DLZ OHIO, US 322 #10 ODOT SAFETY ANALYST 2010 REPORT OCTOBER 2012

Transcription

1 DLZ OHIO, INC. CUY SAFETY STUDY US 322 #10 ODOT SAFETY ANALYST 2010 REPORT OCTOBER 2012 Cuyahoga Study Location Prepared for: The Ohio Department of Transportation District Transportation Boulevard Garfield Heights, OH Prepared by: TEC Engineering, Inc. 161 Northland Blvd. Suite A Cincinnati, Ohio TEC Job No.:

2 CUY-US-322 MP October 2012 Cuyahoga County, Ohio CORRIDOR SAFETY STUDY U.S. 322 Milepost Cuyahoga County, Ohio Prepared For: ODOT District Transportation Road Garfield Heights, OH Prepared By: 6121 Huntley Road Columbus, Ohio West Main Street Mason, Ohio October 2012 ii

3 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Table of Contents I. EXECUTIVE SUMMARY... 1 II. EXISTING CONDITIONS... 3 III. CRASH DATA IV. CRASH ANALYSIS V. TRANSPORTATION ANALYSIS VI. PREVIOUS AND FUTURE PROJECTS VII. RECOMMENDED COUNTERMEASURES AND COSTS VIII. RATE OF RETURN Figures FIGURE 1: VICINITY MAP AND AERIAL PHOTOGRAPH... 1 FIGURE 2: US 322 EXISTING CONDITIONS FIGURE 3: US 322 EXISTING CONDITIONS FIGURE 4: US 322 EXISTING CONDITIONS FIGURE 5: US 322 EXISTING CONDITIONS FIGURE 6: US 322 EXISTING CONDITIONS FIGURE 7: US 322 EXISTING CONDITIONS FIGURE 8: US 322 EXISTING CONDITIONS FIGURE 9: PEAK HOUR VOLUMES US 322 (MAYFIELD RD.) & SR 91 (S.O.M. CENTER RD.) FIGURE 10: RECOMMENDED DRIVEWAY CLOSURES Tables TABLE 1: CRASH SUMMARY TABLE 2: LOS AT SIGNALIZED INTERSECTIONS TABLE 3: PEAK HOUR LOS AND DELAY (SYNCHRO) TABLE 4: RECOMMENDED CLEARANCE INTERVALS TABLE 5: RECOMMENDATION 1 COST TABLE 6: RECOMMENDATION 2 COST TABLE 7: PEAK HOUR LOS AND DELAY (SYNCHRO) TABLE 8: LOS AND DELAY COMPARISON TABLE 9: RECOMMENDATION 3 COST TABLE 10: RECOMMENDATION 4 COST TABLE 11: RECOMMENDATION 5 COST TABLE 12: RECOMMENDATION 6 COST TABLE 13: RECOMMENDATION 7 DELAY AND LOS TABLE 14: RECOMMENDATION 7 COST TABLE 15: RECOMMENDATION 8 COST TABLE 16: RECOMMENDATION TOTAL COSTS TABLE 17: RATE OF RETURN VALUES-U.S iii

4 CUY-US-322 MP Cuyahoga County, Ohio October 2012 APPENDIX A: EXISTING CONDITIONS PICTURES APPENDIX B: TRAFFIC COUNT DATAA APPENDIX C: CRASH DATA D APPENDIX D: COLLISION DIAGRAMS APPENDIX E: SYNCHRO OUTPUT APPENDIX F: STORAGE LENGTH APPENDIX G: RATE OF RETURN Appendices Prepared by: Steve Jewell, P.E., PTOE Edward Williams, P.E., PTOE iv

5 CUY-US-322 MP Cuyahoga County, Ohio October 2012 I. EXECUTIVE SUMMARY A. Purpose The US 322 corridor, log points ranks 4 th on the Ohio Department of Transportation s 2010 Safety Analyst fatal and severe injury non-freeway locations. As a result, the DLZ/TEC team was retained to conduct a safety study of this corridor. The purpose of this study is to analyze the crashes and propose feasible countermeasures thatt will effectively reduce these crashes. B. Background Figure 1 shows a vicinity map and aerial photographh of the intersection. Figure 1: Vicinity Map and Aerial Photograph C. Crash Data and Analysiss Theree were 101 total crashes along this corridor during the most recent threee year period ( ). Eighteen (18) of these crashes resulted in injury. There were no fatal crashes along this corridor during this time period. Crash Statistics for Corridor from Corridor Crash Frequency US 322 MP US 322 MP Crash Rate

6 CUY-US-322 MP October 2012 Cuyahoga County, Ohio With data gathered from traffic counts and field observations, the crash information provided was analyzed and used to determine potential safety concerns at the intersections. These safety concerns are listed below: Driver Inattentiveness Congestion Clearance Intervals D. Recommended Countermeasures and Costs Countermeasures were proposed to alleviate some of the safety concerns listed above. These countermeasures are listed below: Review clearance intervals Review signal timing Replace existing signal heads with LED heads with back plates Install countdown PEDESTRIAN signals at all pedestrian crossings Install pedestrian signage at the West Hospital Entrance Consider time of day override signal plans for East and West Hospital entrances Review the lane use and signal operation at the West Hospital Entrance Close the driveway access locations to the BP and Sunoco gas stations closest to the corners 2

7 CUY-US-322 MP October 2012 Cuyahoga County, Ohio II. EXISTING CONDITIONS US 322, also named Mayfield Road, is located in Cuyahoga County, Ohio. This study includes the 0.6 mile section of US 322 from MP 13.6 MP The speed limit along this section of US 322 is 35 mph. US 322 is classified as a principle arterial. The ADT (Average Daily Traffic) on US 322 at SR 91 from the most recent ODOT counts (2010) is 11,260 vehicles per day. The ADT on US 322 at I-271 (just west of the study area) is 28,120. Eastbound US 322 provides two thru lanes for the length of the study corridor. Westbound US 322 maintains two thru lanes east of the Eastgate Shopping Center intersection and three thru lanes for the remainder of the study corridor. Eastbound US 322 has left-turn-only lanes at each of the signalized intersections within the study area including one each at the Gates Mills entrance, Hospital entrance, Eastgate Shopping center, and the Wal- Mart entrance, and two left-turn-only lanes at SR 91. Westbound US 322 provides one left-turn-only lane at each signalized intersection throughout the corridor. Within the portion of the study corridor which has a cross section of six lanes or more, the eastbound and westbound curb lanes are 13 feet in width, the inner thru lanes are 12 feet in width, and the left turn only lanes are typically 11 feet in width. The cross section of the corridor reduces to five lanes west of the East Hospital entrance. From this point, continuing east until to the termination of the study corridor, the curb lane maintains a width of 13 feet, the inner thru lanes provide 11 feet in width, and the left turn lanes are 10 feet in width. At the intersection with the Walgreens & Wal-Mart entrances, the northbound and southbound lanes entering the intersection are 13 feet wide. The Walgreens entrance provides a 37 foot wide lane for entering the Walgreen s parking lot with no lane designation. The Wal-Mart entrance provides a one lane parking lot entrance which is 20 feet wide. Northbound and southbound SR 91 each include three approach lanes and two departure lanes. The thru approach lanes are 13 feet wide and the left turn lanes are 12 feet wide. The departure lanes are 12 feet in width. The West Hospital Entrance provides three approach lanes and two departure lanes for the northbound and southbound travel directions. All five lanes on each approach are 12 feet wide. The northbound leg of the East Hospital Entrance provides three approach lanes and one departure lane. The southbound leg of the intersection provides two approach lanes and one departure lane. Each lane in the northbound and southbound legs of this intersection is 12 feet wide. The eastern most intersection within the study corridor is the Gates Mills Tower Intersection. The southbound leg includes two approach lanes and one departure leg each of which are 12 feet in width. The intersection of US 322 and the Wal-Mart entrance is a signalized intersection with protected/permissive left turns for the EB and WB approaches. The NB and SB approaches each include a left-turn-only lane and a thru/right turn lane. 3

8 CUY-US-322 MP October 2012 Cuyahoga County, Ohio The intersection of US 322 and SR 91 is a signalized intersection with protectedonly left turns for the EB and WB approaches and permitted/protected left turn movements for the NB and SB approaches. The EB US 322 approach includes two left-turn-only lanes, one thru lane and one thru/right lane. The WB US 322 approach includes one left-turn-only lane, two thru lanes, and one thru/right turn lane. On the westbound approach, the left turn lane is a positive offset of approximately 12 and separated from the thru lanes with a painted island. This allows the WB left turns and EB left turns to move simultaneously. The NB approach includes one left, one thru and one thru/right turn lane, and the SB approach includes one left, one thru and one right turn lane. The intersection of US 322 and the Eastgate shopping center/west hospital entrance is a signalized intersection with protected/permissive left turns for the EB and WB approaches. The EB approach includes one left turn, one thru and one thru/right turn lane and the WB approach includes one left turn, two thru and one thru/right lane. The NB approach includes two left turn lanes with protected only left turn movements and one thru/right turn lane. The SB approach includes one left turn lane with permitted/protected movements, one thru lane and one thru/right turn lane. During a field review it was noted that the westbound left turn light appears to be on recall. The intersection of US 322 and the east hospital entrance is a signalized intersection with protected/permissive only left turns for the EB and WB approaches and split phases for the NB and SB approaches. The EB US 322 approach includes one left turn lane, one thru lane and one thru/right lane. The WB US 322 approach includes one left turn lane, one thru lane, and one thru/right turn lane. The NB approach includes one left, one thru and one right turn lane, and the SB approach includes one left, one thru/right turn lane. The intersection of US 322 and Gates Mills Tower is a signalized intersection with protected/permissive left turn movements for the EB and WB approaches. The EB and WB US 322 approaches each include one thru lane, one thru/right turn lane and one left turn lane. The NB and SB approaches are offset and include one left/thru/right lane. Figures 2-8 provide the existing conditions diagrams for the US 322 corridor Congestion was noted during field reviews during the AM and PM peak hours. During the AM peak there is a back up in the westbound direction and during the PM peak there is a back up in the eastbound direction. In the westbound direction many vehicles are utilizing the right lane to eventually enter the interstate. The traffic signals run coordinated and also operate traffic responsive. The time of day cycle lengths are 110 seconds during the AM Peak and 120 seconds during the PM Peak. A traffic responsive system changes the cycle length/offsets to set patterns based on the actual traffic volume. The cycle lengths vary from 100 4

9 CUY-US-322 MP October 2012 Cuyahoga County, Ohio seconds to 140 seconds. There is emergency vehicle preemption at the signalized intersections. Figure 9 provides the existing peak hour turning movement volumes at the intersection of US 322 and SR 91. Full traffic count data is provided in Appendix B. The AM peak is from 7:30-8:30 AM, the PM peak is from 4:45-5:45 PM. 5

10 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 2: US 322 Existing Conditions 1 6

11 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 3: US 322 Existing Conditions 2 7

12 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 4: US 322 Existing Conditions 3 8

13 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 5: US 322 Existing Conditions 4 9

14 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 6: US 322 Existing Conditions 5 10

15 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 7: US 322 Existing Conditions 6 11

16 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 8: US 322 Existing Conditions 7 12

17 CUY-US-322 MP Cuyahoga County, Ohio October 2012 Figure 9: Peak Hour Volumes US 322 (Mayfield Rd.) & SR 91 (S.O.M. Center Rd.) III. CRASH DATAA A. Crash Report Summary Crash data are the most important element of a safety study. The data can reveal crash patterns, which in turn can indicate safety problems. Without completee and accurate crash data, all analyses and recommendations are limited in value. Crash reports were obtained from the Ohio Department of Public Safety. The crash reports were grouped using several different criteria, including crash type, severity and environmental conditions among others. Collision diagrams were created to provide a visual depiction of the crashes. The crash summaries are provided in Table 1 and the collision diagrams are in Appendix D. B. Crash Data A total of 101 crashes were examined which occurred along the 0.60 mile section of US 322 from MP between 2008 and 2010 (3 years). Since the traffic volume on either side of SR 91 varies, the corridor was divided into two segments for crash rate purposes. The first segment is from MP 13.6 to MP13.77 which is SR 91. This includes crashes on the west approach and also crashes in the intersection. The crash rate for this segment is 9.93 crashes per million vehicles 13

18 CUY-US-322 MP October 2012 Cuyahoga County, Ohio per mile. The second segment is from MP to MP 14.2 and includes crashes on the east leg of the SR 91 intersection. The crash rate for this segment is 9.24 crashes per million vehicles per mile. The crash analysis summary is provided in Appendix C. Collision diagrams for the 0.60 mile section of US 322 examined in this study are in Appendix D. Table 1: Crash Summary US Total = 52 crashes 2010 US322 ADT = 28,120 vehicles Crash Rate = 9.93 crashes per million vehicles per mile US Total = 49 crashes 2010 SR-91 ADT = 11,260 vehicles Crash Rate = 9.24 crashes per million vehicles per mile TRAFFIC_CRASH_YEAR Number % CRASH_SEVERITY Number % % INJURY CRASH % % PROPERTY DAMAGE CRASH % Grand Total % % Grand Total % WEATHER_CONDITION Number % TYPE_OF_CRASH Number % NO ADVERSE WEATHER CONDITION % REAR END % RAIN 8 7.9% SIDESWIPE - PASSING % SNOW 6 5.9% ANGLE % OTHER WEATHER CONDITION 1 1.0% LEFT TURN % FOG 1 1.0% BACKING 3 3.0% Grand Total % HEAD ON 2 2.0% PEDESTRIAN 2 2.0% LIGHT_CONDITION Number % OTHER NON-COLLISION 1 1.0% DAYLIGHT % SIDESWIPE - MEETING 1 1.0% DARK - LIGHTED % PEDALCYCLES 1 1.0% DUSK 4 4.0% Grand Total % DAWN 2 2.0% DARK - NO LIGHTS 1 1.0% LIGHT NOT STATED 1 1.0% Grand Total % 14

19 CUY-US-322 MP October 2012 Cuyahoga County, Ohio IV. CRASH ANALYSIS A. Overview The raw crash data for the years 2008 through 2010 were analyzed to identify patterns and possible safety deficiencies at the intersection. The ODOT Crash Analysis Module (CAM) Tool was used to evaluate the crashes. Since this module automatically populates cells with the original data from the crash report, it is necessary to go through the crashes to ensure they are appropriate for the study. Data coding errors include mislogging the location, crash type, or other vital information. For the US 322 corridor a total of 2 crash types were adjusted from angle to sideswipe passing. Two additional crashes were added or removed from outside the study area. These crashes occurred on SR 91 at the Walgreens Driveway. During this period, a total of 101 crashes occurred within the US 322 study area, with 18 of these crashes resulting in injuries. The predominant crash type along this section of the US 322 corridor during the study years was rear end. Thirtyseven percent (37%) of the crashes were rear end crashes. The other accident types included sideswipe passing (27%), angle (14%), left turn (12%), backing (3%), head-on (2%), and pedestrian (2%), sideswipe meeting (1%) and bicycle (1%). As noted, the most prevalent type of crash along US 322 was rear end crashes. These crashes occur throughout the corridor with the largest concentration occurring at the intersection with SR 91. The second most prevalent type of crash was sideswipe passing crashes with these occurring most frequently between the eastern approach to the West hospital Entrance intersection and the western approach to the Wal-Mart entrance. Most frequently, the contributing circumstance resulting in crashes within the US 322 corridor was following too close (32%). Failure to yield was also the cause of several crashes (15%). The majority of the crashes, 73%, occurred during daylight conditions, and 84% occurred during non-adverse weather conditions with 75 % occurring when the roadway surface was dry. There were several pedestrian or bicycle crashes along the corridor during the study period. A pedestrian crash occurred at the Wal-Mart entrance due to a vehicle trying to make a right turn on red. 15

20 CUY-US-322 MP October 2012 Cuyahoga County, Ohio A pedestrian involved crash occurred at the west hospital entrance. The pedestrian was crossing from south to north across US 322 within the crosswalk on the east side of the intersection. The motorist failed to yield the right of way to the crossing pedestrian when turning right from northbound on the west hospital entrance to eastbound US 322. The motorist struck and injured the pedestrian as they were crossing US 322. The bicycle crash occurred near Gates Mills Tower Dr. when a pedal cyclist crossing US 322 outside of a crosswalk and struck the motorist in the rear of the vehicle. B. Possible Causes The most prevalent crash types at this intersection are rear end and sideswipe passing. Possible causes for both of these crash types include driver inattentiveness, signal timing problems, or congestion. On the west end of the corridor there is a peak in crashes between 3:00pm and 4:00pm. This may be a result of a shift change at the hospital. Another possible cause of the crashes is the over utilization of the westbound curb lane between SR 91 and the I-271 ramps. This lane is used by drivers going to the northbound and southbound I-271 ramps causing congestion in this lane only. This was noted during the field visits. 16

21 CUY-US-322 MP October 2012 Cuyahoga County, Ohio V. TRANSPORTATION ANALYSIS A. CAPACITY ANALYSIS The software program Synchro was used to analyze capacity at the intersections of US 322 and the Walgreens/Wal-Mart entrance, SR 91, the Western Hospital Entrance, the Eastern Hospital Entrance and Gates Mills Tower. Synchro uses the methods prescribed in the Highway Capacity Manual (HCM) to determine the level of service (LOS). LOS is defined in terms of delay and is a measure of driver discomfort and intersection performance with respect to vehicular capacity and quality of service provided to road users. Delay refers to total average stopped delay experienced by motorists at the referenced intersection. For signalized intersections the level of service has six classifications ranging from A to F. These classifications are shown in Table 2. Table 2: LOS at Signalized Intersections Level of Delay (seconds per Description Service vehicle) A Very low delay <10 B Good progression C Limit of acceptable delay D Start of traffic breakdown E High delay F Congested conditions, unacceptable delay >80 A capacity analysis was performed for the AM and PM peak hours to examine the LOS for existing conditions. The system currently runs traffic responsive, which cannot be accurately modeled due to variation in cycle lengths. The existing time of day patterns were used in the analysis, which should give an overall idea of the performance of the existing signal timing. Volumes were obtained from peak hour turning movement counts conducted by DLZ, Inc. at US322 and SR 91. The remaining traffic volumes were attained from the City of Mayfield Heights. A summary of the results of the capacity analysis is shown in Table 3. The complete Synchro8 outputs are presented in Appendices D. 17

22 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Intersection Walgreens/Wal- Mart & U.S. 322 Intersection S.R. 91 & U.S. 322 Intersection West Hospital Entrance & U.S. 322 Intersection East Hospital Entrance & U.S. 322 Intersection Gates Mills Tower & U.S. 322 Table 3: Peak Hour LOS and Delay (SYNCHRO) Peak Approach LOS/Delay Scenario Hour NB SB EB WB Existing Scenario Existing Scenario Existing Scenario Existing Scenario Existing Intersection LOS/Delay AM D/35.6s D/35.4s B/11.1s B/11.1s B/12.4s PM E/56.5s D/45.2s A/8.1s B/11.7s B/13.2s Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM E/70.9s D/40.6s C/26.5s E/55.9s D/46.5s D/51.3 PM F/163.4s F/12.0s D/45.6s s Peak Approach LOS/Delay Hour NB SB EB WB F/83.7s Intersection LOS/Delay AM C/33.8s C/32.1s C/21.7s C/33.9s C/27.8s PM D/53.4s D/50.4s C/23.9s A/9.6s C/20.7s Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM D/51.8s D/50.7s C/21.5s A/9.2s B/17.8s PM F/85.5s D/54.7s B/10.1s B/13.4s C/25.9s Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM A/0.0s D/48.9s A/4.6s A/9.8s B/11.5s PM E/63.2s E/61.1s A/4.6s A/9.4s B/13.8s Based on the existing capacity analysis, the corridor fails to provide adequate levels of service for several approaches during the AM and or PM peak hours. The US 322 approaches provide adequate levels of service at all intersections. However, the NB and SB minor street approaches do not provide adequate levels of service which may lead to vehicles on these approaches entering the intersection during the clearance and red times, resulting in angle and left turn crashes. This may also lead to sudden starts and stops on the US 322 approaches resulting in increased rear-end crashes. During the AM Peak the offsets are balanced and do not favor one direction over the other. During the PM Peak the offsets are set to aid progression in the eastbound direction, but could be improved. B. Turn Lane Analysis There are existing left turn lanes on all US 322 intersection approaches within the corridor. There are also existing left turn lanes on most of the intersecting street 18

23 CUY-US-322 MP October 2012 Cuyahoga County, Ohio approaches. Right turn lanes exist at the northbound and southbound approaches for the West Hospital entrance intersection and the southbound approach of Gates Mills Tower. The turn lane analysis was completed for the left and right turn lanes using the Ohio Department of Transportation Location and Design Manual, Volume 1 as a guideline. The lengths of the existing turn lanes were also checked to determine if they meet the standards. These standards are based on the volume of turning vehicles, the speed and the cycle length at the intersection. The existing storage lengths alongside the required storage lengths for the existing traffic volumes are given in Appendix F. Additionally, the following existing turn lanes may not be a sufficient length. Intersection Storage Lane Existing Length Required Length US 322 & SR 91 Eastbound Left 400 ** 700 Northbound Left US 322 & West Eastbound Left Hospital Entrance US 322 & East Eastbound Left Hospital Entrance US 322 & Gates Mills Eastbound Left Tower ** Total storage length of both lanes combined Per the turn lane storage analysis performed, using the existing traffic volume on the intersection approaches, the left turn lane storage capacity on the eastbound approach for each intersection within the study area, except for US 322 and Walgreens, does not meet the Ohio Department of Transportation standards. Similarly, the northbound left turn lane at US 322 & SR 91 does not provide adequate storage length. However, due to right-of-way restrictions, and the proximity of the site to other intersections it may not be practical to make these improvements. Therefore, emphasis should be placed on optimizing signal timing and phasing to accommodate these turning movements. C. Signal spacing There are five signalized intersection in this short corridor. The approximate spacing is as follows, Wal-Mart to SR 91: 440 ft, SR 91 and West Hospital: 590 ft, West Hospital to East Hospital: 770 ft, East Hospital to Gates Mills Tower Drive: 375 ft. Corridors with poor signal spacing often experience higher congestion and crash rates due to the multiple stops. The ODOT Access Management Manual recommends ½ mile (2640 ft) spacing for signalized intersections, but will allow ¼ mile (1320 ft) if no other access to the general street system is available. The signal spacing along the corridor is much shorter than the recommended spacing. 19

24 CUY-US-322 MP October 2012 Cuyahoga County, Ohio VI. VII. PREVIOUS AND FUTURE PROJECTS A construction project is underway to widen and reconstruct US 322 from the I- 271 interchange to the eastern project limit (PID 12472). RECOMMENDED COUNTERMEASURES AND COSTS Several countermeasures are recommended at the intersection as a result of this study. The following recommendations should be considered: Revise Clearance Intervals Optimize Signal Timing Install New Signal Heads with Backing Plates Install Countdown pedestrian Signal Install No Pedestrian Crossing sign at the West Hospital Entrance Time of Day Override Signal Plan at Hospital entrances Review the lane use and phasing at the West Hospital Entrance Close Driveways at Gas Stations The first recommendation is to revise the clearance intervals. The yellow time ensures vehicles have enough time to see the signal, react and stop. The All Red time gives a vehicle time to traverse the intersection if they entered while the light was still yellow. The pedestrian clearance time gives adequate time for a pedestrian walking at a speed of 3.5 feet/sec to cross the street. The cost for this improvement is $2,500. The following clearance intervals are recommended based on the intersection geometry and speed limit of each intersection approach. 20

25 US-322 & Gates Mills Tower US-322 & East Hospital US-322 & West Hospital US-322 & SR-91 US-322 & Wal-Mart/ Walgreens CUY-US-322 MP October 2012 Cuyahoga County, Ohio Table 4: Recommended Clearance Intervals Recommended Clearance Intervals Existing Recommended Yellow All Red FDW Yellow All Red FDW* NB EB SB WB EB L WB L NB EB SB WB NB L EB L SB L WB L NB EB SB WB NB L EB L WB L NB EB SB WB NB L EB L WB L NB EB SB WB EB L WB L *Per the Ohio Manual of Uniform Traffic Control Devices, the pedestrian clearance time may be entirely contained within the vehicular green interval, or may be entirely contained within the vehicular green and yellow change intervals. 21

26 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Table 5: Recommendation 1 Cost US 322 Study Corridor Total Unit Cost Total Cost Review Clearance Intervals Each Intersection 5 $ 500 $ 2,500 The second recommendation is to review and optimize the signal timing. A review and retime of the existing signal and phases would allow for the most efficient movement of traffic through the intersection limiting congestion. The following changes were made in the optimized timing analysis, shown in Table 7. During the AM Peak the cycle length was optimized at 120 seconds for all signals. The offsets were adjusted to maximize the traffic flow. Eastbound and westbound traffic volumes are similar, so the offsets were balanced to favor both directions. During the PM Peak the cycle length was optimized at the existing cycle length 120 seconds for all signals. Splits were changed slightly. The offsets were adjusted to maximize the traffic flow. The eastbound traffic is slightly heavier so this directions so this direction was favored in the offsets. During both peaks, several of the side streets operated at a LOS E. These are low volume approaches, with high delay caused by the longer cycle length. However, the 120 second cycle length is necessary for the major intersection of US 322 and SR 91. A summary of the results of the capacity analysis are shown in Table 7. The existing capacity analysis is shown in Table 3. Table 8 shows a comparison between the existing and proposed intersection LOS and delays. The complete Synchro outputs are presented in Appendix D. The cost for this improvement is $30,000. Table 6: Recommendation 2 Cost US 322 Study Corridor Total Unit Cost Total Cost Re-time Signal Each Intersection 5 $ 6,000 $ 30,000 22

27 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Intersection Walgreens/Wal -Mart & U.S. 322 Intersection S.R. 91 & U.S. 322 Intersection West Hospital Entrance & U.S. 322 Intersection East Hospital Entrance & U.S. 322 Intersection Gates Mills Tower & U.S. 322 Table 7: Peak Hour LOS and Delay (SYNCHRO) Peak Approach LOS/Delay Scenario Hour NB SB EB WB New Timing Scenario New Timing Scenario New Timing Scenario New Timing Scenario New Timing Intersection LOS/Delay AM D/39.7s D/39.5s B/11.3s A/5.6s B/10.1s PM D/46.2s E/56.5s A/8.1s B/8.7s B/11.2s Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM D/42.7s D/51.3s C/34.3s B/20.0 C/34.0s PM D/40.5s D/49.4s D/54.0s D/46.5s D/50.8 Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM D/35.9s C/31.5s B/19.5s B/17.5s B/10.7s PM E/55.8s D/50.3s B/10.6s A/9.8s B/14.3s Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM E/57.0s E/55.8s A/5.3s B/8.9s A/9.3s PM D/53.2s D/44.8s C/30.9s B/22.7s C/32.8s Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM A/0.0s E/63.3s A/1.5s A/8.2s B/11.5s PM E/63.2s E/61.1s A/7.9s A/9.8s B/15.4s Table 8: LOS and Delay Comparison Intersection Peak Existing Intersection LOS/Delay Proposed Intersection LOS/Delay Walgreens/Wal -Mart & U.S. 322 S.R. 91 & U.S. 322 West Hospital Entrance & U.S. 322 AM B/12.4s B/10.1s PM B/13.2s B/11.2s AM D/46.5s C/34.0s PM F/83.7s D/50.8 AM C/27.8s B/10.7s PM C/20.7s B/14.3s 23

28 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Intersection Peak Existing Intersection LOS/Delay Proposed Intersection LOS/Delay East Hospital Entrance & U.S. 322 Gates Mills Tower & U.S. 322 AM B/17.8s A/9.3s PM C/25.9s C/32.8s AM B/11.5s B/11.5s PM B/13.8s B/15.4s The third recommendation is to install new LED signal heads with back plates. Analysis of the existing mast arms will be necessary prior to the implementation of this recommendation to ensure their adequacy to support the signal back plates. The cost of this improvement, excluding the cost of the analysis of the existing mast arms, is $13,090. Table 9: Recommendation 3 Cost US 322 Study Corridor Total Unit Cost Total Cost Removal of Existing Signal Heads each 14 $135 $ 1,890 Install new LED signal heads with back plates, 3-Section each 12 $750 $ 9,000 Install new LED signal heads with back plates, 5-section each 2 $1,100 $ 2,200 Total $ 13,090 The fourth recommendation is to install countdown pedestrian signals for each crossing direction, at each approach. This recommendation is aimed to reduce the number of vehicle/pedestrian crashes. The cost of this improvement is $11,900. Table 10: Recommendation 4 Cost US 322 Study Corridor Total Unit Cost Total Cost Remove pedestrian signals each 17 $100 $ 1,700 Install countdown pedestrian signals each 17 $600 $ 10,200 Total $ 11,900 The fifth recommendation is to install new signage at West hospital Drive. No Pedestrian Crossing signs should be installed on the west side of the West Hospital Drive to prohibit crossings. Lane use signs should also be installed on the mast arms for the northbound approach. Note that analysis will be needed to ensure mast arms can support the additional signs. 24

29 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Table 11: Recommendation 5 Cost US 322 Study Corridor Total Unit Cost Total Cost No Ped Crossing Sign each 2 $250 $ 500 Lane Use Signs Each 3 $250 $ 750 Total $ 1,250 The sixth recommendation is to consider the option of running time of day override signal timing for the signals located at the east and west hospital entrances. The crash analysis revealed several angle and left turn crashes at these signals. These crashes indicate the current traffic responsive signal plans may not be providing adequate signal timing at these approaches. It is recommended that a separate, signal timing program be considered to override the traffic responsive program during the AM and PM hospital shift changes and provide adequate levels of service therefore reducing the congestion on these approaches, reducing the likelihood of these left turn and angle crashes. This time of day override could be in operation during designated times of the day to account for the brief but large spikes in traffic volumes which occur around the shift changes. The cost of this improvement is $2,000. Table 12: Recommendation 6 Cost US 322 Study Corridor Total Unit Cost Total Cost Time of Day Override Timing each 2 $1,000 $ 2,000 The seventh recommendation is to review the lane use and phasing at the west Hospital Drive. On the northbound approach there are dual left turn lanes with a protected left turn and a shared thru-right lane. On the southbound approach there is a left turn lane, a shared-right lane and a right turn lane. If the lane use on both approaches was changed to a left lane, a thru lane and right lane, these could run simultaneously without a protected left turn phase. A southbound right turn overlap with the eastbound left turn phase would give extra green time for the right turning vehicles. The northbound dual left is not needed during the AM Peak of PM where there are 28 and 56 left turning vehicles, respectively. However, there may be other times of the day with more left turning vehicles, like during a shift change that do not correspond with the normal peak hours. Driveway volumes should be reviewed to ensure removing a left turn lane will not adversely affect the driveway. The operation of this signal should also be reviewed to determine that all signal equipment is working properly. Observations have been made that the westbound left turn is operating on recall which is unnecessary. 25

30 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Table 13: Recommendation 7 Delay and LOS Intersection West Hospital Entrance & U.S. 322 Scenario Alternate Peak Hour Approach LOS/Delay NB SB EB WB Intersection LOS/Delay AM C/26.8s C/26.3s D/33.6s C/31.3s C/33.6s PM D/54.9s D/49.8s A/2.0s A/5.2s A/8.1s Table 14: Recommendation 7 Cost US 322 Study Corridor Total Unit Cost Total Cost Remove Pavement Marking Lump 1 $ $ 200 Lane Arrow Each 6 $ $ 600 Install new LED signal heads with back plates, 5-section (for SB right turn) each 1 $1,100 $ 1,100 Removal of Existing Signal Heads each 1 $135 $ 135 Install new Signal Phasing each 1 $ 1, $ 1,000 Total $ 3,035 The eighth recommendation is to close the driveway access locations to the BP and Sunoco gas stations closest to the corners. These gas stations have multiple driveway accesses along both US 322 and SR 91. Closing the driveways closest to the corners of the intersection will force vehicles to enter and exit the gas stations at a greater distance from the intersection reducing congestion at the intersection and reducing the number of conflict points. Figure 10 indicates the driveways which are recommended to be closed. The cost of this recommendation, not including ROW acquisition cost, is $28,700. Table 15: Recommendation 8 Cost US 322 Study Corridor Total Unit Cost Total Cost Curb Removed FT 140 $ 5.00 $ 700 Pavement Removed SQ YD 150 $ $ 2,250 Curb, Type 6 FT 280 $ $ 5,600 Sidewalk SQ FT 1200 $ 6.50 $ 7,800 Catch Basin Each 1 $ 2, $ 2,500 Conduit FT 30 $ $ 1,350 Top Soil CU YD 8 $ $ 1,000 Mobilization Lump 1 $ 5, $ 5,000 MOT Lump 1 $ 2, $ 2,500 Total $ 28,700 *This does not include possible ROW acquisition costs 26

31 CUY-US-322 MP October 2012 Cuyahoga County, Ohio Figure 10: Recommended Driveway Closures The total cost for the improvements, including a 20% contingency, is $109,470 as shown in Table 16. This includes Recommendations 1-6. Table 16: Recommendation Total Costs Total Cost Recommendation 1- Revise Clearance Intervals $ 2,500 Recommendation 2- Optimize Signal Timing $ 30,000 Recommendation 3- Install New Signal Heads with Backing Plates $ 13,090 Recommendation 4- Countdown Pedestrian Signal $ 11,900 Recommendation 5- Improved West Hospital Entrance $ 12,500 Recommendation 6- Time of Day Override Signal Plan $ 2,000 Recommendation 7- Phasing change at West Hospital $ 3,035 Recommendation 8- Close Driveways $ 28,700 SubTotal $ 91,975 20% Contingency $ 18,395 Total $ 110,370 27

32 CUY-US-322 MP Cuyahoga County, Ohio October 2012 Additional Considerations Consideration should be given to conducting a study of the interchange area. TEC noted an overutilization of the curb lane because both the NB and SB I-271 ramp exit on the right. This causes drivers to populate the right most WB lane more than the other lanes. Consideration could be given to dropping the right most WB lane at the NB I-271 on ramp. This improvement would promote drivers to use the two right most lanes more evenly (based on the volume of traffic entering each ramp) and potentially reduce congestion along SR 322, which could relate to rear-end crashess from the I-271 NB on ramp through the SR 91 intersection. This could requiree additional signage along the corridor to aid drivers in determining the correct lane to access I-271. Signage could also be provided at the West Hospital entrance for the dual left turn lane (if it is not removed per recommendation 7). Signage would direct left turners into the right most left turn lane for the NB ramp and into the left most turn lane for the SB Ramp. It is recommended that a larger study be completed to review the interchange area and determine how this lane could be dropped and if it needs to be added back into the WB movement. Based on preliminary capacity analysis, this could drastically improve the level of service along the SR 322 corridor. VIII. RATE OF RETURN The rate of return is a value used to quantify the benefits expected due to the implementation of improvements. Essentially, this value measures the expected yield or effectivee return of safety countermeasures. The effective return is an estimated interestt rate that will make the net present value of the countermeasure minus the net present value of the countermeasure cost equal to zero. In this case, the net present value of the countermeasure is the expected dollar value of safety benefits in terms of crashes prevented. ODOT calculates the cost of crashes based on severity and location, and these costs were used in the rate of return calculation. The Rate of Return results are shown in Table 17 and the rate of return worksheet can be seen in Appendix F. Table 17: Rate of Return Values U.S. 322 Recommendation Cost All Recommenda ations* $110,370 *ROR does not include new signal heads with back plates. ROR 97%* 28

33 APPENDIX A: EXISTING CONDITIONS PICTURES

34 US W of Gates Mills Tower Looking East US E of Gates Mills Tower Looking West US E of Gates Mills Tower Looking West US E of Gates Mills Tower Looking West US West of East Hospital Looking East US East of East Hospital Looking West

35 US East of West Hospital Looking West US East of West Hospital Looking West US West of West Hospital Looking East US West of West Hospital Looking East US East of SR91 Looking West US East of SR91 Looking West

36 US W of SR91 Looking East US E of Wal-Mart Entrance Looking West US W of Wal-Mart Entrance Looking East Gates Mills Tower N of US322 Looking South East Hospital N of US322 Looking South East Hospital S of US322 Looking North

37 West Hospital N of US322 Looking South West Hospital S of US322 Looking North SR N of US322 Looking South Walgreens Entrance N US322 Looking South Walgreens Entrance N US322 Looking South

38 APPENDIX B: TRAFFIC COUNT DATA

39 File Name : SR 91 Site Code : Start Date : 3/22/2012 Page No : 1 Groups Printed- Vehicles - Trucks + Buses SOM Center Rd (SR 91) Southbound Mayfield Rd (US 322) Westbound SOM Center Rd (SR 91) Northbound Mayfield Rd (US 322) Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total 07:00 AM :15 AM :30 AM :45 AM Total :00 AM :15 AM :30 AM :45 AM Total :00 AM :15 AM :30 AM :45 AM Total :00 AM :15 AM :30 AM :45 AM Total *** BREAK *** DLZ Ohio, Inc. 614 West Superior Avenue Suite 1000 Cleveland, Ohio (216) :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total :00 PM :15 PM :30 PM :45 PM Total Grand Total Apprch % Total % Vehicles % Vehicles Trucks + Buses % Trucks + Buses

40 DLZ Ohio, Inc. 614 West Superior Avenue Suite 1000 Cleveland, Ohio (216) SOM Center Rd (SR 91) Out In Total File Name : SR 91 Site Code : Start Date : 3/22/2012 Page No : Right Thru Left Peds Mayfield Rd (US 322) Out In Total Left Thru Right 33 Peds North 3/22/ :00 AM 3/22/ :45 PM Vehicles Trucks + Buses Right Thru Left Peds Out In Total Mayfield Rd (US 322) Left Thru Right Peds Out In Total SOM Center Rd (SR 91)

41 DLZ Ohio, Inc. 614 West Superior Avenue Suite 1000 Cleveland, Ohio (216) File Name : SR 91 Site Code : Start Date : 3/22/2012 Page No : 3 SOM Center Rd (SR 91) Southbound Mayfield Rd (US 322) Westbound SOM Center Rd (SR 91) Northbound Mayfield Rd (US 322) Eastbound Start Time Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Left Thru Right Peds App. Total Int. Total Peak Hour Analysis From 07:00 AM to 11:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM 07:30 AM :45 AM :00 AM :15 AM Total Volume % App. Total PHF Peak Hour Analysis From 12:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:45 PM 04:45 PM :00 PM :15 PM :30 PM Total Volume % App. Total PHF

42 APPENDIX C: CRASH DATA

43 CUY-US-322R - ( ) From //2008 to //2010 Number Total 101 CRASH_SEVERITY Number % TRAFFIC_CRASH_YEAR Number % INJURY CRASH % % PROPERTY DAMAGE CRASH % % Grand Total % % Grand Total % DAY_OF_WEEK Number % MONDAY % THURSDAY % TUESDAY % WEDNESDAY % FRIDAY % SUNDAY % SATURDAY % Grand Total % HOUR_OF_DAY Number % TYPE_OF_CRASH Number % % REAR END % % SIDESWIPE - PASSING % % ANGLE % % LEFT TURN % % BACKING 3 3.0% % HEAD ON 2 2.0% % 3.0% PEDESTRIAN 2 20% 2.0% % OTHER NON-COLLISION 1 1.0% % SIDESWIPE - MEETING 1 1.0% % PEDALCYCLES 1 1.0% % Grand Total % % % % % % Grand Total %

44 CUY-US-322R - ( ) From //2008 to //2010 WEATHER_CONDITION Number % ROAD_CONDITION Number % NO ADVERSE WEATHER CONDITION % ROAD - DRY % RAIN 8 7.9% ROAD - WET % SNOW 6 5.9% ROAD - SNOW 4 4.0% OTHER WEATHER CONDITION 1 1.0% Grand Total % FOG 1 1.0% Grand Total % LIGHT_CONDITION Number % NUMBER_OF_VEHICLES Number % DAYLIGHT % % DARK - LIGHTED % % DUSK 4 4.0% % DAWN 2 2.0% Grand Total % DARK - NO LIGHTS 1 1.0% LIGHT NOT STATED 1 1.0% Grand Total % LOCATION Number % CRASH_MONTH_NBR Number % NON-INTERSECTION % % DRIVEWAY ACCESS % % INTERSECTION % % INTERSECTION RELATED % % LOCATION NOT STATED 1 1.0% % Grand Total % % % 3.0% % % % % % Grand Total % ROAD_CONTOUR Number % STRAIGHT - LEVEL % STRAIGHT - GRADE 3 3.0% CURVE - LEVEL 1 1.0% Grand Total % SPECIAL_AREA Number % ANIMAL_TYPE Number % SPECIAL AREA - NOT STATED % ANIMAL NOT STATED % ROAD CONSTRUCTION/MAINTENANCE ARE 9 8.9% Grand Total % Grand Total %

45 CUY-US-322R - ( ) From //2008 to //2010 ACTION1 Number % CONTRIBUTING_FACTOR1 Number % GOING STRAIGHT % FOLLOWING TOO CLOSE % TURNING LEFT % FAILURE TO YIELD % CHANGING LANES % IMPROPER LANE CHANGE % TURNING RIGHT % RAN RED LIGHT % STOPPED IN TRAFFIC 4 4.0% IMPROPER TURNING 9 8.9% BACKING 3 3.0% DRIVER INATTENTION 7 6.9% PASSING 2 2.0% OTHER DRIVER ERROR 5 5.0% PARKING/UNPARKING 2 2.0% FAILURE TO CONTROL 4 4.0% OTHER ACTION 1 1.0% DROVE OFF ROAD-REASON UNKNOWN 2 2.0% ACTION NOT STATED 1 1.0% LEFT OF CENTER 2 2.0% Grand Total % IMPROPER BACKING 1 1.0% Grand Total % OBJECT_STRUCK1 Number % TRAFFIC_CONTROL1 Number % NOTHING STRUCK % TRAFFIC SIGNAL % Grand Total % PAVEMENT MARKINGS % NO TRAFFIC CONTROL DRIVER 5 5.0% OTHER TRAFFIC CONTROL 2 2.0% WALK/DONT WALK DEVICE 1 1.0% Grand Total % 0% DRIVER_ALCOHOL1 Number % DRIVER_DRUGS1 Number % NO ALCOHOL DETECTED % NO DRUGS DETECTED % HBD - ABILITY IMPAIRED 1 1.0% USING PRESCRIBED DRUG 1 1.0% HBD - ABILITY UNKNOWN 1 1.0% DRUGS NOT STATED 1 1.0% Grand Total % Grand Total %

46 CUY-US-322R - ( ) From //2008 to //2010 DIRECTION_FROM1 Number % DIRECTION_TO1 Number % WEST % EAST % EAST % WEST % SOUTH % SOUTH % NORTH 9 8.9% NORTH 9 8.9% Grand Total % NORTHEAST 1 1.0% Grand Total % POSTED_SPEED1 Number % ESTIMATED_SPEED1 Number % POSTED % SPEED 20 AND UNDER % POSTED % SPEED % POSTED SPEED NOT STATED 1 1.0% SPEED % POSTED % VEHICLE SPEED NOT STATED 2 2.0% POSTED 20 AND UNDER 1 1.0% Grand Total % Grand Total % VEHICLE_TYPE1 Number % VEHICLE_TYPE2 Number % OTHER VEHICLE % MID-SIZE % MID-SIZE % OTHER VEHICLE % FULL-SIZE % COMPACT % COMPACT % FULL-SIZE % PICKUP TRUCK 5 5.0% PICKUP TRUCK 7 6.9% PANEL TRUCK 3 3.0% PANEL TRUCK 4 4.0% STRAIGHT TRUCK 3 3.0% SUB-COMPACT 3 3.0% BICYCLE 1 1.0% STRAIGHT TRUCK 3 3.0% AMBULANCE RESCUE 1 1.0% VEHICLE NOT STATED 3 3.0% Grand Total % MOTORCYCLE - 351CC-750CC 2 2.0% TRACTOR SEMI TRAILER 2 2.0% POLICE VEHICLE 1 1.0% Grand Total %

47 CUY-US-322R - ( ) From //2008 to //2010 ACTION2 Number % CONTRIBUTING_FACTOR2 Number % GOING STRAIGHT % NO DRIVER ERRORS % STOPPED IN TRAFFIC % OTHER DRIVER ERROR 6 5.9% TURNING LEFT % (blank) 2 2.0% ACTION NOT STATED 3 3.0% FAILURE TO CONTROL 1 1.0% TURNING RIGHT 3 3.0% IMPROPER LANE CHANGE 1 1.0% CHANGING LANES 1 1.0% Grand Total % BACKING 1 1.0% OTHER ACTION 1 1.0% Grand Total % DIRECTION_FROM2 Number % DIRECTION_TO2 Number % EAST % WEST % WEST % EAST % NORTH 6 5.9% SOUTH 9 8.9% SOUTH 3 3.0% NORTH 5 5.0% (blank) 2 2.0% (blank) 2 2.0% UNKNOWN 1 1.0% UNKNOWN 1 1.0% Grand Total % NORTHEAST 1 1.0% Grand Total % DRIVER_ALCOHOL2 Number % DRIVER_DRUGS2 Number % NO ALCOHOL DETECTED % NO DRUGS DETECTED % ALCOHOL NOT STATED 3 3.0% DRUGS NOT STATED 3 3.0% Grand Total % Grand Total %

48 CUY-US-322R - ( ) From //2008 to //2010 SEVERITY CRASH_SEVERITY TRAFFIC_CRASH_YEAR PROPERTY DAMAGE CRASH INJURY CRASH Grand Total TRAFFIC_CRASH_YEAR Fatalities Incapacitating Injuries Grand Total 0 5 TRAFFIC_CRASH_YEAR INJ_TYPE2_SERIOUS_VISIBLE INJ_TYPE3_MINOR_VISIBLE INJ_TYPE4_NO_VISIBLE Grand Total

49 APPENDIX D: Collision Diagrams

50

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53