the intersection of US 41 and Morgan Road, which is an un-signalized intersection, will experience severe delays (LOS F). For the safety of public (traffic) traversing thru the intersection, traffic signal was assumed and intersection was analyzed for background and background plus project conditions. Based on the expected volumes at this intersection at the project plus conditions, signal warrant analysis was performed and results of the analysis are included in the next section of this report. Intersection analysis was performed for background and project plus conditions with signalization option and the results from the analysis are shown in Table 4 for all approach movements as well as for the intersection (with signalized conditions). The intersection analysis and signal warrant analysis worksheets are provided in Appendix A. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 13

17 Morgan Road Commerce Park Access Management Summary Report TABLE 4 Intersection Name US 41 & Morgan Road Morgan & East Drwy. Intersection Level of Service Summary Approach NB SB EB WB Overall AM Peak Hour Period Background Conditions w/ Proj. Traffic Conditions LOS Grade LOS Grade A B B C B Overall A A C D C C C Morgan & West Drwy. SBL Overall B B B B 8.0 TURN LANE ANALYSIS Currently, US 41 (Major Street) has left turn lanes at the intersection of Morgan Road. Based on the trip generation and trip distribution, project trips were determined at this intersection and on Morgan Road at the driveway entrances. The results of the intersection analysis (SYNCHRO results included in the Appendix A) show that the expected queue length for the Northbound Left turns at project plus conditions is about 136 ft. The current stack length available is about 100 ft. So the existing turn lane is not adequate to serve the background plus project traffic conditions and extension of turn lane by additional 40 feet is recommended. Also, the results of the intersection analysis show that the expected queue length for eastbound left turns at the intersection of US 41 and Morgan Road is about 91 feet. Table 5 summarizes the storage lengths of turn lanes at this intersection. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 14

18 Morgan Road Commerce Park Access Management Summary Report Southbound Right Turn Lane at the Intersection of US 41 and Morgan Road and at the intersection of Morgan Road and Driveways The Right Turn Lane Warrant Study was performed based on the article Exclusive Right Turn Lanes at Un-signalized Intersections, When We Should Require Them? The Statewide Access Management Team of the Florida Department of Transportation (FDOT) published this article (included in Appendix A). The posted speed limit on US 41 is 55 MPH in the Project vicinity. The article identifies the threshold of right turns requiring a turn lane as 110 vph for a facility with a posted speed limit 45 MPH or less and 30 vph for a facility with a posted speed limit of greater than 45 MPH. The right turn lane warrant analysis is summarized below: Table 5 - Summary of Right Turn Lane Analysis Location Morgan Road & East Drwy. Morgan West Drwy. US Morgan Road Movement Rights (vph) Threshold of Right Turns Warranted WB RT Yes WB RT NO SB RT Yes As shown in Table 4, right turn lane on US 41 at the intersection of Morgan Road is warranted and how ever due to the presence of CSX Railway line along US 41 on West side, currently there is not enough right-of-way to accommodate the warranted right-turn lane. However, by coordinating with CSX and FDOT, a right-turn lane can be constructed to safely accommodate the expected right-turns at this intersection. Also, based on the results documented in Table 4, a right-turn lane on Morgan Road at the intersection of East Driveway (Entering Traffic during peak hours) is recommended to avoid the spill-over of queues onto Morgan Road during pick-up and drop-off hours. The following section shows the expected queue during the school peak hours at the project access points and on Morgan Road at US 41. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 15

19 Morgan Road Commerce Park Access Management Summary Report Based on the trip generation shown in Table 2 in the earlier section of the report, there will be a total of 395 trips (232 trips entering and 163 exiting). Out these trips, a total of 333 trips (183 trips entering and 150 trips exiting) will be generated by the Elementary and Middle Schools. Based on the information given by the Developer, there will be a minimum of two busses (with a capacity of 55 students per bus) with two trips per bus during the AM peak hour will reduce the net resulting passenger car traffic during the AM Peak Hour. Also, based on the enrollment information provided by the similar school in another county, there is a considerable amount of siblings attending the school and hence reduces the overall trip generation of these types of schools. Regardless of these scenarios, expected queue analysis was performed for the worst case scenario and details of queue calculations are given below: Estimated Cars entering the development during AM Peak Hour: 232 (183 cars (122 from elementary and 61 from middle school) from School over a period of two hours (staggered school hours for elementary and middle) and 49 cars from Medical office over one hour period) Expected Peak Hour: 7:00 to 9:00 AM (school) and 8:00 to 9:00 AM (offices) Expected worst peak traffic entering the site: 122 (from elementary school) Expected Peak Hour Factor: 0.66 (due to 2:1 split of elementary and middle school enrollment in the total enrollment of 728 students) Worst expected exiting rate from the site during AM peak Hour: 4 veh/min Maximum Expected drop-off and/or pick-up queue during peak hours: 31vehicles (122/4) On-site storage from the traffic circulation plan: 96 cars Based on the information and/or calculations given above, the expected queue from the pick-up and/or drop-off is less than the provided on-site storage and the probability for the queue spill on to Morgan Road from the development is very low. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 16

20 Morgan Road Commerce Park Access Management Summary Report 9.0 ACCESS POINTS AND STORAGE LENGTHS Based on the trip generation and trip distribution, project trips at the driveway and off-site intersections, using the Pasco County s Land Development Code, Section 618, Access management Regulations, the following tables shows the access details and storage lengths at the project access points. Table 5A - Summary of Access Points Project Ent. and/ or Intersection Morgan East Drwy. Morgan West Drwy. Min. Space Needed (ft) Existing Spacing (ft) Comments Entering Traffic Only n/a n/a Exiting Traffic Only Intersection Details Morgan Road & East Drwy. US 41 & Morgan Road Mvmt. Details Table 5B - Storage Lengths Calculations Queue Length (ft) Decel./ Taper Length (ft) Turn Lane Length (ft) Existing/ Proposed Length (ft) WBR NBL SBR Comments Sufficient Provided Not Sufficient, add 160 ft of turn lane Add Right Turn lane (265 ft including taper) EBL Need to Provide EBR Need to Provide C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 17

21 Morgan Road Commerce Park Access Management Summary Report Insert Figure 7 Traffic Circulation Plan C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 18

22 Morgan Road Commerce Park Access Management Summary Report 10.0 SUBSTANDARD ROAD REVIEW In the case of this development, project traffic immediately accesses fully developed roadways (One is a state road and the other one is a county road). As such, no substandard road review is necessary according to Pasco County guidelines RAILROAD CROSSING Based on the information collected during the field data collection, the train service frequency on week days is two times a day and the details of the service are: Northbound between 12 noon and 1 PM and Southbound between 4 and 5 PM. Based on the train service information collected in the field, it is understood that the train service is not during the development peak traffic hours, however due the requirement of additional turn lanes on Morgan Road at the intersection of US 41, approval from FDOT and CSX may be required. The current crossing is not sufficient to accommodate all required lanes. Based on the intersection analysis, an exclusive turn lanes are needed at the intersection of US 41 and Morgan Road. Hence, to accommodate these turn lanes at the crossing, minor modifications are needed at the Railway Crossing. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 19

23 Morgan Road Commerce Park Access Management Summary Report 12.0 CONCLUSION Based on the anticipated volumes at this intersection, some of the signal warrants were met. With the assumption of installing a signal, intersection analysis was performed for background and project plus conditions and intersection will be operating at acceptable level of service. Also, per the intersection analysis results, turn lanes are needed on Morgan Road at the intersection of Morgan Road and US 41 and to accommodate these turn lanes, minor modifications to the existing railway crossing are needed with FDOT and CSX approval along with some additional right-of-way. A proportionate share of $xxx,xxx towards the installation of traffic signal exclusive southbound right turn at the intersection US 41 and Morgan Road will be required from the developer. C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 20

24 Morgan Road Commerce Park Access Management Summary Report Appendix A C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Traffic Impact Study_ doc 21

25 TRAFFIC VOLUME GENERATION WORKSHEET INTERSECTION: US 41 & Morgan Road Peak Hour : 7:30-8:30 AM PHF: 0.95 CONDITION Value Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Peak Hour Existing (base) Volume x Seasonal Adjustment Factor Final Base Volume: Total Heavy Trucks % Heavy Trucks Background Traffic: Existing Base Volume: Vested Trips (from MorganR Office Dev) Annual Growth Rate (%) Growth Factor to May Total Future Background Traffic: Proposed Project Components: Net Primary Pass-by Trips Project Component Total TOTAL VOLUME: C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Final_Traffic_AM_Peak 6/3/2008

26 TRAFFIC VOLUME GENERATION WORKSHEET INTERSECTION: Morgan Road & East Drivway Peak Hour : 7:30-8:30 AM PHF: 0.95 CONDITION Value Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Peak Hour Existing (base) Volume - May x Seasonal Adjustment Factor Final Base Volume: Total Heavy Trucks % Heavy Trucks Background Traffic: Existing Base Volume: Vested Trips (from MorganR Office Dev) Annual Growth Rate (%) Growth Factor to May Total Future Background Traffic: Proposed Project Components: Net Primary Pass-by Trips Project Component Total TOTAL VOLUME: C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Final_Traffic_AM_Peak 6/3/2008

27 TRAFFIC VOLUME GENERATION WORKSHEET INTERSECTION: Morgan Road & West Drivway Peak Hour : 7:30-8:30 AM PHF: 0.95 CONDITION Value Eastbound Westbound Northbound Southbound L T R L T R L T R L T R Peak Hour Existing (base) Volume - May x Seasonal Adjustment Factor Final Base Volume: Total Heavy Trucks % Heavy Trucks Background Traffic: Existing Base Volume: Vested Trips (from MorganR Office Dev) Annual Growth Rate (%) Growth Factor to May Total Future Background Traffic: Proposed Project Components: Net Primary Pass-by Trips Project Component Total TOTAL VOLUME: C:\VV_FTE1\Projects\ Charter School Morgan Road in Pasco\Final Phase\Final_Traffic_AM_Peak 6/3/2008

28 Lanes, Volumes, Timings Background Conditions 6: Morgan Road & US 41 6/2/2008 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Perm Perm Prot Prot Perm Protected Phases Permitted Phases Detector Phase Project Plus AM Peak Period 5/10/2008 Synchro 7 - Report %user_name% Page 1

29 Lanes, Volumes, Timings Background Conditions 6: Morgan Road & US 41 6/2/2008 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 22.2% 22.2% 22.2% 22.2% 22.2% 0.0% 28.9% 68.9% 0.0% 8.9% 48.9% 48.9% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) Recall Mode None None None None None Min Min None Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS C B C D A D B A Approach Delay Approach LOS B C A B Queue Length 50th (ft) Queue Length 95th (ft) # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 73.2 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.84 Intersection Signal Delay: 14.4 Intersection LOS: B Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles Project Plus AM Peak Period 5/10/2008 Synchro 7 - Report %user_name% Page 2

30 Lanes, Volumes, Timings Background Conditions 6: Morgan Road & US 41 6/2/2008 Splits and Phases: 6: Morgan Road & US Project Plus AM Peak Period 5/10/2008 Synchro 7 - Report %user_name% Page 3

31 Lanes, Volumes, Timings Project Plus Conditions 6: Morgan Road & US 41 6/2/2008 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) Ideal Flow (vphpl) Storage Length (ft) Storage Lanes Taper Length (ft) Lane Util. Factor Frt Flt Protected Satd. Flow (prot) Flt Permitted Satd. Flow (perm) Right Turn on Red Yes Yes Yes Yes Satd. Flow (RTOR) Link Speed (mph) Link Distance (ft) Travel Time (s) Peak Hour Factor Adj. Flow (vph) Shared Lane Traffic (%) Lane Group Flow (vph) Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) Link Offset(ft) Crosswalk Width(ft) Two way Left Turn Lane Headway Factor Turning Speed (mph) Number of Detectors Detector Template Left Thru Right Left Thru Left Thru Left Thru Right Leading Detector (ft) Trailing Detector (ft) Detector 1 Position(ft) Detector 1 Size(ft) Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel Detector 1 Extend (s) Detector 1 Queue (s) Detector 1 Delay (s) Detector 2 Position(ft) Detector 2 Size(ft) Detector 2 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 2 Channel Detector 2 Extend (s) Turn Type Perm Perm Perm Prot Prot Perm Protected Phases Permitted Phases Detector Phase Project Plus AM Peak Period 5/10/2008 Synchro 7 - Report %user_name% Page 1

32 Lanes, Volumes, Timings Project Plus Conditions 6: Morgan Road & US 41 6/2/2008 Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Switch Phase Minimum Initial (s) Minimum Split (s) Total Split (s) Total Split (%) 22.2% 22.2% 22.2% 22.2% 22.2% 0.0% 28.9% 68.9% 0.0% 8.9% 48.9% 48.9% Maximum Green (s) Yellow Time (s) All-Red Time (s) Lost Time Adjust (s) Total Lost Time (s) Lead/Lag Lead Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Vehicle Extension (s) Recall Mode None None None None None Min Min None Min Min Walk Time (s) Flash Dont Walk (s) Pedestrian Calls (#/hr) Act Effct Green (s) Actuated g/c Ratio v/c Ratio Control Delay Queue Delay Total Delay LOS D B C E A D D A Approach Delay Approach LOS C C C D Queue Length 50th (ft) Queue Length 95th (ft) # # Internal Link Dist (ft) Turn Bay Length (ft) Base Capacity (vph) Starvation Cap Reductn Spillback Cap Reductn Storage Cap Reductn Reduced v/c Ratio Intersection Summary Area Type: Other Cycle Length: 90 Actuated Cycle Length: 85.7 Natural Cycle: 90 Control Type: Actuated-Uncoordinated Maximum v/c Ratio: 0.99 Intersection Signal Delay: 29.5 Intersection LOS: C Intersection Capacity Utilization 74.5% ICU Level of Service D Analysis Period (min) 15 # 95th percentile volume exceeds capacity, queue may be longer. Queue shown is maximum after two cycles Project Plus AM Peak Period 5/10/2008 Synchro 7 - Report %user_name% Page 2

33 Lanes, Volumes, Timings Project Plus Conditions 6: Morgan Road & US 41 6/2/2008 Splits and Phases: 6: Morgan Road & US Project Plus AM Peak Period 5/10/2008 Synchro 7 - Report %user_name% Page 3

34 Two-Way Stop Control file://c:\documents and Settings\Floridate\Local Settings\Temp\u2k6D.tmp Page 1 of 2 6/3/2008 General Information Analyst VRV Agency/Co. FTE Date Performed 6/3/2008 Analysis Time Period AM Peak Hour TWO-WAY STOP CONTROL SUMMARY Site Information Intersection Morgan Road & East Drieway Jurisdiction Pasco County Analysis Year 2009 Project Description Morgan Road Commerce Park East/West Street: Morgan Road North/South Street: East Driveway Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement L T R L T R Volume (veh/h) Peak-hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, P HV Median type Undivided RT Channelized? 0 0 Lanes Configuration TR L T R Upstream Signal 0 0 Minor Street Northbound Southbound Movement L T R L T R Volume (veh/h) Peak-hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, P HV Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes Configuration LTR LTR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement Lane Configuration L LTR LTR Volume, v (vph) Capacity, c m (vph) v/c ratio Queue length (95%)

35 Two-Way Stop Control file://c:\documents and Settings\Floridate\Local Settings\Temp\u2k6D.tmp Page 2 of 2 6/3/2008 Control Delay (s/veh) LOS A A Approach delay (s/veh) Approach LOS A HCS2000 TM Copyright 2003 University of Florida, All Rights Reserved Version 4.1f

36 Two-Way Stop Control file://c:\documents and Settings\Floridate\Local Settings\Temp\u2k7B.tmp Page 1 of 2 6/3/2008 General Information Analyst VRV Agency/Co. FTE Date Performed 6/3/2008 Analysis Time Period AM Peak Hour TWO-WAY STOP CONTROL SUMMARY Site Information Intersection Morgan Road & West Drieway Jurisdiction Pasco County Analysis Year 2009 Project Description Morgan Road Commerce Park East/West Street: Morgan Road North/South Street: West Driveway Intersection Orientation: East-West Study Period (hrs): 0.25 Vehicle Volumes and Adjustments Major Street Eastbound Westbound Movement L T R L T R Volume (veh/h) Peak-hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, P HV Median type Undivided RT Channelized? 0 0 Lanes Configuration TR T Upstream Signal 0 0 Minor Street Northbound Southbound Movement L T R L T R Volume (veh/h) Peak-hour factor, PHF Hourly Flow Rate (veh/h) Proportion of heavy vehicles, P HV Percent grade (%) 0 0 Flared approach N N Storage 0 0 RT Channelized? 0 0 Lanes Configuration LR LTR Control Delay, Queue Length, Level of Service Approach EB WB Northbound Southbound Movement Lane Configuration LR LTR Volume, v (vph) Capacity, c m (vph) 902 v/c ratio 0.36 Queue length (95%) 1.66

37 Two-Way Stop Control file://c:\documents and Settings\Floridate\Local Settings\Temp\u2k7B.tmp Page 2 of 2 6/3/2008 Control Delay (s/veh) 11.2 LOS B Approach delay (s/veh) Approach LOS B HCS2000 TM Copyright 2003 University of Florida, All Rights Reserved Version 4.1f