Prepared by Osama Tabash Khaled El- Yazory Supervised by Dr. Essam Almasri

1. PEDESTRIANS Prepared by Osama Tabash KhaledEl-Yazory Supervised by Dr. Essam Almasri

3. Presentation Outlines: • Introduction • Pedestrian Capacity Terminology • Principles of Pedestrian Flow • Pedestrian Walking Speed • Performance Measures • Level of service • Determining Effective Walkway Width • Interrupted-Flow Pedestrian Facilities • signalized Intersections • Unsignalized Intersections • Case study

4. Introduction: • The qualitative measures of pedestrian flow are similar to those used for vehicular, such as the freedom to choose desired speeds and to bypass others. Other measures flow related specifically to pedestrian flow include : • the ability to cross a pedestrian traffic stream, to maneuver generally without conflicts and changes in walking speed. • the delay experienced by pedestrians at signalized and unsignalized intersections. • Safety is provided by the separation of pedestrians from vehicular traffic on the same horizontal and vertical plane. • Traffic control devices can provide time separation between pedestrian and vehicular traffic.

5. Pedestrian Capacity Terminology • The following are important terms used for pedestrian facility capacity and LOS: • Pedestrian speed is the average pedestrian walking speed, generally expressed in units of meters per second. • Pedestrian flow rateis the number of pedestrians passing a point per unit of time, expressed as pedestrians per 15 min or pedestrians per minute. • Pedestrian flow per unit of widthis the average flow of pedestrians per unit of effective walkway width, expressed as pedestrians per minute per meter (p/min/m). • Pedestrian densityis the average number of pedestrians per unit of area within a walkway or queuing area, expressed as pedestrians per square meter (p/m2). • Pedestrian spaceis the average area provided for each pedestrian in a walkway or queuing area, expressed in terms of( m2/P). • Platoon refers toa number of pedestrians walking together in a group, usually involuntarily, as a result of signal control and other factors.

6. Principles of Pedestrian Flow • Pedestrian Speed-Density Relationships The fundamental relationship between speed, density, and volume for pedestrian flow is analogous to vehicular flow. As volume and density increase, pedestrian speed declines.

7. Flow-Density Relationships The relationship among density, speed, and flow for pedestrians is similar to that for vehicular traffic streams, and is expressed in this Equation v ped = Sped *Dped where vped = unit flow rate (p/min/m), Sped = pedestrian speed (m/min), and Dped = pedestrian density (p/m2). or space, as follows: where M = pedestrian space (m2/p).

8. PEDESTRIAN SPACE REQUIREMENTS A simplified body ellipse of 0.50 m x 0.60 m, with total area of 0.30 m2 is used as the basic space for a single pedestrian. This represents the practical minimum for standing pedestrians. In evaluating a pedestrian facility, an area of 0.75 m2 is used as the buffer zone for each pedestrian. PEDESTRIAN WALKING SPEED • Pedestrians exhibit a wide range of walking speeds, varying from 0.8 m/s to 1.8 m/s. • If 0 to 20 percent of pedestrians are elderly, the average walking speed is 1.2 m/s on walkways. • If elderly people constitute more than 20 percent of the total pedestrians, the average walking speed decreases to 1.0 m/s. • On sidewalks, the free-flow speed of pedestrians is approximately 1.5 m/s . • Design pedestrian speed = 1.22 m/s • ( speed = distance/ Time = 2.43/2 = 1.2 2m/s.)

9. PERFORMANCE MEASURES CROSS-FLOW TRAFFIC: PROBABILITY OF CONFLICT

10. Level of service :PEDESTRIAN WALKWAY LOS LOS A: Pedestrian Space > 5.6 m2/p Flow Rate ≤ 16 p/min/m LOS B: Pedestrian Space > 3.7–5.6 m2/p Flow Rate > 16–23 p/min/m LOS C: Pedestrian Space > 2.2–3.7 m2/p Flow Rate > 23–33 p/min/m

11. Level of service PEDESTRIAN WALKWAY LOS: LOS D: Pedestrian Space > 1.4–2.2 m2/p Flow Rate > 33–49 p/min/m LOS E: Pedestrian Space > 0.75–1.4 m2/p Flow Rate > 49–75 p/min/m LOS F: Pedestrian Space ≤ 0.75 m2/p Flow Rate varies p/min/m

12. Level of service QUEUING AREA LOS(with standing pedestrians) LOS A Average Pedestrian Space > 1.2 m2/p LOS B Average Pedestrian Space > 0.9–1.2 m2/ p LOS C Average Pedestrian Space > 0.6–0.9 m2/p

13. Level of service QUEUING AREA LOS(with standing pedestrians) LOS D Average Pedestrian Space > 0.3–0.6 m2/p LOS E Average Pedestrian Space > 0.2–0.3 m2/p LOS F Average Pedestrian Space ≤ 0.2 m2/p

14. REQUIRED INPUT DATA AND ESTIMATED VALUES Length of Sidewalk: The length of a sidewalk can be approximately equal to the length of an urban street. Effective Width

15. Street Corner Radius The street corner radius depends on several factors, including: • the speed of vehicles, • the angle of the intersection, • the types of vehicles in the turning volume, and • right-of-way limitations on the connecting sidewalks.

16. DETERMINING EFFECTIVE WALKWAY WIDTH Effective walkway width is the portion of a walkway that can be used effectively by pedestrians. WE = WT – Wo where WE = effective walkway width (m), WT = total walkway width (m), and Wo = sum of widths and shy distances from obstructions on the walkway (m).

18. INTERRUPTED-FLOW PEDESTRIAN FACILITIES 1) Signalized Intersections • The signalized intersection crossing is more complicated to analyze than a midblock crossing, because : • it involves intersecting sidewalk flows, • pedestrians crossing the street, and • others queued waiting for the signal to change.

19. average pedestrian delay when pedestrian flow rates reach 5,000 p/h . The average delay per pedestrian for a crosswalk is given by this Equation where dp = average pedestrian delay (s), g = effective green time (for pedestrians) (s), and C = cycle length (s).

20. Pedestrian Area Requirements at Street Corners There are two types of pedestrian area requirements at street corners a) circulationarea: is needed to accommodate pedestrians crossing during the green signal phase, those moving to join the red-phase queue, and those moving between the adjoining sidewalks but not crossing the street. b) hold area: is needed to accommodate pedestrians waiting during the red signal phase.

22. The following Exhibits shows the signal phase conditions analyzed in corner and crosswalk computations. Condition 1:is the minor-street crossing phase during the major-street green, with pedestrians queuing on the major-street side during the minor-street red phase.

23. Condition 2:is the major-street crossing phase, with pedestrians crossing during the minor-street green, and queuing on the minor-street side during the major-street red phase.

24. Determining Street Corner Time-Space Available Time-Space The total time-space available for circulation and queuing in the intersection corner during an analysis period is the product of the net corner area and the length of the analysis period (one signal cycle). TS = C(WaWb − 0.215R2) where TS = available time-space (m2-s), Wa = effective width of Sidewalk a (m), Wb = effective width of Sidewalk b (m), R = radius of corner curb (m), and C = cycle length (s).

25. Holding-Area Waiting Times For Condition 1(major street), the following equation is used to compute holding-area waiting time. where Qtdo = total time spent by pedestrians waiting to cross the major street during one cycle (p-s); Vdo = the number of pedestrians waiting to cross the major street during one cycle, Rmi= the minor-street red phase, or the Don't Walk phase if there are pedestrian signals (s); C = cycle length (s). Note:For condition 2 we can use the same equation by replaced symbols in this equation by the symbols related to minor street

26. Determining Circulation Time-Space The net corner time-space available for circulating pedestrians is the total available time-space minus the time-space occupied by the pedestrians waiting to cross. TSc = TS − 0.5(Qtdo + Qtco ) where TSc = total time-space available for circulating pedestrians (m2-s), TS = total time-space available (m2-s), Qtdo = total time spent by pedestrians waiting to cross the major street during one cycle (p-s), Qtco = total time spent by pedestrians waiting to cross the minor street during one cycle (p-s).

27. Determining Crosswalk Time-Space Time-space of a crosswalk at a street corner is computed according to this Equation where TS = time-space (m2-s); L = crosswalk length (m); WE = effective crosswalk width (m); WALK + FDW = effective pedestrian green time on crosswalk (s); Sp = average speed of pedestrians (m/s); and G = green time for phase, if WALK + FDW is not installed (s).

28. Total crossing time or effective green time required to clear an intersection crossing is computed according to this Equation: where t = total crossing time (s), L = crosswalk length (m), Sp = average speed of pedestrians (m/s), Nped= number of pedestrians crossing during an interval (p), W = crosswalk width (m), and 3.2 = pedestrian start-up time (s).

29. 2) Unsignalized Intersections critical gap : is the time in seconds below which a pedestrian will not attempt to begin crossing the street. For a single pedestrian, critical gap is computed according to this Equation tc: critical gap for a single pedestrian (s), Sp : average pedestrian walking speed (m/s), L = crosswalk length (m), and ts= pedestrian start-up time and end clearance time (s).

30. If platooning is observed in the field, then the spatial distribution of pedestrians should be computed using below Equation, to determine group critical gap, If no platooning is observed, spatial distribution of pedestrians is assumed to be 1. Where Np = spatial distribution of pedestrians (p), Nc = total number of pedestrians in the crossing platoon (p), WE = = effective crosswalk width (m), and 0.75 = default clear effective width used by a single pedestrian to avoid interference when passing other pedestrians.

31. To compute spatial distribution, the analyst must observe in the field or estimate the platoon size using the following Equation Where Nc = size of a typical pedestrian crossing platoon (p), Vp = pedestrian flow rate (p/s), V = vehicular flow rate (veh/s), and ts = single pedestrian critical gap (s).

32. Group critical gap is determined using the following Equation where tG = group critical gap (s), tc = critical gap for a single pedestrian (s), and Np = spatial distribution of pedestrians (p). The average delay per pedestrian for a crosswalk is given by this Equation where dp = average pedestrian delay (s), v = vehicular flow rate (veh/s), and tG = group critical gap

33. Case study This study was done in 2011, where we get this information from graduation Project entitled "Evaluation and design of pedestrian facilities of traffic and engineering in the universities area and the intersection of the Saraya", including this study, process evaluation and design of sidewalks and crosswalk in this areas.

34. The following graph illustrates the behavior and the movement of pedestrians in Al-Azhar intersection.

36. 1)Sidewalks

37. Sidewalk (A): Total width = 5.7 m Width Preempted (There is unpaved portion = 2.70 m from the sidewalk display, panel guiding distance of 0.75 m from the edge of the pavement). Effective width = 5.7-2.7-0.75 = 2.25 Flow rate of pedestrians (sw5+sw5-) = 111 ped/15 min pedestrian unit flow rate = 111÷ (15 * 2.25) = 4 ped/min/m. LOS A

38. Pedestrians crosswalks Table below The sum of pedestrians who Passing crosswalk (R) and pedestrian Passing outside of the crosswalk (R-).

39. Crosswalk (A-): Effective width = Total width = 4 m. Flow rate of pedestrians (R5+R5-) = 132 ped/15 min pedestrian unit flow rate= 132÷(15* 4) = 2 ped/min/m. < 16 LOS A Assume cycle time = 120 sec. Time permitted to enter the pedestrians = 120 ÷ 4 = 30 sec. Length of crosswalk = width of road = 21 m. Time = distance ÷ speed = 21 ÷ 1.22 = 17.2 seconds = 18 seconds

40. 1st Group = 18 seconds.2nd Group = 18 +2 = 20 seconds.3rd Group = 20 +2 = 22 seconds4th Group = 22 +2 = 24 seconds5th Group = 24 +2 = 26 seconds6th Group = 26 +2 = 28 seconds7th Group = 28 +2 = 30 seconds Flow rate / min = 132 ÷ 15 = 9 person / min.Flow rate / cycle = 9 × 2 = 18 person / cycle time.Each group = flow rate / cycle time ÷ number of groups = 18 ÷ 7 = 2.57 = 3 person / group.Effective width = number of persons / group × width of person = 3 × 0.95 = 2.85m Existing width = 4 m > Effective width Width is adequate

41. Thank You for attention