Document elcerrito_gov_doc_cea62142d9

Appendix 1 Intersection Level of Service Definitions ---PAGE BREAK--- Level of Service Concept Level of service (LOS) is a concept developed by traffic engineers to gauge the overall quality of the travel experience through an intersection or roadway segment as it is perceived by the traveler. Six categories are used to denote the various levels of service, which range from A to F. Signalized Intersections At signalized intersections, level of service is defined by a single performance measure: average control delay per vehicle. Control delay is defined to include initial deceleration delay, queue move-up time, stopped delay, and final acceleration delay. Table A1 provides a qualitative description of each LOS category as it applies to signalized intersections, and Table A2 identifies the average control delay threshold point used as the boundary for each LOS category. LOS thresholds for the specific reviewing jurisdiction(s) are described in the body of the report. Table A1 Level of Service Definitions (Signalized Intersections) Level of Service Average Delay per Vehicle A Very low average control delay, less than 10 seconds per vehicle. This occurs when progression is extremely favorable, and most vehicles arrive during the green phase. Most vehicles do not stop at all. Short cycle may also contribute to low delay. B Average control delay is greater than 10 seconds per vehicle and less than or equal to 20 seconds per vehicle. This generally occurs with good progression and/or short cycle More vehicles stop than for a level of service A, causing higher levels of average delay. C Average control delay is greater than 20 seconds per vehicle and less than or equal to 35 seconds per vehicle. These higher delays may result from fair progression and/or longer cycle Individual cycle failures may begin to appear at this level. The number of vehicles stopping is significant at this level, although many still pass through the intersection without stopping. D Average control delay is greater than 35 seconds per vehicle and less than or equal to 55 seconds per vehicle. The influence of congestion becomes more noticeable. Longer delays may result from some combination of unfavorable progression, long cycle length, or high volume/capacity ratios. Many vehicles stop, and the proportion of vehicles not stopping declines. Individual cycle failures are noticeable. E Average control delay is greater than 55 seconds per vehicle and less than or equal to 80 seconds per vehicle. This is usually considered to be the limit of acceptable delay. These high delay values generally (but not always) indicate poor progression, long cycle and high volume/capacity ratios. Individual cycle failures are frequent occurrences. F Average control delay is in excess of 80 seconds per vehicle. This is considered to be unacceptable to most drivers. This condition often occurs with oversaturation. It may also occur at high volume/capacity ratios below 1.0 with many individual cycle failures. Poor progression and long cycle may also contribute to such high delay values, even when the volume/capacity ratio is significantly below 1.0. ---PAGE BREAK--- Table A2 Level of Service Criteria for Signalized Intersections Level of Service Average Control Delay per Vehicle (Seconds) A ≤10 B >10 and ≤20 C >20 and ≤35 D >35 and ≤55 E >55 and ≤80 F >80 Unsignalized Intersections Unsignalized intersections include two-way stop-controlled (TWSC) and all-way stop-controlled (AWSC) intersections. The 2000 Highway Capacity Manual provides models for estimating average control delay at both TWSC and AWSC intersections. Table A3 provides a qualitative description of each LOS category as it applies to unsignalized intersections, and Table A4 identifies the average control delay threshold point used as the boundary for each LOS category. LOS thresholds for the specific reviewing jurisdiction(s) are described in the body of the report. Table A3 Level of Service Criteria for Unsignalized Intersections Level of Service Average Delay per Vehicle to Minor Street A  Nearly all drivers find freedom of operation with very little time spent waiting for an acceptable gap.  Very seldom is there more than one vehicle in queue. B  Some drivers begin to consider the average control delay an inconvenience, but acceptable gaps are still very easy to find.  Occasionally there is more than one vehicle in queue. C  Average control delay becomes noticeable to most drivers, even though acceptable gaps are found on a regular basis.  It is not uncommon for an arriving driver to find a standing queue of at least one additional vehicle. D  Average control delay is long enough to be an irritation to most drivers. Average control delay is long because acceptable gaps are hard to find, because there is a standing queue of vehicles already waiting when the driver arrives, or both. E  Drivers find the length of the average control delay approaching intolerable levels.  Average control delay is long because acceptable gaps are hard to find, because there is a standing queue of vehicles already waiting when the driver arrives, or both.  There may or may not be substantial excess capacity remaining at the intersection when this condition is encountered. F  Most drivers encountering this condition consider the length of the average control delay to be too long.  Average control delay is long because acceptable gaps are hard to find, because there is a standing queue of vehicles already waiting when the driver arrives, or both.  There may or may not be substantial excess capacity remaining at the intersection when this condition is encountered. ---PAGE BREAK--- Table A4 Level of Service Criteria for Unsignalized Intersections Level of Service Average Control Delay per Vehicle (Seconds) A ≤10 B >10 and ≤15 C >15 and ≤25 D >25 and ≤35 E >35 and ≤50 F >50 It should be noted that the level of service criteria for unsignalized intersections are somewhat different than the criteria used for signalized intersections. The primary reason for this difference is that drivers expect different levels of performance from different kinds of transportation facilities. The expectation is that a signalized intersection is designed to carry higher traffic volumes than an unsignalized intersection. Additionally, there are a number of driver behavior considerations that combine to make delays at signalized intersections less onerous than at unsignalized intersections. For example, drivers at signalized intersections are able to relax during the red interval, while drivers on the minor street approaches to TWSC intersections must remain attentive to the task of identifying acceptable gaps and vehicle conflicts. Also, there is often much more variability in the amount of delay experienced by individual drivers at unsignalized intersections than signalized intersections. For these reasons, the control delay threshold for any given level of service has been set to be less for an unsignalized intersection than for a signalized intersection. While overall intersection level of service is calculated for AWSC intersections, level of service is only calculated for the minor approaches and the major street left turn movements at TWSC intersections. No delay is assumed to the major street through movements. For TWSC intersections, the overall intersection level of service remains undefined: level of service is only calculated for each minor street lane. In the performance evaluation of unsignalized intersections, it is important to consider other measures of effectiveness (MOE’s) in addition to delay, such as v/c ratios for individual movements, average queue and 95th-percentile queue By focusing on a single MOE for the worst movement only, such as delay for the minor-street left turn, users may make inappropriate traffic control decisions. ---PAGE BREAK--- Appendix 2 Queue Observations at Driveways and Vehicle Occupancy Data ---PAGE BREAK--- Queuing observations at main driveway on September 25, 2014 AM PM St. Time Arrival Departure Cumulative Arrival Cumulative Departure Queue St. Time Arrival Departure Cumulative Arrival Cumulative Departure Queue 7:15 AM 0 0 2:30 PM 0 0 7:16 AM 0 0 0 0 0 2:31 PM 0 0 0 0 0 7:17 AM 0 0 0 0 0 2:32 PM 0 0 0 0 0 7:18 AM 0 0 0 0 0 2:33 PM 0 0 0 0 0 7:19 AM 0 0 0 0 0 2:34 PM 0 0 0 0 0 7:20 AM 0 0 0 0 0 2:35 PM 0 0 0 0 0 7:21 AM 0 0 0 0 0 2:36 PM 0 0 0 0 0 7:22 AM 0 0 0 0 0 2:37 PM 0 0 0 0 0 7:23 AM 0 0 0 0 0 2:38 PM 0 0 0 0 0 7:24 AM 0 0 0 0 0 2:39 PM 0 0 0 0 0 7:25 AM 0 0 0 0 0 2:40 PM 0 0 0 0 0 7:26 AM 0 0 0 0 0 2:41 PM 0 0 0 0 0 7:27 AM 0 0 0 0 0 2:42 PM 0 0 0 0 0 7:28 AM 0 0 0 0 0 2:43 PM 1 0 1 0 1 7:29 AM 1 1 1 1 0 2:44 PM 0 0 1 0 1 7:30 AM 0 0 1 1 0 2:45 PM 0 1 1 1 0 7:31 AM 0 0 1 1 0 2:46 PM 1 0 2 1 1 7:32 AM 0 0 1 1 0 2:47 PM 0 0 2 1 1 7:33 AM 0 0 1 1 0 2:48 PM 1 0 3 1 2 7:34 AM 0 0 1 1 0 2:49 PM 0 0 3 1 2 7:35 AM 0 0 1 1 0 2:50 PM 0 0 3 1 2 7:36 AM 0 0 1 1 0 2:51 PM 0 0 3 1 2 7:37 AM 0 0 1 1 0 2:52 PM 1 0 4 1 3 7:38 AM 1 0 2 1 1 2:53 PM 0 0 4 1 3 7:39 AM 0 1 2 2 0 2:54 PM 0 0 4 1 3 7:40 AM 0 0 2 2 0 2:55 PM 0 0 4 1 3 7:41 AM 2 0 4 2 2 2:56 PM 0 0 4 1 3 7:42 AM 1 2 5 4 1 2:57 PM 2 0 6 1 5 7:43 AM 1 0 6 4 2 2:58 PM 0 0 6 1 5 7:44 AM 0 1 6 5 1 2:59 PM 1 0 7 1 6 7:45 AM 2 0 8 5 3 3:00 PM 0 0 7 1 6 7:46 AM 1 2 9 7 2 3:01 PM 0 0 7 1 6 7:47 AM 2 1 11 8 3 3:02 PM 1 0 8 1 7 7:48 AM 2 2 13 10 3 3:03 PM 2 1 10 2 8 7:49 AM 2 2 15 12 3 3:04 PM 1 3 11 5 6 7:50 AM 4 3 19 15 4 3:05 PM 0 4 11 9 2 7:51 AM 1 3 20 18 2 3:06 PM 0 1 11 10 1 7:52 AM 1 1 21 19 2 3:07 PM 1 1 12 11 1 7:53 AM 3 3 24 22 2 3:08 PM 0 0 12 11 1 7:54 AM 2 2 26 24 2 3:09 PM 0 0 12 11 1 7:55 AM 1 1 27 25 2 3:10 PM 3 2 15 13 2 7:56 AM 4 2 31 27 4 3:11 PM 0 0 15 13 2 7:57 AM 2 4 33 31 2 3:12 PM 1 1 16 14 2 7:58 AM 3 1 36 32 4 3:13 PM 1 1 17 15 2 7:59 AM 3 3 39 35 4 3:14 PM 0 0 17 15 2 8:00 AM 0 2 39 37 2 3:15 PM 0 1 17 16 1 8:01 AM 2 0 41 37 4 8:02 AM 2 2 43 39 4 8:03 AM 2 3 45 42 3 8:04 AM 0 1 45 43 2 8:05 AM 0 1 45 44 1 8:06 AM 1 1 46 45 1 8:07 AM 0 0 46 45 1 8:08 AM 0 0 46 45 1 8:09 AM 0 0 46 45 1 8:10 AM 0 0 46 45 1 8:11 AM 0 0 46 45 1 8:12 AM 0 0 46 45 1 8:13 AM 0 0 46 45 1 8:14 AM 0 0 46 45 1 TOTAL 46 45 TOTAL 17 16 ---PAGE BREAK--- Morning vehicle occupancy counts on September 25, 2014 Time Area Type Student 7:31 AM Elm Street Dropoff 1 7:35 AM Elm Street Dropoff 3 7:40 AM Elm Street Dropoff 1 7:45 AM Elm Street Dropoff 2 7:53 AM Elm Street Dropoff 3 8:01 AM Elm Street Dropoff 1 8:01 AM Elm Street Dropoff 1 8:05 AM Elm Street Dropoff 1 7:25 AM Hill Street Dropoff 1 7:30 AM Hill Street Dropoff 1 7:41 AM Hill Street Dropoff 1 7:42 AM Hill Street Dropoff 1 7:44 AM Hill Street Dropoff 1 7:45 AM Hill Street Dropoff 1 7:49 AM Hill Street Dropoff 1 7:50 AM Hill Street Dropoff 1 7:51 AM Hill Street Dropoff 2 7:52 AM Hill Street Dropoff 3 7:53 AM Hill Street Dropoff 2 7:59 AM Hill Street Dropoff 1 8:00 AM Hill Street Dropoff 1 8:00 AM Hill Street Dropoff 2 8:02 AM Hill Street Dropoff 2 8:28 AM Hill Street Dropoff 1 7:38 AM Main Drive Dropoff 1 7:41 AM Main Drive Dropoff 1 7:41 AM Main Drive Dropoff 1 7:43 AM Main Drive Dropoff 2 7:43 AM Main Drive Dropoff 1 7:45 AM Main Drive Dropoff 1 7:46 AM Main Drive Dropoff 2 7:46 AM Main Drive Dropoff 1 7:47 AM Main Drive Dropoff 1 7:48 AM Main Drive Dropoff 1 7:48 AM Main Drive Dropoff 1 7:48 AM Main Drive Dropoff 1 7:49 AM Main Drive Dropoff 1 7:49 AM Main Drive Dropoff 1 7:50 AM Main Drive Dropoff 1 7:50 AM Main Drive Dropoff 1 7:50 AM Main Drive Dropoff 1 7:51 AM Main Drive Dropoff 1 Time Area Type Student 7:52 AM Main Drive Dropoff 1 7:53 AM Main Drive Dropoff 1 7:53 AM Main Drive Dropoff 1 7:54 AM Main Drive Dropoff 1 7:54 AM Main Drive Dropoff 2 7:55 AM Main Drive Dropoff 1 7:55 AM Main Drive Dropoff 1 7:56 AM Main Drive Dropoff 1 7:56 AM Main Drive Dropoff 1 7:56 AM Main Drive Dropoff 1 7:56 AM Main Drive Dropoff 1 7:56 AM Main Drive Dropoff 1 7:57 AM Main Drive Dropoff 1 7:57 AM Main Drive Dropoff 1 7:58 AM Main Drive Dropoff 1 7:58 AM Main Drive Dropoff 1 7:59 AM Main Drive Dropoff 1 7:59 AM Main Drive Dropoff 1 7:59 AM Main Drive Dropoff 1 7:59 AM Main Drive Dropoff 1 8:00 AM Main Drive Dropoff 1 8:00 AM Main Drive Dropoff 1 8:01 AM Main Drive Dropoff 1 8:01 AM Main Drive Dropoff 1 8:02 AM Main Drive Dropoff 1 8:02 AM Main Drive Dropoff 1 8:03 AM Main Drive Dropoff 1 8:06 AM Main Drive Dropoff 1 8:16 AM Main Drive Dropoff 1 7:29 AM South Lot Dropoff 1 7:34 AM South Lot Dropoff 1 7:34 AM South Lot Dropoff 2 7:36 AM South Lot Dropoff 1 7:43 AM South Lot Dropoff 1 7:48 AM South Lot Dropoff 1 7:48 AM South Lot Dropoff 1 7:51 AM South Lot Dropoff 1 7:51 AM South Lot Dropoff 1 7:51 AM South Lot Dropoff 1 7:53 AM South Lot Dropoff 1 ---PAGE BREAK--- Afternoon vehicle occupancy counts on September 25, 2014 Time Area Type Student 2:56 PM Key Blvd Dropoff 1 3:16 PM Main Drive Dropoff 1 3:36 PM Main Drive Dropoff 1 5:27 PM Main Drive Dropoff 1 5:03 PM South Lot Dropoff 1 3:24 PM Elm Street Pickup 3 3:27 PM Elm Street Pickup 4 4:36 PM Elm Street Pickup 1 5:07 PM Elm Street Pickup 2 3:10 PM Hill Street Pickup 1 5:38 PM Hill Street Pickup 1 5:08 PM Key Blvd Pickup 1 3:03 PM Main Drive Pickup 1 3:03 PM Main Drive Pickup 1 3:04 PM Main Drive Pickup 2 3:04 PM Main Drive Pickup 1 3:04 PM Main Drive Pickup 1 3:04 PM Main Drive Pickup 1 3:04 PM Main Drive Pickup 1 3:05 PM Main Drive Pickup 1 3:05 PM Main Drive Pickup 1 3:06 PM Main Drive Pickup 1 3:08 PM Main Drive Pickup 1 3:08 PM Main Drive Pickup 1 3:10 PM Main Drive Pickup 2 3:10 PM Main Drive Pickup 2 3:10 PM Main Drive Pickup 1 3:11 PM Main Drive Pickup 1 3:11 PM Main Drive Pickup 1 3:13 PM Main Drive Pickup 1 3:17 PM Main Drive Pickup 1 3:18 PM Main Drive Pickup 1 3:19 PM Main Drive Pickup 1 3:19 PM Main Drive Pickup 1 3:25 PM Main Drive Pickup 1 3:26 PM Main Drive Pickup 1 3:33 PM Main Drive Pickup 1 3:44 PM Main Drive Pickup 3 3:59 PM Main Drive Pickup 2 Time Area Type Student 4:02 PM Main Drive Pickup 1 4:03 PM Main Drive Pickup 2 4:06 PM Main Drive Pickup 1 4:18 PM Main Drive Pickup 1 4:30 PM Main Drive Pickup 1 4:37 PM Main Drive Pickup 1 4:37 PM Main Drive Pickup 1 4:38 PM Main Drive Pickup 1 4:44 PM Main Drive Pickup 1 4:46 PM Main Drive Pickup 1 4:50 PM Main Drive Pickup 1 4:59 PM Main Drive Pickup 1 5:00 PM Main Drive Pickup 2 3:02 PM South Lot Pickup 1 3:04 PM South Lot Pickup 1 3:04 PM South Lot Pickup 1 3:05 PM South Lot Pickup 1 3:05 PM South Lot Pickup 1 3:06 PM South Lot Pickup 1 3:07 PM South Lot Pickup 1 3:07 PM South Lot Pickup 1 3:10 PM South Lot Pickup 2 3:18 PM South Lot Pickup 2 3:19 PM South Lot Pickup 1 3:22 PM South Lot Pickup 1 3:31 PM South Lot Pickup 1 3:56 PM South Lot Pickup 3 4:01 PM South Lot Pickup 1 4:27 PM South Lot Pickup 1 4:34 PM South Lot Pickup 1 4:37 PM South Lot Pickup 1 4:38 PM South Lot Pickup 1 4:38 PM South Lot Pickup 1 4:40 PM South Lot Pickup 2 5:01 PM South Lot Pickup 1 5:26 PM South Lot Pickup 1 5:54 PM South Lot Pickup 1 ---PAGE BREAK--- Appendix 3 Turning Movement Counts ---PAGE BREAK--- Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Kittelson & Associates, Inc. [PHONE REDACTED] Phone/Fax 155 Grand Avenue, Suite 900 www.metrotrafficdata.com Oakland, CA 94612 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 1 19 0 x 4 48 12 x 3 0 2 x 1 4 4 x 7:15 AM - 7:30 AM 1 18 1 x 5 80 27 x 1 1 3 x 0 5 7 x 7:30 AM - 7:45 AM 2 29 0 x 10 119 28 x 3 2 3 x 3 6 5 x 7:45 AM - 8:00 AM 11 47 4 x 8 109 39 x 7 2 4 x 3 2 8 x 8:00 AM - 8:15 AM 6 63 2 x 10 94 34 x 4 6 2 x 6 12 7 x 8:15 AM - 8:30 AM 9 36 2 x 3 82 31 x 4 1 2 x 0 8 4 x 8:30 AM - 8:45 AM 7 31 0 x 7 117 38 x 9 2 1 x 1 9 4 x 8:45 AM - 9:00 AM 4 26 0 x 3 59 25 x 6 4 8 x 0 5 4 x TOTAL 41 269 9 x 50 708 234 x 37 18 25 x 14 51 43 x Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 2:00 PM - 2:15 PM 5 37 4 x 1 30 11 x 3 26 9 x 4 33 1 x 2:15 PM - 2:30 PM 1 44 1 x 3 59 18 x 4 12 3 x 2 19 7 x 2:30 PM - 2:45 PM 5 42 1 x 6 42 15 x 7 16 3 x 1 10 2 x 2:45 PM - 3:00 PM 2 53 0 x 12 53 17 x 10 6 4 x 2 4 6 x 3:00 PM - 3:15 PM 6 56 1 x 7 55 15 x 4 3 4 x 4 2 5 x 3:15 PM - 3:30 PM 5 46 3 x 2 45 11 x 8 1 5 x 0 0 4 x 3:30 PM - 3:45 PM 3 63 2 x 5 46 13 x 9 1 7 x 0 1 5 x 3:45 PM - 4:00 PM 9 59 2 x 3 56 13 x 5 3 3 x 1 2 5 x TOTAL 36 400 14 x 39 386 113 x 50 68 38 x 14 71 35 x Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 6 101 4 x 7 57 20 x 2 2 3 x 4 4 2 x 4:15 PM - 4:30 PM 2 72 3 x 1 45 17 x 7 2 5 x 1 1 5 x 4:30 PM - 4:45 PM 7 65 4 x 3 39 14 x 7 4 2 x 1 5 4 x 4:45 PM - 5:00 PM 3 66 3 x 4 55 15 x 5 3 6 x 1 3 6 x 5:00 PM - 5:15 PM 5 75 4 x 8 73 16 x 10 2 2 x 3 7 2 x 5:15 PM - 5:30 PM 5 102 4 x 8 54 20 x 7 6 4 x 1 3 1 x 5:30 PM - 5:45 PM 9 90 4 x 4 54 24 x 10 2 5 x 5 3 9 x 5:45 PM - 6:00 PM 6 81 6 x 13 51 12 x 11 6 6 x 1 2 7 x TOTAL 43 652 32 x 48 428 138 x 59 27 33 x 17 28 36 x PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:45 AM - 8:45 AM 33 177 8 x 28 402 142 x 24 11 9 x 10 31 23 x 2:00 PM - 3:00 PM 13 176 6 x 22 184 61 x 24 60 19 x 9 66 16 x 5:00 PM - 6:00 PM 25 348 18 x 33 232 72 x 38 16 17 x 10 15 19 x PHF Trucks PHF AM 0.913 x PM 72 232 33 0.869 MID 0.948 x MID 61 184 22 0.814 PM 0.962 x AM 142 402 28 0.883 PM MID AM AM MID PM 38 24 24 23 16 19 Blake St 16 60 11 31 66 15 Blake St 17 19 9 10 9 10 PHF 0.772 0.678 0.846 0.64 0.599 0.647 PHF PHF 0.768 33 177 8 AM 0.886 13 176 6 MID 0.881 25 348 18 PM -122.311994° Northbound Southbound Eastbound Westbound Elm Street Richmond Street Page 1 of 3 Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound Turning Movement Report Blake Street @ Elm Street Contra Costa 9/25/2014 Light Rain Clearing 7:15am, Sunny PM Northbound Southbound Eastbound Westbound 37.923229° ---PAGE BREAK--- Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Kittelson & Associates, Inc. [PHONE REDACTED] Phone/Fax 155 Grand Avenue, Suite 900 www.metrotrafficdata.com Oakland, CA 94612 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Left Thru Right Left Thru Right L-Elm L-Key Thru Right Left Thru Right 7:00 AM - 7:15 AM 12 3 0 0 18 0 0 0 35 2 1 0 11 0 0 0 7:15 AM - 7:30 AM 21 4 0 0 24 1 1 1 48 13 1 1 14 0 0 0 7:30 AM - 7:45 AM 27 3 1 0 44 0 0 1 64 12 1 4 21 0 4 0 7:45 AM - 8:00 AM 27 17 6 6 49 0 0 7 61 11 1 13 43 0 21 5 8:00 AM - 8:15 AM 48 32 0 1 57 0 0 3 67 18 2 4 35 0 15 0 8:15 AM - 8:30 AM 36 34 0 0 48 1 1 0 66 31 5 1 34 0 2 0 8:30 AM - 8:45 AM 23 19 0 0 74 2 1 0 51 19 8 0 19 0 0 0 8:45 AM - 9:00 AM 26 10 1 0 41 1 1 0 54 18 2 0 29 0 0 0 TOTAL 220 122 8 7 355 5 4 12 446 124 21 23 206 0 42 5 Time Left Thru Right Left Thru Right Left Thru Right L-Elm L-Key Thru Right Left Thru Right 2:00 PM - 2:15 PM 28 14 0 0 15 1 0 0 11 21 1 0 14 0 0 0 2:15 PM - 2:30 PM 38 22 0 0 25 1 0 0 38 22 1 0 17 0 0 0 2:30 PM - 2:45 PM 29 17 1 0 22 3 0 0 29 23 1 0 12 0 0 0 2:45 PM - 3:00 PM 41 26 0 0 26 2 1 0 21 30 5 5 25 0 0 1 3:00 PM - 3:15 PM 49 19 3 2 27 3 0 1 23 30 3 4 21 0 10 3 3:15 PM - 3:30 PM 44 17 0 0 21 2 0 1 21 26 1 4 17 0 8 0 3:30 PM - 3:45 PM 54 26 1 0 16 1 0 0 31 32 3 1 17 0 2 0 3:45 PM - 4:00 PM 53 15 0 0 28 0 0 0 28 19 6 2 17 0 0 1 TOTAL 336 156 5 2 180 13 1 2 202 203 21 16 140 0 20 5 Time Left Thru Right Left Thru Right Left Thru Right L-Elm L-Key Thru Right Left Thru Right 4:00 PM - 4:15 PM 70 35 1 0 33 3 0 0 24 28 1 2 26 0 3 1 4:15 PM - 4:30 PM 55 31 1 0 25 0 1 0 18 41 11 1 23 0 2 0 4:30 PM - 4:45 PM 49 26 0 0 21 2 0 2 23 17 8 3 16 0 3 1 4:45 PM - 5:00 PM 56 25 1 0 32 1 0 0 17 27 6 1 25 0 4 0 5:00 PM - 5:15 PM 59 32 0 0 31 2 1 0 37 31 6 0 31 0 1 0 5:15 PM - 5:30 PM 77 34 2 0 27 4 0 0 32 23 5 0 22 0 0 0 5:30 PM - 5:45 PM 73 34 0 0 27 4 0 0 28 30 1 0 29 0 1 1 5:45 PM - 6:00 PM 60 33 0 0 17 0 0 0 33 24 4 0 23 0 0 0 TOTAL 499 250 5 0 213 16 2 2 212 221 42 7 195 0 14 3 PEAK HOUR Left Thru Right Left Thru Right Left Thru Right L-Elm L-Key Thru Right Left Thru Right 7:45 AM - 8:45 AM 134 102 6 7 228 3 2 10 245 79 16 18 131 0 38 5 2:45 PM - 3:45 PM 188 88 4 2 90 8 1 2 96 118 12 14 80 0 20 4 4:45 PM - 5:45 PM 265 125 3 0 117 11 1 0 114 111 18 1 107 0 6 1 PHF PHF AM 0.908 PM 11 117 0 0.941 MID 0.918 MID 8 90 2 0.781 PM 0.952 PM MID AM AM 3 228 7 0.783 1 1 2 AM MID PM Key Blvd 0 2 10 5 4 1 114 96 245 38 20 6 School Drive PHF 0.389 0.798 0.918 0 0 0 PM MID AM 0.413 0.462 0.438 PHF 111 118 79 PHF 18 12 16 0.756 134 102 6 AM Hill St 1 14 18 0.864 188 88 4 MID 107 80 131 0.869 265 125 3 PM PHF 0.871 0.862 0.859 Northbound Southbound Eastbound Key Eastbound Hill Westbound Eastbound Key Eastbound Hill Westbound Elm Street Elm Street Page 1 of 3 Eastbound Key Eastbound Hill Westbound Eastbound Key Northbound Northbound Southbound Northbound Southbound Eastbound Hill Westbound Turning Movement Report Elm St @ Key Blvd / Hill St Contra Costa 9/25/2014 Light Rain Clearing 7:15am, Sunny PM 37.925232° -122.313744° Southbound ---PAGE BREAK--- Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Kittelson & Associates, Inc. [PHONE REDACTED] Phone/Fax 155 Grand Avenue, Suite 900 www.metrotrafficdata.com Oakland, CA 94612 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:00 AM - 7:15 AM 47 50 4 x 0 120 27 x 49 6 225 x 17 54 19 x 7:15 AM - 7:30 AM 57 44 0 x 0 141 15 x 41 4 266 x 28 67 16 x 7:30 AM - 7:45 AM 70 74 2 x 0 176 29 x 42 4 256 x 30 73 11 x 7:45 AM - 8:00 AM 81 103 0 x 1 169 23 x 46 10 208 x 36 70 16 x 8:00 AM - 8:15 AM 80 103 1 x 0 165 32 x 57 5 224 x 27 74 15 x 8:15 AM - 8:30 AM 65 101 0 x 0 149 36 x 46 7 199 x 35 65 14 x 8:30 AM - 8:45 AM 65 105 0 x 0 179 34 x 53 7 194 x 26 56 10 x 8:45 AM - 9:00 AM 60 91 0 x 0 159 33 x 39 2 172 x 37 46 17 x TOTAL 525 671 7 x 1 1258 229 x 373 45 1744 x 236 505 118 x Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 2:00 PM - 2:15 PM 94 126 0 x 0 155 23 x 51 0 103 x 14 30 10 x 2:15 PM - 2:30 PM 80 143 0 x 0 141 18 x 40 1 123 x 18 39 9 x 2:30 PM - 2:45 PM 102 122 0 x 0 166 27 x 36 0 113 x 7 35 7 x 2:45 PM - 3:00 PM 116 127 0 x 0 161 17 x 38 0 106 x 8 35 11 x 3:00 PM - 3:15 PM 113 131 0 x 0 150 37 x 46 0 134 x 16 47 9 x 3:15 PM - 3:30 PM 119 133 0 x 1 143 29 x 38 0 117 x 15 67 13 x 3:30 PM - 3:45 PM 94 117 0 x 0 155 25 x 34 0 114 x 13 41 14 x 3:45 PM - 4:00 PM 109 138 0 x 0 134 31 x 46 0 136 x 17 50 10 x TOTAL 827 1037 0 x 1 1205 207 x 329 1 946 x 108 344 83 x Time Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 4:00 PM - 4:15 PM 105 178 0 x 0 129 27 x 48 3 118 x 17 81 17 x 4:15 PM - 4:30 PM 125 166 0 x 0 123 25 x 41 0 136 x 15 77 11 x 4:30 PM - 4:45 PM 101 161 0 x 0 133 36 x 48 0 175 x 20 93 17 x 4:45 PM - 5:00 PM 114 167 1 x 1 108 25 x 44 1 156 x 16 67 18 x 5:00 PM - 5:15 PM 102 194 0 x 1 108 29 x 41 1 142 x 23 107 22 x 5:15 PM - 5:30 PM 122 186 0 x 0 104 33 x 41 0 118 x 19 101 20 x 5:30 PM - 5:45 PM 95 177 0 x 0 130 29 x 40 0 100 x 31 98 20 x 5:45 PM - 6:00 PM 101 173 0 x 0 104 27 x 47 0 145 x 19 88 16 x TOTAL 865 1402 1 x 2 939 231 x 350 5 1090 x 160 712 141 x PEAK HOUR Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks Left Thru Right Trucks 7:30 AM - 8:30 AM 296 381 3 x 1 659 120 x 191 26 887 x 128 282 56 x 3:00 PM - 4:00 PM 435 519 0 x 1 582 122 x 164 0 501 x 61 205 46 x 4:30 PM - 5:30 PM 439 708 1 x 2 453 123 x 174 2 591 x 78 368 77 x PHF Trucks PHF AM 0.967 x PM 123 453 2 0.855 MID 0.965 x MID 122 582 1 0.943 PM 0.962 x AM 120 659 1 0.951 PM MID AM AM MID PM 174 164 191 56 46 77 Cutting Blvd 2 0 26 282 205 368 Cutting Blvd 591 501 887 128 61 78 PHF 0.86 0.913 0.914 0.955 0.821 0.86 PHF PHF 0.924 296 381 3 AM 0.946 435 519 0 MID 0.932 439 708 1 PM Turning Movement Report San Pablo Ave @ Cutting Blvd Contra Costa 9/25/2014 Light Rain Clearing 7:15am, Sunny PM Northbound Southbound Eastbound Westbound 37.925438° San Pablo Ave Page 1 of 3 Northbound Southbound Eastbound Westbound Northbound Southbound Eastbound Westbound -122.318536° Northbound Southbound Eastbound Westbound San Pablo Ave ---PAGE BREAK--- Metro Traffic Data Inc. 310 N. Irwin Street - Suite 20 Hanford, CA 93230 Prepared For: Kittelson & Associates, Inc. [PHONE REDACTED] Phone/Fax 155 Grand Avenue, Suite 900 www.metrotrafficdata.com Oakland, CA 94612 LOCATION LATITUDE COUNTY LONGITUDE COLLECTION DATE WEATHER Time Left Thru R-Hill R-SP U-Turn L-ES L-Peer Thru Right Left Thru R-ES R-Peer Left Thru R-SP R-ES 7:00 AM - 7:15 AM 2 23 21 12 1 0 1 50 13 139 123 62 0 0 10 2 7 7:15 AM - 7:30 AM 1 39 25 1 3 1 1 44 13 133 136 73 0 1 8 9 12 7:30 AM - 7:45 AM 1 18 24 0 3 2 1 93 27 133 205 73 0 1 26 26 7 7:45 AM - 8:00 AM 0 34 22 1 2 2 0 115 18 119 203 56 0 0 23 47 11 8:00 AM - 8:15 AM 7 44 35 2 1 5 4 127 22 107 157 68 0 3 26 19 12 8:15 AM - 8:30 AM 5 42 27 2 2 1 4 96 19 116 185 88 0 2 10 13 14 8:30 AM - 8:45 AM 11 51 25 0 2 4 4 98 17 93 198 65 0 2 16 13 10 8:45 AM - 9:00 AM 8 28 17 2 1 2 5 101 15 97 182 63 1 1 13 10 16 TOTAL 35 279 196 20 15 17 20 724 [PHONE REDACTED] 548 1 10 132 139 89 Time Left Thru R-Hill R-SP U-Turn L-ES L-Peer Thru Right Left Thru R-ES R-Peer Left Thru R-SP R-ES 2:00 PM - 2:15 PM 7 47 17 3 5 1 9 133 5 68 143 51 0 6 7 8 3 2:15 PM - 2:30 PM 12 51 27 2 6 1 11 140 10 55 150 59 3 2 1 16 5 2:30 PM - 2:45 PM 11 36 28 3 2 3 9 141 13 64 157 50 0 4 4 9 11 2:45 PM - 3:00 PM 7 43 29 0 6 2 9 168 12 58 140 64 1 7 6 10 2 3:00 PM - 3:15 PM 7 51 32 6 2 9 11 143 12 85 155 43 3 3 9 3 8 3:15 PM - 3:30 PM 8 43 29 5 7 2 12 173 17 58 137 63 1 7 10 7 5 3:30 PM - 3:45 PM 7 38 25 3 5 1 12 124 16 68 149 54 2 6 4 9 9 3:45 PM - 4:00 PM 9 50 34 4 4 2 11 159 15 80 145 60 0 5 4 6 6 TOTAL 68 359 221 26 37 21 84 1181 [PHONE REDACTED] 444 10 40 45 68 49 Time Left Thru R-Hill R-SP U-Turn L-ES L-Peer Thru Right Left Thru R-ES R-Peer Left Thru R-SP R-ES 4:00 PM - 4:15 PM 11 51 33 2 5 10 8 179 21 76 111 62 1 8 6 7 9 4:15 PM - 4:30 PM 6 79 38 4 2 4 11 149 27 91 140 50 0 6 8 7 2 4:30 PM - 4:45 PM 14 52 26 2 2 4 5 147 26 88 141 66 1 9 7 7 9 4:45 PM - 5:00 PM 9 52 29 0 5 7 14 162 31 101 131 48 0 3 11 10 9 5:00 PM - 5:15 PM 13 74 36 7 0 3 9 157 25 77 124 52 0 8 7 9 9 5:15 PM - 5:30 PM 8 70 42 5 2 2 8 154 28 78 106 48 1 4 5 7 7 5:30 PM - 5:45 PM 11 62 36 8 7 1 6 150 25 72 101 59 1 3 13 3 12 5:45 PM - 6:00 PM 10 65 32 2 1 0 12 157 25 82 126 47 1 2 5 8 6 TOTAL 82 505 272 30 24 31 73 1255 208 665 980 432 5 43 62 58 63 PEAK HOUR Left Thru R-Hill R-SP U-Turn L-ES L-Peer Thru Right Left Thru R-ES R-Peer Left Thru R-SP R-ES 7:30 AM - 8:30 AM 13 138 108 5 8 10 9 431 86 475 750 285 0 6 85 105 44 3:00 PM - 4:00 PM 31 182 120 18 18 14 46 599 60 291 586 220 6 21 27 25 28 4:15 PM - 5:15 PM 42 257 129 13 9 18 39 615 109 357 536 216 1 26 33 33 29 PHF PHF AM 0.98 PM 1 216 536 357 0.938 MID 0.96 MID 6 220 586 291 0.964 PM 0.99 AM 0 285 750 475 0.918 PM MID AM AM MID PM 26 21 6 92 135 232 Peerless Ave 33 27 85 4 11 12 Hill Street 33 25 105 56 53 57 29 28 44 45 50 48 PHF 0.917 0.871 0.741 0.895 0.889 0.928 PHF PHF PHF 0.75 13 138 108 5 AM 0.855 8 10 9 431 86 AM 0.905 31 182 120 18 MID 0.873 18 14 46 599 60 MID 0.848 42 257 129 13 PM 0.902 9 18 39 615 109 PM Eastshore Blvd San Pablo Ave Eastbound Peerless Turning Movement Report San Pablo Ave @ Eastshore Blvd / Hill St Contra Costa 9/25/2014 Light Rain Clearing 7:15am, Sunny PM Northbound Eastshore Northbound Eastshore Southbound San Pablo Ave Southbound 37.925232° -122.313744° Northbound San Pablo Eastbound Peerless Northbound San Pablo Southbound Northbound Eastshore Northbound San Pablo Eastbound Peerless Northbound Eastshore Northbound San Pablo Eastbound Peerless Southbound ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 6/8/2015 12:24 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] LOCATION: Key Blvd Cutting Blvd QC JOB 13410701 CITY/STATE: El Cerrito, CA DATE: Tue, Jun 02 2015 5-Min Count Period Beginning At Key Blvd (Northbound) Key Blvd (Southbound) Cutting Blvd (Eastbound) Cutting Blvd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 3 4 0 0 2 7 11 0 0 1 0 0 1 5 0 0 34 7:05 AM 1 3 1 0 0 2 15 0 4 0 2 0 0 9 4 0 41 7:10 AM 6 0 0 0 3 9 14 0 2 1 1 0 0 13 0 0 49 7:15 AM 4 4 2 0 1 13 14 0 2 2 0 0 0 6 2 0 50 7:20 AM 4 2 0 0 0 16 14 0 1 0 0 0 0 10 4 0 51 7:25 AM 7 4 0 0 2 20 12 0 1 0 1 0 0 10 2 0 59 7:30 AM 4 7 0 0 0 18 16 0 2 0 0 0 0 8 1 0 56 7:35 AM 9 7 0 0 0 34 10 0 1 0 1 0 0 7 3 0 72 7:40 AM 11 9 0 0 0 25 20 0 2 3 1 0 1 15 2 0 89 7:45 AM 5 7 0 0 2 28 15 0 2 1 0 0 1 10 2 0 73 7:50 AM 14 8 0 0 0 23 17 0 4 0 0 0 1 7 2 0 76 7:55 AM 12 12 0 0 0 18 17 0 3 3 0 0 2 13 4 0 84 734 8:00 AM 7 12 0 0 0 21 20 0 4 1 1 0 0 11 3 0 80 780 8:05 AM 12 10 0 0 0 18 15 0 2 1 2 0 0 19 2 0 81 820 8:10 AM 10 15 0 0 2 11 13 0 1 0 1 0 2 15 1 0 71 842 8:15 AM 8 7 1 0 4 19 16 0 1 1 0 0 1 16 1 0 75 867 8:20 AM 7 4 0 0 1 21 18 0 0 0 0 0 0 19 2 0 72 888 8:25 AM 3 11 0 0 0 21 12 0 1 0 0 0 4 24 4 0 80 909 8:30 AM 3 5 0 0 2 11 16 0 3 2 1 0 1 20 3 0 67 920 8:35 AM 3 10 0 0 2 17 9 0 0 1 0 0 1 20 3 0 66 914 8:40 AM 7 9 0 0 0 17 11 0 0 3 0 0 1 13 1 0 62 887 8:45 AM 4 7 0 0 2 17 5 0 0 0 1 0 0 12 3 0 51 865 8:50 AM 5 8 0 0 3 26 13 0 0 0 0 0 1 10 2 0 68 857 8:55 AM 3 12 0 0 1 20 8 0 1 0 0 0 0 11 1 0 57 830 Peak 15-Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 124 136 0 0 0 228 208 0 36 20 12 0 8 172 36 0 980 Heavy Trucks 0 0 0 0 0 8 0 0 0 0 0 0 8 Pedestrians 40 0 4 8 52 Bicycles 0 1 0 0 1 0 0 0 0 0 0 0 2 Railroad Stopped Buses Comments: Peak-Hour: 7:35 AM 8:35 AM Peak 15-Min: 7:55 AM 8:10 AM 101 107 1 11 250 189 24 12 7 13 176 29 209 450 43 218 160 270 24 466 0.94 1.0 0.9 0.0 0.0 0.0 5.8 0.0 0.0 0.0 0.0 1.1 0.0 1.0 2.4 0.0 0.9 0.6 0.0 0.0 3.0 46 2 7 9 0 3 0 0 4 0 0 0 0 0 2 0 NA NA NA NA NA NA NA NA ---PAGE BREAK--- Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume Report generated on 6/8/2015 12:24 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-[PHONE REDACTED] LOCATION: Key Blvd Cutting Blvd QC JOB 13410702 CITY/STATE: El Cerrito, CA DATE: Tue, Jun 02 2015 5-Min Count Period Beginning At Key Blvd (Northbound) Key Blvd (Southbound) Cutting Blvd (Eastbound) Cutting Blvd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 3:55 PM 13 21 0 0 1 12 3 0 5 3 0 0 0 4 1 0 63 649 4:00 PM 6 25 0 0 2 9 7 0 3 1 0 0 0 7 4 0 64 670 4:05 PM 10 20 0 0 1 10 10 0 0 0 0 1 0 9 0 0 61 675 4:10 PM 9 28 0 0 1 9 3 0 5 0 0 0 0 4 1 0 60 669 4:15 PM 4 11 0 0 2 9 8 0 6 0 1 0 0 6 0 0 47 647 4:20 PM 6 21 1 0 0 10 4 0 2 0 0 0 0 10 2 0 56 660 4:25 PM 14 23 0 0 1 11 4 0 9 2 0 0 1 4 3 0 72 684 4:30 PM 6 21 0 0 0 6 12 0 8 2 0 0 1 5 3 0 64 700 4:35 PM 5 29 1 0 0 16 5 0 6 1 1 0 0 6 0 0 70 727 4:40 PM 8 25 0 0 0 11 12 0 8 1 2 0 0 7 4 0 78 755 4:45 PM 8 30 0 0 0 10 4 0 6 0 1 0 0 10 1 0 70 768 4:50 PM 6 27 2 0 3 14 10 0 11 1 2 0 1 7 1 0 85 790 4:55 PM 10 22 0 0 1 5 10 0 2 0 0 0 0 8 0 0 58 785 5:00 PM 10 20 1 0 1 10 7 0 13 1 1 0 0 10 1 0 75 796 5:05 PM 10 23 4 0 1 13 5 0 8 1 1 0 0 8 1 0 75 810 5:10 PM 5 37 0 0 1 19 5 0 1 0 0 0 0 8 2 0 78 828 5:15 PM 8 26 2 0 3 11 16 0 11 3 2 0 0 7 3 0 92 873 5:20 PM 7 38 0 0 0 18 6 0 10 3 1 0 1 9 0 0 93 910 5:25 PM 7 25 0 0 1 12 7 0 1 0 1 0 0 7 0 0 61 899 5:30 PM 4 28 0 0 2 9 6 0 1 0 0 0 2 2 0 0 54 889 5:35 PM 11 26 0 0 0 6 9 0 12 2 1 0 0 8 0 0 75 894 5:40 PM 6 19 1 0 2 12 12 0 10 0 1 0 0 9 2 0 74 890 5:45 PM 9 31 0 0 2 4 4 0 8 0 1 0 1 3 1 0 64 884 5:50 PM 4 25 1 0 1 16 12 0 6 3 3 0 0 7 2 0 80 879 Peak 15-Min Northbound Southbound Eastbound Westbound Total Flowrates Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U All Vehicles 80 404 8 0 16 192 108 0 88 24 12 0 4 96 20 0 1052 Heavy Trucks 0 4 0 4 0 12 0 0 0 0 0 0 20 Pedestrians 32 4 12 16 64 Bicycles 0 0 0 0 0 0 0 1 0 0 0 0 1 Railroad Stopped Buses Comments: Peak-Hour: 4:25 PM 5:25 PM Peak 15-Min: 5:10 PM 5:25 PM 97 321 10 11 144 96 93 15 11 4 89 19 428 251 119 112 433 159 36 282 0.87 0.0 0.3 0.0 9.1 0.0 11.5 0.0 0.0 0.0 0.0 2.2 0.0 0.2 4.8 0.0 1.8 0.2 0.0 2.8 4.6 33 10 11 10 0 3 0 0 0 1 1 4 0 0 0 0 NA NA NA NA NA NA NA NA ---PAGE BREAK--- Appendix 4 Existing Conditions Level-of- Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Existing Conditions 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 11 9 10 31 23 33 177 8 28 402 142 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 26 12 10 11 34 25 36 195 9 31 442 156 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 48 70 231 9 473 156 Volume Left (vph) 26 11 36 0 31 0 Volume Right (vph) 10 25 0 9 0 156 Hadj -0.01 -0.18 0.03 -0.60 0.01 -0.60 Departure Headway 5.6 5.4 4.8 3.2 4.5 3.2 Degree Utilization, x 0.08 0.11 0.31 0.01 0.60 0.14 Capacity (veh/h) 545 [PHONE REDACTED] 776 1121 Control Delay 9.1 9.1 9.9 6.2 14.0 6.7 Approach Delay 9.1 9.1 9.8 12.2 Approach LOS A A A B Intersection Summary Delay 11.2 Level of Service B Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 16 79 18 131 0 38 5 134 102 6 7 228 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.92 0.90 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.99 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1823 1486 1485 1805 1880 1897 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1823 1486 1485 1805 1880 1897 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 18 87 20 144 0 42 5 147 112 7 8 251 RTOR Reduction (vph) 0 0 0 126 0 0 0 0 2 0 0 0 Lane Group Flow (vph) 0 0 125 18 47 0 0 147 117 0 0 259 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 12.0 12.0 6.3 12.1 12.1 17.7 Effective Green, g 12.0 12.0 6.3 12.1 12.1 17.7 Actuated g/C Ratio 0.12 0.12 0.06 0.12 0.12 0.18 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 222 181 94 221 230 340 v/s Ratio Prot c0.07 c0.03 c0.08 0.06 c0.14 v/s Ratio Perm 0.01 v/c Ratio 0.56 0.10 0.50 0.67 0.51 0.76 Uniform Delay, d1 40.8 38.4 44.6 41.3 40.4 38.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.9 0.1 1.5 5.7 0.6 8.8 Delay 42.7 38.5 46.1 47.0 41.1 47.2 Level of Service D D D D D D Approach Delay 40.5 46.1 44.3 47.0 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 43.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 98.5 Sum of lost time 26.5 Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 3 2 10 245 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.96 0.93 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.87 Flt Protected 1.00 1.00 Satd. Flow (prot) 1546 1535 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1546 1535 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 2 11 269 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 3 0 282 0 Confl. Peds. 8 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 17.7 23.9 Effective Green, g 17.7 23.9 Actuated g/C Ratio 0.18 0.24 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 277 372 v/s Ratio Prot c0.18 v/s Ratio Perm 0.00 v/c Ratio 0.01 0.76 Uniform Delay, d1 33.2 34.6 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 7.6 Delay 33.2 42.3 Level of Service C D Approach Delay 42.3 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 191 0 913 128 282 56 269 384 0 0 455 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1522 3502 5136 3574 1549 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1522 3502 5136 3574 1549 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 197 0 941 132 291 58 277 396 0 0 469 127 RTOR Reduction (vph) 0 0 283 0 0 46 0 0 0 0 0 90 Lane Group Flow (vph) 197 0 658 132 291 12 277 396 0 0 469 37 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 17.0 35.5 16.3 16.3 16.3 15.0 37.4 19.4 19.4 Effective Green, g 17.0 35.5 16.3 16.3 16.3 15.0 37.4 19.4 19.4 Actuated g/C Ratio 0.21 0.43 0.20 0.20 0.20 0.18 0.46 0.24 0.24 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 375 1234 360 720 [PHONE REDACTED] 848 367 v/s Ratio Prot 0.11 c0.23 0.07 c0.08 0.08 0.08 c0.13 v/s Ratio Perm 0.01 0.02 v/c Ratio 0.53 0.53 0.37 0.40 0.04 0.43 0.17 0.55 0.10 Uniform Delay, d1 28.8 17.0 28.2 28.5 26.4 29.6 13.0 27.3 24.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.6 0.2 0.2 0.1 0.0 0.2 0.0 1.0 0.2 Delay 29.4 17.2 28.5 28.6 26.4 29.7 13.1 28.3 24.5 Level of Service C B C C C C B C C Approach Delay 19.3 28.3 19.9 27.5 Approach LOS B C B C Intersection Summary HCM 2000 Control Delay 22.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 81.7 Sum of lost time 14.0 Intersection Capacity Utilization 84.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 6 85 105 44 45 56 4 92 8 10 9 431 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.75 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1894 1204 1794 1562 1805 3574 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1894 1204 1794 1562 1805 3574 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 6 87 107 45 46 57 4 94 8 10 9 440 RTOR Reduction (vph) 0 0 84 0 0 0 0 82 0 0 0 0 Lane Group Flow (vph) 0 93 68 0 0 0 107 12 0 0 27 440 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 14.0 14.0 15.3 15.3 6.2 25.7 Effective Green, g 14.0 14.0 15.3 15.3 6.2 25.7 Actuated g/C Ratio 0.12 0.12 0.13 0.13 0.05 0.22 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 226 144 234 204 95 785 v/s Ratio Prot 0.05 c0.06 0.01 0.12 v/s Ratio Perm c0.06 0.01 v/c Ratio 0.41 0.47 0.46 0.06 0.28 0.56 Uniform Delay, d1 47.7 48.1 47.0 44.6 53.3 40.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.2 2.5 1.4 0.1 1.6 0.9 Delay 48.9 50.5 48.4 44.7 54.9 41.5 Level of Service D D D D D D Approach Delay 49.9 46.7 41.3 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 43.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 117.0 Sum of lost time 20.0 Intersection Capacity Utilization 97.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 86 475 750 285 13 138 108 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1551 3467 3340 3263 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1551 3467 3340 3263 1578 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 88 485 765 291 13 141 110 5 RTOR Reduction (vph) 69 0 0 0 0 0 0 0 Lane Group Flow (vph) 19 485 1056 0 0 264 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.7 22.8 43.3 19.2 117.0 Effective Green, g 25.7 22.8 43.3 19.2 117.0 Actuated g/C Ratio 0.22 0.19 0.37 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 535 1578 v/s Ratio Prot c0.14 c0.32 v/s Ratio Perm 0.01 0.08 0.00 v/c Ratio 0.06 0.72 0.85 0.49 0.00 Uniform Delay, d1 36.1 44.1 33.9 44.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.7 6.0 0.7 0.0 Delay 36.1 47.8 39.9 45.2 0.0 Level of Service D D D D A Approach Delay 42.4 44.4 Approach LOS D D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Existing Conditions 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 13 176 29 101 107 1 11 250 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 14 187 31 107 114 1 12 266 201 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 46 232 222 479 Volume Left (vph) 26 14 107 12 Volume Right (vph) 7 31 1 201 Hadj 0.01 -0.05 0.11 -0.20 Departure Headway 6.2 5.7 5.5 4.9 Degree Utilization, x 0.08 0.37 0.34 0.65 Capacity (veh/h) 475 570 599 710 Control Delay 9.8 12.0 11.4 16.5 Approach Delay 9.8 12.0 11.4 16.5 Approach LOS A B B C Intersection Summary Delay 14.0 Level of Service B Intersection Capacity Utilization 60.4% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Existing Conditions 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 60 19 9 66 16 13 176 6 22 184 61 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 25 63 20 9 69 17 14 185 6 23 194 64 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 108 96 199 6 217 64 Volume Left (vph) 25 9 14 0 23 0 Volume Right (vph) 20 17 0 6 0 64 Hadj -0.06 -0.09 0.01 -0.60 0.02 -0.60 Departure Headway 5.0 5.0 4.7 3.2 4.7 3.2 Degree Utilization, x 0.15 0.13 0.26 0.01 0.28 0.06 Capacity (veh/h) 659 [PHONE REDACTED] 728 1121 Control Delay 8.9 8.7 9.4 6.2 9.5 6.4 Approach Delay 8.9 8.7 9.3 8.8 Approach LOS A A A A Intersection Summary Delay 8.9 Level of Service A Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 12 118 14 80 0 20 4 188 88 4 2 90 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.93 0.93 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.99 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1818 1494 1530 1805 1886 1898 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1818 1494 1530 1805 1886 1898 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 15 87 0 22 4 204 96 4 2 98 RTOR Reduction (vph) 0 0 0 72 0 0 0 0 1 0 0 0 Lane Group Flow (vph) 0 0 156 15 26 0 0 204 99 0 0 100 Confl. Peds. 2 1 32 2 1 2 4 4 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 12.5 12.5 2.2 16.7 16.7 7.4 Effective Green, g 12.5 12.5 2.2 16.7 16.7 7.4 Actuated g/C Ratio 0.17 0.17 0.03 0.23 0.23 0.10 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 309 254 45 410 428 191 v/s Ratio Prot c0.09 c0.02 c0.11 0.05 c0.05 v/s Ratio Perm 0.01 v/c Ratio 0.50 0.06 0.58 0.50 0.23 0.52 Uniform Delay, d1 27.7 25.6 35.2 24.7 23.2 31.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 10.7 0.3 0.1 1.2 Delay 28.2 25.6 45.9 25.1 23.3 32.6 Level of Service C C D C C C Approach Delay 27.2 45.9 24.5 32.4 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay 29.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 73.5 Sum of lost time 26.5 Intersection Capacity Utilization 55.4% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 8 1 2 96 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.98 0.84 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.87 Flt Protected 1.00 1.00 Satd. Flow (prot) 1576 1391 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1576 1391 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 1 2 104 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 9 0 107 0 Confl. Peds. 2 1 4 32 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 7.4 8.2 Effective Green, g 7.4 8.2 Actuated g/C Ratio 0.10 0.11 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 158 155 v/s Ratio Prot c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.69 Uniform Delay, d1 29.9 31.4 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 10.2 Delay 29.9 41.6 Level of Service C D Approach Delay 41.6 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 164 0 501 61 205 46 435 519 0 0 583 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 171 0 522 64 214 48 453 541 0 0 607 127 RTOR Reduction (vph) 0 0 356 0 0 40 0 0 0 0 0 66 Lane Group Flow (vph) 171 0 166 64 214 8 453 541 0 0 607 61 Confl. Peds. 10 2 2 10 38 27 27 38 Confl. Bikes 3 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.5 38.1 20.4 20.4 20.4 19.1 73.1 51.0 51.0 Effective Green, g 15.5 38.1 20.4 20.4 20.4 19.1 73.1 51.0 51.0 Actuated g/C Ratio 0.13 0.32 0.17 0.17 0.17 0.16 0.61 0.42 0.42 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 233 902 306 613 [PHONE REDACTED] 1518 648 v/s Ratio Prot c0.09 0.06 0.04 c0.06 c0.13 0.11 c0.17 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.73 0.18 0.21 0.35 0.03 0.81 0.17 0.40 0.09 Uniform Delay, d1 50.3 29.7 42.9 43.9 41.5 48.7 10.2 23.9 20.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 0.0 0.1 0.1 0.0 8.4 0.1 0.8 0.3 Delay 60.1 29.7 43.0 44.1 41.6 57.1 10.4 24.7 21.0 Level of Service E C D D D E B C C Approach Delay 37.2 43.5 31.7 24.0 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 32.4 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 21 27 25 28 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.83 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1339 1801 1557 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1339 1801 1557 1805 3574 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 22 28 26 29 52 55 11 141 19 15 48 624 RTOR Reduction (vph) 0 0 51 0 0 0 0 122 0 0 0 0 Lane Group Flow (vph) 0 50 4 0 0 0 118 19 0 0 82 624 Confl. Peds. 2 39 33 39 33 2 33 25 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 7.8 7.8 13.0 13.0 8.5 28.8 Effective Green, g 7.8 7.8 13.0 13.0 8.5 28.8 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.29 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 147 106 238 [PHONE REDACTED] v/s Ratio Prot c0.03 c0.07 0.05 0.17 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.34 0.04 0.50 0.09 0.53 0.60 Uniform Delay, d1 42.8 41.8 39.6 37.5 43.0 29.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.2 1.6 0.2 3.2 0.9 Delay 44.2 42.0 41.2 37.7 46.1 30.7 Level of Service D D D D D C Approach Delay 43.0 39.3 31.9 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 34.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 98.3 Sum of lost time 20.0 Intersection Capacity Utilization 87.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR SBR2 NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 291 586 220 6 31 182 120 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.96 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 Frt 0.85 1.00 0.96 0.95 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1552 3467 3294 3274 1582 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1552 3467 3294 3274 1582 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 62 303 610 229 6 32 190 125 19 RTOR Reduction (vph) 44 0 1 0 0 0 0 0 0 Lane Group Flow (vph) 18 303 844 0 0 0 347 0 19 Confl. Peds. 12 12 33 25 25 2 12 29 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 28.8 14.3 35.6 14.4 98.3 Effective Green, g 28.8 14.3 35.6 14.4 98.3 Actuated g/C Ratio 0.29 0.15 0.36 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 479 1582 v/s Ratio Prot c0.09 c0.26 v/s Ratio Perm 0.01 0.11 0.01 v/c Ratio 0.04 0.60 0.71 0.72 0.01 Uniform Delay, d1 24.9 39.3 26.9 40.1 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 2.0 2.0 5.4 0.0 Delay 24.9 41.4 28.8 45.4 0.0 Level of Service C D C D A Approach Delay 32.1 43.1 Approach LOS C D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Existing Conditions 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 1 81 21 101 193 6 11 119 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 1 87 23 109 208 6 12 128 81 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 44 111 323 220 Volume Left (vph) 29 1 109 12 Volume Right (vph) 5 23 6 81 Hadj 0.08 -0.06 0.08 -0.15 Departure Headway 5.4 5.2 4.7 4.6 Degree Utilization, x 0.07 0.16 0.42 0.28 Capacity (veh/h) 582 624 745 749 Control Delay 8.8 9.2 11.0 9.3 Approach Delay 8.8 9.2 11.0 9.3 Approach LOS A A B A Intersection Summary Delay 10.0 Level of Service B Intersection Capacity Utilization 49.4% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Existing Conditions 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 38 16 17 10 15 19 25 348 18 33 232 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 40 17 18 10 16 20 26 362 19 34 242 75 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 74 46 389 19 276 75 Volume Left (vph) 40 10 26 0 34 0 Volume Right (vph) 18 20 0 19 0 75 Hadj -0.04 -0.21 0.01 -0.60 0.02 -0.60 Departure Headway 5.5 5.4 4.6 3.2 4.7 3.2 Degree Utilization, x 0.11 0.07 0.49 0.02 0.36 0.07 Capacity (veh/h) 571 [PHONE REDACTED] 735 1121 Control Delay 9.2 8.8 12.0 6.3 10.4 6.4 Approach Delay 9.2 8.8 11.7 9.5 Approach LOS A A B A Intersection Summary Delay 10.5 Level of Service B Intersection Capacity Utilization 53.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBT SBR2 Lane Configurations Volume (vph) 18 111 1 107 0 6 1 265 125 3 117 11 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 0.73 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1810 1546 1200 1805 1893 1900 1559 Flt Permitted 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1810 1546 1200 1805 1893 1900 1559 Peak-hour factor, 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 Adj. Flow (vph) 19 117 1 113 0 6 1 279 132 3 123 12 RTOR Reduction (vph) 0 0 0 96 0 0 0 0 1 0 0 0 Lane Group Flow (vph) 0 0 137 17 7 0 0 279 134 0 123 12 Confl. Peds. 7 12 7 7 3 7 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA NA Perm Protected Phases 2 2 2 3 8 8 4 Permitted Phases 2 4 Actuated Green, G 10.9 10.9 0.8 16.3 16.3 9.8 9.8 Effective Green, g 10.9 10.9 0.8 16.3 16.3 9.8 9.8 Actuated g/C Ratio 0.15 0.15 0.01 0.22 0.22 0.13 0.13 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 271 231 13 404 423 255 209 v/s Ratio Prot c0.08 c0.01 c0.15 0.07 c0.06 v/s Ratio Perm 0.01 0.01 v/c Ratio 0.51 0.07 0.54 0.69 0.32 0.48 0.06 Uniform Delay, d1 28.5 26.6 35.8 25.9 23.6 29.2 27.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 0.0 19.8 4.1 0.2 0.5 0.0 Delay 29.0 26.7 55.6 30.0 23.8 29.7 27.5 Level of Service C C E C C C C Approach Delay 27.9 55.6 28.0 29.5 Approach LOS C E C C Intersection Summary HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.60 Actuated Cycle Length 72.8 Sum of lost time 26.5 Intersection Capacity Utilization 57.7% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SEL2 SEL SER Lane Configurations Volume (vph) 1 0 114 Ideal Flow 1900 1900 1900 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.92 Flpb, ped/bikes 1.00 Frt 0.87 Flt Protected 1.00 Satd. Flow (prot) 1515 Flt Permitted 1.00 Satd. Flow (perm) 1515 Peak-hour factor, PHF 0.95 0.95 0.95 Adj. Flow (vph) 1 0 120 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 121 0 Confl. Peds. 3 12 Confl. Bikes 3 Heavy Vehicles 0% 0% 0% Turn Type Prot Prot Protected Phases 7 7 Permitted Phases Actuated Green, G 8.5 Effective Green, g 8.5 Actuated g/C Ratio 0.12 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 176 v/s Ratio Prot c0.08 v/s Ratio Perm v/c Ratio 0.69 Uniform Delay, d1 30.9 Progression Factor 1.00 Incremental Delay, d2 8.6 Delay 39.4 Level of Service D Approach Delay 39.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 174 0 595 78 368 77 439 709 0 0 455 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 181 0 620 81 383 80 457 739 0 0 474 128 RTOR Reduction (vph) 0 0 399 0 0 67 0 0 0 0 0 74 Lane Group Flow (vph) 181 0 221 81 383 13 457 739 0 0 474 54 Confl. Peds. 54 2 2 54 31 41 41 31 Confl. Bikes 1 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 16.0 38.9 20.1 20.1 20.1 19.4 72.9 50.5 50.5 Effective Green, g 16.0 38.9 20.1 20.1 20.1 19.4 72.9 50.5 50.5 Actuated g/C Ratio 0.13 0.32 0.17 0.17 0.17 0.16 0.61 0.42 0.42 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 240 921 302 604 [PHONE REDACTED] 1504 647 v/s Ratio Prot c0.10 0.08 0.04 c0.11 c0.13 0.14 c0.13 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.75 0.24 0.27 0.63 0.05 0.81 0.24 0.32 0.08 Uniform Delay, d1 50.1 29.7 43.5 46.5 42.0 48.5 10.8 23.2 20.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.3 0.0 0.2 1.6 0.0 7.8 0.2 0.5 0.3 Delay 61.4 29.8 43.7 48.1 42.0 56.3 11.0 23.8 21.1 Level of Service E C D D D E B C C Approach Delay 36.9 46.6 28.3 23.2 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 32.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.53 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 26 33 33 29 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.83 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1332 1801 1583 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1332 1801 1583 1805 3574 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 26 33 33 29 48 58 12 234 9 18 39 621 RTOR Reduction (vph) 0 0 57 0 0 0 0 202 0 0 0 0 Lane Group Flow (vph) 0 59 5 0 0 0 118 32 0 0 66 621 Confl. Peds. 45 31 45 31 31 12 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 8.0 8.0 12.9 12.9 8.5 25.4 Effective Green, g 8.0 8.0 12.9 12.9 8.5 25.4 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.27 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 155 111 242 213 160 948 v/s Ratio Prot c0.03 c0.07 0.04 0.17 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.38 0.05 0.49 0.15 0.41 0.66 Uniform Delay, d1 41.5 40.3 38.3 36.5 41.2 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.2 1.5 0.3 1.7 1.6 Delay 43.1 40.5 39.9 36.9 43.0 32.9 Level of Service D D D D D C Approach Delay 41.8 37.9 32.8 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.66 Actuated Cycle Length 95.7 Sum of lost time 20.0 Intersection Capacity Utilization 87.9% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Existing Conditions 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR SBR2 NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 357 536 216 1 42 257 129 13 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.95 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1556 3467 3318 3318 1575 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1556 3467 3318 3318 1575 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 110 361 541 218 1 42 260 130 13 RTOR Reduction (vph) 81 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 29 361 760 0 0 0 432 0 13 Confl. Peds. 11 11 31 12 12 11 44 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.4 15.1 33.0 14.3 95.7 Effective Green, g 25.4 15.1 33.0 14.3 95.7 Actuated g/C Ratio 0.27 0.16 0.34 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 495 1575 v/s Ratio Prot c0.10 c0.23 v/s Ratio Perm 0.02 0.13 0.01 v/c Ratio 0.07 0.66 0.66 0.87 0.01 Uniform Delay, d1 26.3 37.9 26.6 39.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 2.9 1.5 15.5 0.0 Delay 26.4 40.8 28.1 55.3 0.0 Level of Service C D C E A Approach Delay 32.2 53.7 Approach LOS C D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Existing Conditions 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 4 89 19 97 321 10 11 144 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 5 102 22 111 369 11 13 166 110 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 137 129 492 289 Volume Left (vph) 107 5 111 13 Volume Right (vph) 13 22 11 110 Hadj 0.10 -0.07 0.03 -0.14 Departure Headway 6.4 6.2 5.2 5.4 Degree Utilization, x 0.24 0.22 0.72 0.43 Capacity (veh/h) 481 484 662 626 Control Delay 11.4 11.0 20.4 12.4 Approach Delay 11.4 11.0 20.4 12.4 Approach LOS B B C B Intersection Summary Delay 15.9 Level of Service C Intersection Capacity Utilization 60.9% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- Appendix 5 Baseline Level-of-Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 11 9 10 31 23 33 199 8 28 416 142 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 26 12 10 11 34 25 36 219 9 31 457 156 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 48 70 255 9 488 156 Volume Left (vph) 26 11 36 0 31 0 Volume Right (vph) 10 25 0 9 0 156 Hadj -0.01 -0.18 0.03 -0.60 0.01 -0.60 Departure Headway 5.7 5.5 4.8 3.2 4.6 3.2 Degree Utilization, x 0.08 0.11 0.34 0.01 0.62 0.14 Capacity (veh/h) 533 [PHONE REDACTED] 771 1121 Control Delay 9.2 9.2 10.3 6.2 14.7 6.7 Approach Delay 9.2 9.2 10.2 12.8 Approach LOS A A B B Intersection Summary Delay 11.7 Level of Service B Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 16 79 46 142 0 81 12 144 104 13 15 230 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.85 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.98 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1820 1359 1565 1787 1843 1876 Flt Permitted 0.97 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1820 1359 1565 1787 1843 1876 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 18 87 51 156 0 89 13 158 114 14 16 253 RTOR Reduction (vph) 0 0 0 136 0 0 0 0 4 0 0 0 Lane Group Flow (vph) 0 0 156 20 102 0 0 158 124 0 0 269 Confl. Peds. 4 52 4 16 4 4 Confl. Bikes Heavy Vehicles 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 13.8 13.8 11.5 13.0 13.0 19.1 Effective Green, g 13.8 13.8 11.5 13.0 13.0 19.1 Actuated g/C Ratio 0.13 0.13 0.11 0.12 0.12 0.18 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 233 174 167 216 223 333 v/s Ratio Prot c0.09 c0.07 c0.09 0.07 c0.14 v/s Ratio Perm 0.01 v/c Ratio 0.67 0.12 0.61 0.73 0.56 0.81 Uniform Delay, d1 44.6 41.4 45.8 45.5 44.5 42.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.6 0.1 4.6 10.4 1.7 12.7 Delay 50.2 41.5 50.4 56.0 46.2 55.1 Level of Service D D D E D E Approach Delay 45.8 50.4 51.6 54.9 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 51.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 107.4 Sum of lost time 26.5 Intersection Capacity Utilization 72.4% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 3 2 21 247 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.93 0.98 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.88 Flt Protected 1.00 1.00 Satd. Flow (prot) 1488 1609 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1488 1609 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 2 23 271 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 3 0 296 0 Confl. Peds. 16 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 1% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 19.1 23.5 Effective Green, g 19.1 23.5 Actuated g/C Ratio 0.18 0.22 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 264 352 v/s Ratio Prot c0.18 v/s Ratio Perm 0.00 v/c Ratio 0.01 0.84 Uniform Delay, d1 36.4 40.2 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 15.8 Delay 36.4 55.9 Level of Service D E Approach Delay 55.9 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 191 0 928 140 307 72 269 384 0 0 472 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1521 3502 5136 3574 1548 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1521 3502 5136 3574 1548 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 197 0 957 144 316 74 277 396 0 0 487 127 RTOR Reduction (vph) 0 0 262 0 0 59 0 0 0 0 0 87 Lane Group Flow (vph) 197 0 695 144 316 15 277 396 0 0 487 40 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 17.9 36.4 16.4 16.4 16.4 15.0 37.9 19.9 19.9 Effective Green, g 17.9 36.4 16.4 16.4 16.4 15.0 37.9 19.9 19.9 Actuated g/C Ratio 0.22 0.44 0.20 0.20 0.20 0.18 0.46 0.24 0.24 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 388 1243 355 711 [PHONE REDACTED] 854 370 v/s Ratio Prot 0.11 c0.24 0.08 c0.09 0.08 0.08 c0.14 v/s Ratio Perm 0.01 0.03 v/c Ratio 0.51 0.56 0.41 0.44 0.05 0.44 0.17 0.57 0.11 Uniform Delay, d1 28.8 17.4 29.1 29.4 27.1 30.4 13.4 27.9 24.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.4 0.3 0.3 0.2 0.0 0.2 0.0 1.1 0.2 Delay 29.2 17.7 29.4 29.6 27.1 30.5 13.4 29.0 24.9 Level of Service C B C C C C B C C Approach Delay 19.7 29.2 20.5 28.1 Approach LOS B C C C Intersection Summary HCM 2000 Control Delay 23.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 83.2 Sum of lost time 14.0 Intersection Capacity Utilization 84.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 6 85 105 44 45 56 4 92 8 10 9 431 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.74 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1894 1199 1794 1562 1805 3574 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1894 1199 1794 1562 1805 3574 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 6 87 107 45 46 57 4 94 8 10 9 440 RTOR Reduction (vph) 0 0 84 0 0 0 0 82 0 0 0 0 Lane Group Flow (vph) 0 93 68 0 0 0 107 12 0 0 27 440 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 14.0 14.0 15.4 15.4 6.3 25.6 Effective Green, g 14.0 14.0 15.4 15.4 6.3 25.6 Actuated g/C Ratio 0.12 0.12 0.13 0.13 0.05 0.22 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 223 141 233 202 95 772 v/s Ratio Prot 0.05 c0.06 0.01 0.12 v/s Ratio Perm c0.06 0.01 v/c Ratio 0.42 0.48 0.46 0.06 0.28 0.57 Uniform Delay, d1 48.5 48.9 47.7 45.2 53.9 41.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 2.6 1.4 0.1 1.6 1.0 Delay 49.7 51.5 49.1 45.3 55.6 42.5 Level of Service D D D D E D Approach Delay 50.8 47.4 42.3 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 43.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.68 Actuated Cycle Length 118.5 Sum of lost time 20.0 Intersection Capacity Utilization 97.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 86 508 759 287 13 138 115 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1551 3467 3340 3255 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1551 3467 3340 3255 1578 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 88 518 774 293 13 141 117 5 RTOR Reduction (vph) 69 0 0 0 0 0 0 0 Lane Group Flow (vph) 19 518 1067 0 0 271 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.6 24.1 44.4 19.4 118.5 Effective Green, g 25.6 24.1 44.4 19.4 118.5 Actuated g/C Ratio 0.22 0.20 0.37 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 532 1578 v/s Ratio Prot c0.15 c0.32 v/s Ratio Perm 0.01 0.08 0.00 v/c Ratio 0.06 0.73 0.85 0.51 0.00 Uniform Delay, d1 36.9 44.2 34.0 45.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.0 5.8 0.8 0.0 Delay 36.9 48.2 39.9 46.0 0.0 Level of Service D D D D A Approach Delay 42.6 45.1 Approach LOS D D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 13 176 29 144 117 1 11 261 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 14 187 31 153 124 1 12 278 201 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 46 232 279 490 Volume Left (vph) 26 14 153 12 Volume Right (vph) 7 31 1 201 Hadj 0.01 -0.05 0.12 -0.20 Departure Headway 6.5 5.9 5.6 5.0 Degree Utilization, x 0.08 0.38 0.44 0.68 Capacity (veh/h) 460 548 596 692 Control Delay 10.1 12.6 12.9 18.2 Approach Delay 10.1 12.6 12.9 18.2 Approach LOS B B B C Intersection Summary Delay 15.2 Level of Service C Intersection Capacity Utilization 63.4% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 60 19 9 66 16 13 188 6 22 193 61 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 25 63 20 9 69 17 14 198 6 23 203 64 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 108 96 212 6 226 64 Volume Left (vph) 25 9 14 0 23 0 Volume Right (vph) 20 17 0 6 0 64 Hadj -0.06 -0.09 0.01 -0.60 0.02 -0.60 Departure Headway 5.0 5.0 4.7 3.2 4.7 3.2 Degree Utilization, x 0.15 0.13 0.28 0.01 0.30 0.06 Capacity (veh/h) 649 [PHONE REDACTED] 725 1121 Control Delay 8.9 8.8 9.5 6.2 9.7 6.4 Approach Delay 8.9 8.8 9.4 9.0 Approach LOS A A A A Intersection Summary Delay 9.1 Level of Service A Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 12 118 30 86 0 48 8 194 89 8 7 91 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.92 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.99 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1826 1485 1579 1805 1871 1893 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1826 1485 1579 1805 1871 1893 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 33 93 0 52 9 211 97 9 8 99 RTOR Reduction (vph) 0 0 0 77 0 0 0 0 2 0 0 0 Lane Group Flow (vph) 0 0 174 16 61 0 0 211 104 0 0 107 Confl. Peds. 2 1 32 2 1 2 4 4 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 13.6 13.6 6.2 17.9 17.9 7.7 Effective Green, g 13.6 13.6 6.2 17.9 17.9 7.7 Actuated g/C Ratio 0.17 0.17 0.08 0.22 0.22 0.10 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 307 250 121 400 415 180 v/s Ratio Prot c0.10 c0.04 c0.12 0.06 c0.06 v/s Ratio Perm 0.01 v/c Ratio 0.57 0.06 0.50 0.53 0.25 0.59 Uniform Delay, d1 30.8 28.2 35.8 27.7 25.9 35.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.0 1.2 0.6 0.1 3.5 Delay 32.3 28.2 37.0 28.3 26.0 38.5 Level of Service C C D C C D Approach Delay 30.9 37.0 27.5 38.1 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 33.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length 80.7 Sum of lost time 26.5 Intersection Capacity Utilization 56.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 8 1 8 96 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.98 0.85 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.88 Flt Protected 1.00 1.00 Satd. Flow (prot) 1575 1411 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1575 1411 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 1 9 104 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 9 0 114 0 Confl. Peds. 2 1 4 32 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 7.7 8.8 Effective Green, g 7.7 8.8 Actuated g/C Ratio 0.10 0.11 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 150 153 v/s Ratio Prot c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.75 Uniform Delay, d1 33.2 34.9 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 15.7 Delay 33.3 50.6 Level of Service C D Approach Delay 50.6 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 164 0 510 69 215 57 435 519 0 0 593 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 171 0 531 72 224 59 453 541 0 0 618 127 RTOR Reduction (vph) 0 0 362 0 0 49 0 0 0 0 0 65 Lane Group Flow (vph) 171 0 169 72 224 10 453 541 0 0 618 62 Confl. Peds. 10 2 2 10 38 27 27 38 Confl. Bikes 3 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.5 38.1 20.3 20.3 20.3 19.1 73.2 51.1 51.1 Effective Green, g 15.5 38.1 20.3 20.3 20.3 19.1 73.2 51.1 51.1 Actuated g/C Ratio 0.13 0.32 0.17 0.17 0.17 0.16 0.61 0.43 0.43 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 233 902 305 610 [PHONE REDACTED] 1521 649 v/s Ratio Prot c0.09 0.06 0.04 c0.06 c0.13 0.11 c0.17 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.73 0.19 0.24 0.37 0.04 0.81 0.17 0.41 0.10 Uniform Delay, d1 50.3 29.7 43.1 44.2 41.7 48.7 10.2 23.9 20.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 0.0 0.1 0.1 0.0 8.4 0.1 0.8 0.3 Delay 60.1 29.7 43.3 44.3 41.7 57.1 10.3 24.7 20.9 Level of Service E C D D D E B C C Approach Delay 37.1 43.7 31.7 24.1 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 32.5 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.52 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 21 27 25 28 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.83 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1338 1801 1557 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1338 1801 1557 1805 3574 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 22 28 26 29 52 55 11 141 19 15 48 624 RTOR Reduction (vph) 0 0 51 0 0 0 0 122 0 0 0 0 Lane Group Flow (vph) 0 50 4 0 0 0 118 19 0 0 82 624 Confl. Peds. 2 39 33 39 33 2 33 25 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 7.8 7.8 13.0 13.0 8.5 28.8 Effective Green, g 7.8 7.8 13.0 13.0 8.5 28.8 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.29 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 147 105 237 [PHONE REDACTED] v/s Ratio Prot c0.03 c0.07 0.05 0.17 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.34 0.04 0.50 0.09 0.53 0.60 Uniform Delay, d1 43.0 41.9 39.8 37.6 43.1 29.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.2 1.6 0.2 3.2 0.9 Delay 44.3 42.1 41.4 37.8 46.4 30.9 Level of Service D D D D D C Approach Delay 43.2 39.4 32.1 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 35.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.65 Actuated Cycle Length 98.6 Sum of lost time 20.0 Intersection Capacity Utilization 87.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR SBR2 NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 309 592 221 6 31 182 124 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.96 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 Frt 0.85 1.00 0.96 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1552 3467 3295 3271 1582 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1552 3467 3295 3271 1582 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 62 322 617 230 6 32 190 129 19 RTOR Reduction (vph) 44 0 1 0 0 0 0 0 0 Lane Group Flow (vph) 18 322 852 0 0 0 351 0 19 Confl. Peds. 12 12 33 25 25 2 12 29 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 28.8 14.6 35.9 14.4 98.6 Effective Green, g 28.8 14.6 35.9 14.4 98.6 Actuated g/C Ratio 0.29 0.15 0.36 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 477 1582 v/s Ratio Prot c0.09 c0.26 v/s Ratio Perm 0.01 0.11 0.01 v/c Ratio 0.04 0.63 0.71 0.74 0.01 Uniform Delay, d1 25.0 39.4 26.9 40.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 2.4 2.0 5.8 0.0 Delay 25.0 41.8 28.9 46.1 0.0 Level of Service C D C D A Approach Delay 32.5 43.7 Approach LOS C D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 1 81 21 129 199 6 11 125 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 1 87 23 139 214 6 12 134 81 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 44 111 359 227 Volume Left (vph) 29 1 139 12 Volume Right (vph) 5 23 6 81 Hadj 0.08 -0.06 0.09 -0.15 Departure Headway 5.6 5.3 4.7 4.6 Degree Utilization, x 0.07 0.16 0.47 0.29 Capacity (veh/h) 564 608 742 739 Control Delay 9.0 9.3 11.8 9.5 Approach Delay 9.0 9.3 11.8 9.5 Approach LOS A A B A Intersection Summary Delay 10.5 Level of Service B Intersection Capacity Utilization 51.5% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 38 16 17 10 15 19 25 360 18 33 241 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 40 17 18 10 16 20 26 375 19 34 251 75 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 74 46 401 19 285 75 Volume Left (vph) 40 10 26 0 34 0 Volume Right (vph) 18 20 0 19 0 75 Hadj -0.04 -0.21 0.01 -0.60 0.02 -0.60 Departure Headway 5.5 5.4 4.6 3.2 4.7 3.2 Degree Utilization, x 0.11 0.07 0.51 0.02 0.38 0.07 Capacity (veh/h) 565 [PHONE REDACTED] 732 1121 Control Delay 9.2 8.8 12.3 6.3 10.5 6.4 Approach Delay 9.2 8.8 12.0 9.7 Approach LOS A A B A Intersection Summary Delay 10.7 Level of Service B Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 18 111 17 113 0 34 5 271 126 7 5 118 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.93 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.99 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1802 1491 1627 1787 1864 1878 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1802 1491 1627 1787 1864 1878 Peak-hour factor, 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 Adj. Flow (vph) 19 117 18 119 0 36 5 285 133 7 5 124 RTOR Reduction (vph) 0 0 0 101 0 0 0 0 2 0 0 0 Lane Group Flow (vph) 0 0 154 18 41 0 0 285 138 0 0 129 Confl. Peds. 24 14 6 6 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 12.2 12.2 4.2 15.9 15.9 10.6 Effective Green, g 12.2 12.2 4.2 15.9 15.9 10.6 Actuated g/C Ratio 0.15 0.15 0.05 0.20 0.20 0.13 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 271 224 84 351 366 246 v/s Ratio Prot c0.09 c0.03 c0.16 0.07 c0.07 v/s Ratio Perm 0.01 v/c Ratio 0.57 0.08 0.49 0.81 0.38 0.52 Uniform Delay, d1 31.9 29.5 37.3 31.1 28.2 32.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.1 1.6 12.7 0.2 0.9 Delay 33.5 29.6 38.9 43.7 28.4 33.7 Level of Service C C D D C C Approach Delay 31.8 38.9 38.7 33.5 Approach LOS C D D C Intersection Summary HCM 2000 Control Delay 35.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 80.9 Sum of lost time 26.5 Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 11 1 6 115 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.95 0.97 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.87 Flt Protected 1.00 1.00 Satd. Flow (prot) 1515 1594 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1515 1594 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Adj. Flow (vph) 12 1 6 121 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 12 0 128 0 Confl. Peds. 14 Confl. Bikes 3 Heavy Vehicles 1% 1% 1% 1% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 10.6 11.5 Effective Green, g 10.6 11.5 Actuated g/C Ratio 0.13 0.14 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 198 226 v/s Ratio Prot c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.57 Uniform Delay, d1 30.8 32.4 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 1.9 Delay 30.8 34.3 Level of Service C C Approach Delay 34.3 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 174 0 604 86 378 88 439 709 0 0 465 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 181 0 629 90 394 92 457 739 0 0 484 128 RTOR Reduction (vph) 0 0 380 0 0 76 0 0 0 0 0 74 Lane Group Flow (vph) 181 0 249 90 394 16 457 739 0 0 484 54 Confl. Peds. 54 2 2 54 31 41 41 31 Confl. Bikes 1 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.9 38.8 20.4 20.4 20.4 19.4 72.7 50.3 50.3 Effective Green, g 15.9 38.8 20.4 20.4 20.4 19.4 72.7 50.3 50.3 Actuated g/C Ratio 0.13 0.32 0.17 0.17 0.17 0.16 0.61 0.42 0.42 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 239 918 306 613 [PHONE REDACTED] 1498 644 v/s Ratio Prot c0.10 0.09 0.05 c0.11 c0.13 0.14 c0.14 v/s Ratio Perm 0.01 0.03 v/c Ratio 0.76 0.27 0.29 0.64 0.06 0.81 0.24 0.32 0.08 Uniform Delay, d1 50.2 30.1 43.5 46.4 41.8 48.5 10.9 23.4 21.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.5 0.1 0.2 1.7 0.0 7.8 0.2 0.6 0.3 Delay 61.7 30.2 43.7 48.1 41.8 56.3 11.1 24.0 21.2 Level of Service E C D D D E B C C Approach Delay 37.2 46.4 28.4 23.4 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 32.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 88.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 26 33 33 29 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.82 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1332 1801 1583 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1332 1801 1583 1805 3574 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 26 33 33 29 48 58 12 234 9 18 39 621 RTOR Reduction (vph) 0 0 57 0 0 0 0 203 0 0 0 0 Lane Group Flow (vph) 0 59 5 0 0 0 118 31 0 0 66 621 Confl. Peds. 45 31 45 31 31 12 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 8.0 8.0 12.9 12.9 8.5 25.4 Effective Green, g 8.0 8.0 12.9 12.9 8.5 25.4 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.26 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 154 111 242 212 159 945 v/s Ratio Prot c0.03 c0.07 0.04 0.17 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.38 0.05 0.49 0.15 0.42 0.66 Uniform Delay, d1 41.7 40.5 38.5 36.7 41.4 31.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.2 1.5 0.3 1.8 1.7 Delay 43.3 40.7 40.0 37.0 43.2 33.1 Level of Service D D D D D C Approach Delay 41.9 38.0 33.0 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 37.3 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 96.0 Sum of lost time 20.0 Intersection Capacity Utilization 88.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR SBR2 NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 375 542 217 1 42 257 133 13 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.95 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1556 3467 3319 3315 1575 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1556 3467 3319 3315 1575 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 110 379 547 219 1 42 260 134 13 RTOR Reduction (vph) 81 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 29 379 767 0 0 0 436 0 13 Confl. Peds. 11 11 31 12 12 11 44 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.4 15.4 33.3 14.3 96.0 Effective Green, g 25.4 15.4 33.3 14.3 96.0 Actuated g/C Ratio 0.26 0.16 0.35 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 493 1575 v/s Ratio Prot c0.11 c0.23 v/s Ratio Perm 0.02 0.13 0.01 v/c Ratio 0.07 0.68 0.67 0.88 0.01 Uniform Delay, d1 26.5 38.0 26.6 40.0 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 3.4 1.5 17.0 0.0 Delay 26.5 41.4 28.1 57.0 0.0 Level of Service C D C E A Approach Delay 32.5 55.4 Approach LOS C E Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 4 89 19 125 327 10 11 150 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 5 102 22 144 376 11 13 172 110 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 137 129 531 295 Volume Left (vph) 107 5 144 13 Volume Right (vph) 13 22 11 110 Hadj 0.10 -0.07 0.04 -0.13 Departure Headway 6.5 6.4 5.3 5.5 Degree Utilization, x 0.25 0.23 0.78 0.45 Capacity (veh/h) 490 496 660 615 Control Delay 11.7 11.3 24.6 12.9 Approach Delay 11.7 11.3 24.6 12.9 Approach LOS B B C B Intersection Summary Delay 18.2 Level of Service C Intersection Capacity Utilization 63.1% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- Appendix 6 Baseline plus Project Traffic Level-of-Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 11 9 10 31 23 33 257 8 28 451 142 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 26 12 10 11 34 25 36 282 9 31 496 156 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 48 70 319 9 526 156 Volume Left (vph) 26 11 36 0 31 0 Volume Right (vph) 10 25 0 9 0 156 Hadj -0.01 -0.18 0.02 -0.60 0.01 -0.60 Departure Headway 6.0 5.8 4.9 3.2 4.7 3.2 Degree Utilization, x 0.08 0.11 0.44 0.01 0.68 0.14 Capacity (veh/h) 517 [PHONE REDACTED] 748 1121 Control Delay 9.6 9.6 11.7 6.2 17.2 6.7 Approach Delay 9.6 9.6 11.5 14.8 Approach LOS A A B B Intersection Summary Delay 13.3 Level of Service B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 16 79 119 173 0 194 30 170 110 33 37 234 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.90 0.95 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.97 1.00 Flt Protected 0.98 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1859 1461 1561 1805 1823 1887 Flt Permitted 0.98 1.00 1.00 0.95 1.00 0.99 Satd. Flow (perm) 1859 1461 1561 1805 1823 1887 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 18 87 131 190 0 213 33 187 121 36 41 257 RTOR Reduction (vph) 0 0 0 162 0 0 0 0 9 0 0 0 Lane Group Flow (vph) 0 0 236 28 246 0 0 187 148 0 0 298 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 18.4 18.4 20.1 14.4 14.4 21.6 Effective Green, g 18.4 18.4 20.1 14.4 14.4 21.6 Actuated g/C Ratio 0.15 0.15 0.16 0.12 0.12 0.17 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 275 216 252 209 211 328 v/s Ratio Prot c0.13 c0.16 c0.10 0.08 c0.16 v/s Ratio Perm 0.02 v/c Ratio 0.86 0.13 0.98 0.89 0.70 0.91 Uniform Delay, d1 51.6 45.9 51.8 54.1 52.8 50.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 21.6 0.1 49.4 34.1 8.3 27.0 Delay 73.2 46.0 101.1 88.2 61.1 77.3 Level of Service E D F F E E Approach Delay 61.1 101.1 75.9 76.9 Approach LOS E F E E Intersection Summary HCM 2000 Control Delay 89.2 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 124.1 Sum of lost time 26.5 Intersection Capacity Utilization 95.5% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 3 2 49 245 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.95 0.93 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.89 Flt Protected 1.00 0.99 Satd. Flow (prot) 1536 1548 Flt Permitted 1.00 0.99 Satd. Flow (perm) 1536 1548 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 Adj. Flow (vph) 3 2 54 269 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 3 0 325 0 Confl. Peds. 8 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 21.6 23.1 Effective Green, g 21.6 23.1 Actuated g/C Ratio 0.17 0.19 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 267 288 v/s Ratio Prot c0.21 v/s Ratio Perm 0.00 v/c Ratio 0.01 1.13 Uniform Delay, d1 42.4 50.5 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 92.2 Delay 42.4 142.7 Level of Service D F Approach Delay 142.7 Approach LOS F Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 191 0 969 170 336 116 269 384 0 0 518 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1515 3502 5136 3574 1545 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1515 3502 5136 3574 1545 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 197 0 999 175 346 120 277 396 0 0 534 127 RTOR Reduction (vph) 0 0 217 0 0 97 0 0 0 0 0 78 Lane Group Flow (vph) 197 0 782 175 346 23 277 396 0 0 534 49 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 20.7 39.5 17.4 17.4 17.4 15.3 40.4 22.1 22.1 Effective Green, g 20.7 39.5 17.4 17.4 17.4 15.3 40.4 22.1 22.1 Actuated g/C Ratio 0.23 0.44 0.19 0.19 0.19 0.17 0.45 0.25 0.25 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 417 1254 350 701 [PHONE REDACTED] 882 381 v/s Ratio Prot 0.11 c0.28 c0.10 0.10 0.08 0.08 c0.15 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.47 0.62 0.50 0.49 0.08 0.46 0.17 0.61 0.13 Uniform Delay, d1 29.7 19.3 32.2 32.1 29.5 33.4 14.6 29.8 26.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.7 0.4 0.2 0.0 0.2 0.0 1.4 0.2 Delay 30.0 20.0 32.6 32.3 29.5 33.6 14.6 31.2 26.4 Level of Service C B C C C C B C C Approach Delay 21.6 31.9 22.4 30.3 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 89.5 Sum of lost time 14.0 Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 6 85 105 44 45 56 4 92 8 10 9 431 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.73 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1894 1185 1794 1562 1805 3574 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1894 1185 1794 1562 1805 3574 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 6 87 107 45 46 57 4 94 8 10 9 440 RTOR Reduction (vph) 0 0 84 0 0 0 0 82 0 0 0 0 Lane Group Flow (vph) 0 93 68 0 0 0 107 12 0 0 27 440 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 13.9 13.9 15.5 15.5 6.3 25.5 Effective Green, g 13.9 13.9 15.5 15.5 6.3 25.5 Actuated g/C Ratio 0.11 0.11 0.13 0.13 0.05 0.21 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 133 226 196 92 740 v/s Ratio Prot 0.05 c0.06 0.01 0.12 v/s Ratio Perm c0.06 0.01 v/c Ratio 0.43 0.51 0.47 0.06 0.29 0.59 Uniform Delay, d1 50.9 51.3 50.0 47.3 56.2 44.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 3.0 1.6 0.1 1.8 1.3 Delay 52.3 54.4 51.5 47.5 58.0 45.4 Level of Service D D D D E D Approach Delay 53.6 49.6 45.0 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 44.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 123.0 Sum of lost time 20.0 Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 86 593 782 293 13 138 133 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1550 3467 3339 3237 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1550 3467 3339 3237 1578 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 88 605 798 299 13 141 136 5 RTOR Reduction (vph) 70 0 0 0 0 0 0 0 Lane Group Flow (vph) 18 605 1097 0 0 290 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.5 28.0 48.2 20.1 123.0 Effective Green, g 25.5 28.0 48.2 20.1 123.0 Actuated g/C Ratio 0.21 0.23 0.39 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 528 1578 v/s Ratio Prot c0.17 c0.33 v/s Ratio Perm 0.01 0.09 0.00 v/c Ratio 0.06 0.77 0.84 0.55 0.00 Uniform Delay, d1 39.1 44.4 33.9 47.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.5 4.9 1.2 0.0 Delay 39.2 48.9 38.8 48.5 0.0 Level of Service D D D D A Approach Delay 42.4 47.6 Approach LOS D D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 13 176 29 257 143 1 11 289 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 14 187 31 273 152 1 12 307 201 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 46 232 427 520 Volume Left (vph) 26 14 273 12 Volume Right (vph) 7 31 1 201 Hadj 0.01 -0.05 0.14 -0.19 Departure Headway 7.3 6.5 5.9 5.4 Degree Utilization, x 0.09 0.42 0.69 0.78 Capacity (veh/h) 409 503 592 640 Control Delay 11.0 14.2 21.1 25.2 Approach Delay 11.0 14.2 21.1 25.2 Approach LOS B B C D Intersection Summary Delay 21.2 Level of Service C Intersection Capacity Utilization 72.5% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 60 19 9 66 16 13 229 6 22 222 61 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 25 63 20 9 69 17 14 241 6 23 234 64 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 108 96 255 6 257 64 Volume Left (vph) 25 9 14 0 23 0 Volume Right (vph) 20 17 0 6 0 64 Hadj -0.06 -0.09 0.01 -0.60 0.02 -0.60 Departure Headway 5.2 5.2 4.8 3.2 4.8 3.2 Degree Utilization, x 0.16 0.14 0.34 0.01 0.34 0.06 Capacity (veh/h) 608 [PHONE REDACTED] 714 1121 Control Delay 9.2 9.1 10.2 6.2 10.3 6.4 Approach Delay 9.2 9.1 10.1 9.5 Approach LOS A A B A Intersection Summary Delay 9.6 Level of Service A Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 12 118 81 108 0 140 23 215 94 22 22 94 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.91 0.97 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.97 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1843 1464 1595 1805 1834 1882 Flt Permitted 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (perm) 1843 1464 1595 1805 1834 1882 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 88 117 0 152 25 234 102 24 24 102 RTOR Reduction (vph) 0 0 0 97 0 0 0 0 7 0 0 0 Lane Group Flow (vph) 0 0 229 20 177 0 0 234 119 0 0 126 Confl. Peds. 2 1 32 2 1 2 4 4 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 16.6 16.6 15.3 15.4 15.4 11.3 Effective Green, g 16.6 16.6 15.3 15.4 15.4 11.3 Actuated g/C Ratio 0.17 0.17 0.16 0.16 0.16 0.11 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 310 246 247 282 286 215 v/s Ratio Prot c0.12 c0.11 c0.13 0.07 c0.07 v/s Ratio Perm 0.01 v/c Ratio 0.74 0.08 0.72 0.83 0.42 0.59 Uniform Delay, d1 38.9 34.5 39.5 40.3 37.5 41.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.7 0.1 8.0 17.2 0.4 2.6 Delay 46.6 34.6 47.5 57.5 37.9 44.0 Level of Service D C D E D D Approach Delay 42.5 47.5 50.6 43.7 Approach LOS D D D D Intersection Summary HCM 2000 Control Delay 46.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.71 Actuated Cycle Length 98.5 Sum of lost time 26.5 Intersection Capacity Utilization 71.5% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 8 1 28 96 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.97 0.90 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.90 Flt Protected 1.00 0.99 Satd. Flow (prot) 1574 1508 Flt Permitted 1.00 0.99 Satd. Flow (perm) 1574 1508 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 1 30 104 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 9 0 135 0 Confl. Peds. 2 1 4 32 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 11.3 13.4 Effective Green, g 11.3 13.4 Actuated g/C Ratio 0.11 0.14 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 180 205 v/s Ratio Prot c0.09 v/s Ratio Perm 0.01 v/c Ratio 0.05 0.66 Uniform Delay, d1 38.8 40.4 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 5.7 Delay 38.9 46.1 Level of Service D D Approach Delay 46.1 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 164 0 538 93 246 92 435 519 0 0 624 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 171 0 560 97 256 96 453 541 0 0 650 127 RTOR Reduction (vph) 0 0 314 0 0 80 0 0 0 0 0 62 Lane Group Flow (vph) 171 0 246 97 256 16 453 541 0 0 650 65 Confl. Peds. 10 2 2 10 38 27 27 38 Confl. Bikes 3 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.5 38.2 20.1 20.1 20.1 19.2 73.4 51.2 51.2 Effective Green, g 15.5 38.2 20.1 20.1 20.1 19.2 73.4 51.2 51.2 Actuated g/C Ratio 0.13 0.32 0.17 0.17 0.17 0.16 0.61 0.43 0.43 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 233 904 302 604 [PHONE REDACTED] 1524 651 v/s Ratio Prot c0.09 0.09 0.05 c0.07 c0.13 0.11 c0.18 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.73 0.27 0.32 0.42 0.06 0.81 0.17 0.43 0.10 Uniform Delay, d1 50.3 30.5 43.9 44.8 42.0 48.6 10.1 24.1 20.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 0.1 0.2 0.2 0.0 8.0 0.1 0.9 0.3 Delay 60.1 30.6 44.2 44.9 42.0 56.6 10.2 25.0 20.9 Level of Service E C D D D E B C C Approach Delay 37.5 44.2 31.4 24.3 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 33.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 21 27 25 28 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.83 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1338 1801 1557 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1338 1801 1557 1805 3574 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 22 28 26 29 52 55 11 141 19 15 48 624 RTOR Reduction (vph) 0 0 51 0 0 0 0 122 0 0 0 0 Lane Group Flow (vph) 0 50 4 0 0 0 118 19 0 0 82 624 Confl. Peds. 2 39 33 39 33 2 33 25 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 7.8 7.8 13.0 13.0 8.5 28.0 Effective Green, g 7.8 7.8 13.0 13.0 8.5 28.0 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.28 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 146 105 237 [PHONE REDACTED] v/s Ratio Prot c0.03 c0.07 0.05 0.17 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.34 0.04 0.50 0.09 0.53 0.62 Uniform Delay, d1 43.0 42.0 39.8 37.7 43.2 30.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.2 1.6 0.2 3.2 1.1 Delay 44.4 42.2 41.5 37.8 46.4 31.8 Level of Service D D D D D C Approach Delay 43.2 39.5 32.9 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 98.7 Sum of lost time 20.0 Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 369 610 226 31 182 136 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.98 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 Frt 0.85 1.00 0.96 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1552 3467 3353 3262 1582 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1552 3467 3353 3262 1582 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 62 384 635 235 32 190 142 19 RTOR Reduction (vph) 44 0 0 0 0 0 0 0 Lane Group Flow (vph) 18 384 870 0 0 364 0 19 Confl. Peds. 12 12 33 25 2 12 29 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 28.0 15.6 36.1 14.3 98.7 Effective Green, g 28.0 15.6 36.1 14.3 98.7 Actuated g/C Ratio 0.28 0.16 0.37 0.14 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 472 1582 v/s Ratio Prot c0.11 c0.26 v/s Ratio Perm 0.01 0.11 0.01 v/c Ratio 0.04 0.70 0.71 0.77 0.01 Uniform Delay, d1 25.6 39.3 26.8 40.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 4.1 1.9 7.6 0.0 Delay 25.6 43.4 28.7 48.3 0.0 Level of Service C D C D A Approach Delay 33.2 45.9 Approach LOS C D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 1 81 21 221 220 6 11 145 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 1 87 23 238 237 6 12 156 81 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 44 111 481 248 Volume Left (vph) 29 1 238 12 Volume Right (vph) 5 23 6 81 Hadj 0.08 -0.06 0.12 -0.14 Departure Headway 6.0 5.7 4.8 4.8 Degree Utilization, x 0.07 0.17 0.64 0.33 Capacity (veh/h) 514 557 725 708 Control Delay 9.5 9.9 16.0 10.2 Approach Delay 9.5 9.9 16.0 10.2 Approach LOS A A C B Intersection Summary Delay 13.3 Level of Service B Intersection Capacity Utilization 58.4% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 38 16 17 10 15 19 25 401 18 33 270 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 40 17 18 10 16 20 26 418 19 34 281 75 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 74 46 444 19 316 75 Volume Left (vph) 40 10 26 0 34 0 Volume Right (vph) 18 20 0 19 0 75 Hadj -0.04 -0.21 0.01 -0.60 0.02 -0.60 Departure Headway 5.7 5.6 4.7 3.2 4.8 3.2 Degree Utilization, x 0.12 0.07 0.57 0.02 0.42 0.07 Capacity (veh/h) 541 [PHONE REDACTED] 723 1121 Control Delay 9.5 9.1 13.7 6.3 11.3 6.4 Approach Delay 9.5 9.1 13.4 10.3 Approach LOS A A B B Intersection Summary Delay 11.7 Level of Service B Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 18 111 68 135 0 126 20 292 131 21 20 121 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.95 0.96 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.98 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1840 1535 1571 1805 1853 1887 Flt Permitted 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (perm) 1840 1535 1571 1805 1853 1887 Peak-hour factor, 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 Adj. Flow (vph) 19 117 72 142 0 133 21 307 138 22 21 127 RTOR Reduction (vph) 0 0 0 119 0 0 0 0 4 0 0 0 Lane Group Flow (vph) 0 0 208 23 154 0 0 307 156 0 0 148 Confl. Peds. 7 12 7 7 3 3 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 15.6 15.6 13.9 15.5 15.5 12.5 Effective Green, g 15.6 15.6 13.9 15.5 15.5 12.5 Actuated g/C Ratio 0.16 0.16 0.14 0.16 0.16 0.13 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 293 244 223 285 293 240 v/s Ratio Prot c0.11 c0.10 c0.17 0.08 c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.71 0.09 0.69 1.08 0.53 0.62 Uniform Delay, d1 39.0 35.1 40.0 41.2 37.9 40.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 6.3 0.1 7.2 75.4 0.9 3.3 Delay 45.3 35.2 47.2 116.6 38.8 43.7 Level of Service D D D F D D Approach Delay 41.2 47.2 89.9 43.3 Approach LOS D D F D Intersection Summary HCM 2000 Control Delay 60.4 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.76 Actuated Cycle Length 97.9 Sum of lost time 26.5 Intersection Capacity Utilization 79.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 11 1 26 114 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.96 0.94 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.89 Flt Protected 1.00 0.99 Satd. Flow (prot) 1551 1583 Flt Permitted 1.00 0.99 Satd. Flow (perm) 1551 1583 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 Adj. Flow (vph) 12 1 27 120 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 12 0 148 0 Confl. Peds. 7 3 12 Confl. Bikes 3 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 12.5 13.9 Effective Green, g 12.5 13.9 Actuated g/C Ratio 0.13 0.14 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 198 224 v/s Ratio Prot c0.09 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.66 Uniform Delay, d1 37.5 39.8 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 5.6 Delay 37.6 45.3 Level of Service D D Approach Delay 45.3 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 174 0 632 110 409 123 439 709 0 0 496 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 181 0 658 115 426 128 457 739 0 0 517 128 RTOR Reduction (vph) 0 0 327 0 0 105 0 0 0 0 0 75 Lane Group Flow (vph) 181 0 331 115 426 23 457 739 0 0 517 53 Confl. Peds. 54 2 2 54 31 41 41 31 Confl. Bikes 1 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.9 38.8 21.3 21.3 21.3 19.4 71.8 49.4 49.4 Effective Green, g 15.9 38.8 21.3 21.3 21.3 19.4 71.8 49.4 49.4 Actuated g/C Ratio 0.13 0.32 0.18 0.18 0.18 0.16 0.60 0.41 0.41 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 239 918 320 640 [PHONE REDACTED] 1471 633 v/s Ratio Prot c0.10 0.12 0.06 c0.12 c0.13 0.14 c0.14 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.76 0.36 0.36 0.67 0.08 0.81 0.24 0.35 0.08 Uniform Delay, d1 50.2 31.1 43.4 46.0 41.2 48.5 11.3 24.3 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.5 0.1 0.3 2.0 0.0 7.8 0.2 0.7 0.3 Delay 61.7 31.2 43.6 48.1 41.3 56.3 11.5 24.9 21.8 Level of Service E C D D D E B C C Approach Delay 37.8 46.0 28.6 24.3 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 33.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 26 33 33 29 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.82 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1329 1801 1583 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1329 1801 1583 1805 3574 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 26 33 33 29 48 58 12 234 9 18 39 621 RTOR Reduction (vph) 0 0 57 0 0 0 0 203 0 0 0 0 Lane Group Flow (vph) 0 59 5 0 0 0 118 31 0 0 66 621 Confl. Peds. 45 31 45 31 31 12 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 8.0 8.0 12.9 12.9 8.5 25.4 Effective Green, g 8.0 8.0 12.9 12.9 8.5 25.4 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.26 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 153 109 239 210 158 934 v/s Ratio Prot c0.03 c0.07 0.04 0.17 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.39 0.05 0.49 0.15 0.42 0.66 Uniform Delay, d1 42.2 41.0 39.1 37.2 42.0 32.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.2 1.6 0.3 1.8 1.8 Delay 43.8 41.2 40.7 37.6 43.7 33.8 Level of Service D D D D D C Approach Delay 42.5 38.6 33.7 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 39.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 97.1 Sum of lost time 20.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 435 560 222 42 257 145 13 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.98 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.95 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1556 3467 3346 3306 1575 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1556 3467 3346 3306 1575 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 110 439 566 224 42 260 146 13 RTOR Reduction (vph) 81 0 0 0 0 0 0 0 Lane Group Flow (vph) 29 439 790 0 0 448 0 13 Confl. Peds. 11 11 31 12 11 44 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.4 16.5 34.4 14.3 97.1 Effective Green, g 25.4 16.5 34.4 14.3 97.1 Actuated g/C Ratio 0.26 0.17 0.35 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 486 1575 v/s Ratio Prot c0.13 c0.24 v/s Ratio Perm 0.02 0.14 0.01 v/c Ratio 0.07 0.75 0.67 0.92 0.01 Uniform Delay, d1 27.0 38.3 26.5 40.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.1 1.4 23.0 0.0 Delay 27.0 43.4 27.9 63.9 0.0 Level of Service C D C E A Approach Delay 33.5 62.1 Approach LOS C E Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 4 89 19 217 348 10 11 170 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 5 102 22 249 400 11 13 195 110 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 137 129 661 318 Volume Left (vph) 107 5 249 13 Volume Right (vph) 13 22 11 110 Hadj 0.10 -0.07 0.07 -0.12 Departure Headway 7.0 6.8 5.5 5.8 Degree Utilization, x 0.26 0.24 1.0 0.51 Capacity (veh/h) 486 492 661 598 Control Delay 12.5 12.0 60.7 14.6 Approach Delay 12.5 12.0 60.7 14.6 Approach LOS B B F B Intersection Summary Delay 38.6 Level of Service E Intersection Capacity Utilization 70.3% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- Appendix 7 Baseline plus Project Traffic (Mitigated) Level-of-Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project with Mitigation 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 11 9 10 31 23 33 257 8 28 451 142 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Hourly flow rate (vph) 26 12 10 11 34 25 36 282 9 31 496 156 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 48 70 319 9 526 156 Volume Left (vph) 26 11 36 0 31 0 Volume Right (vph) 10 25 0 9 0 156 Hadj -0.01 -0.18 0.02 -0.60 0.01 -0.60 Departure Headway 6.0 5.8 4.9 3.2 4.7 3.2 Degree Utilization, x 0.08 0.11 0.44 0.01 0.68 0.14 Capacity (veh/h) 517 [PHONE REDACTED] 748 1121 Control Delay 9.6 9.6 11.7 6.2 17.2 6.7 Approach Delay 9.6 9.6 11.5 14.8 Approach LOS A A B B Intersection Summary Delay 13.3 Level of Service B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBR WBR2 NBL NBT NBR SBL SBT SBR2 Lane Configurations Volume (vph) 16 79 119 173 194 30 170 110 33 37 234 3 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 10 10 12 12 11 11 11 12 12 12 Total Lost time 5.5 5.5 4.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.91 0.86 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1685 1552 1644 1729 1764 1883 Flt Permitted 0.95 1.00 1.00 0.46 1.00 0.94 Satd. Flow (perm) 1685 1552 1644 844 1764 1778 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 18 87 131 190 213 33 187 121 36 41 257 3 RTOR Reduction (vph) 0 0 57 0 0 0 0 11 0 0 0 0 Lane Group Flow (vph) 0 105 264 0 246 0 187 146 0 0 301 0 Confl. Peds. 8 2 26 8 2 8 2 2 8 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Prot Prot NA custom Perm NA Perm NA Protected Phases 5 5 2 6 14 4 4 Permitted Phases 4 4 Actuated Green, G 8.8 20.2 31.0 22.7 22.7 22.7 Effective Green, g 8.8 20.2 27.0 22.7 22.7 22.7 Actuated g/C Ratio 0.11 0.26 0.35 0.29 0.29 0.29 Clearance Time 5.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 190 401 569 245 513 517 v/s Ratio Prot 0.06 c0.17 0.15 0.08 v/s Ratio Perm c0.22 0.17 v/c Ratio 0.55 0.66 0.43 0.76 0.28 0.58 Uniform Delay, d1 32.7 25.8 19.6 25.2 21.4 23.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.0 3.0 0.5 11.9 0.1 1.1 Delay 34.7 28.8 20.1 37.1 21.5 24.7 Level of Service C C C D C C Approach Delay 30.2 30.0 24.7 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 30.8 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length 78.0 Sum of lost time 25.0 Intersection Capacity Utilization 80.8% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SEL2 SEL SER Lane Configurations Volume (vph) 2 49 245 Ideal Flow 1900 1900 1900 Lane Width 12 12 12 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.94 Flpb, ped/bikes 1.00 Frt 0.89 Flt Protected 0.99 Satd. Flow (prot) 1568 Flt Permitted 1.00 Satd. Flow (perm) 1578 Peak-hour factor, PHF 0.91 0.91 0.91 Adj. Flow (vph) 2 54 269 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 325 0 Confl. Peds. 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% Turn Type Perm Prot Protected Phases 10 Permitted Phases 10 Actuated Green, G 18.6 Effective Green, g 18.6 Actuated g/C Ratio 0.24 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 376 v/s Ratio Prot v/s Ratio Perm c0.21 v/c Ratio 0.86 Uniform Delay, d1 28.5 Progression Factor 1.00 Incremental Delay, d2 17.7 Delay 46.2 Level of Service D Approach Delay 46.2 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 191 0 969 170 336 116 269 384 0 0 518 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.96 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1515 3502 5136 3574 1545 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1515 3502 5136 3574 1545 Peak-hour factor, PHF 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Adj. Flow (vph) 197 0 999 175 346 120 277 396 0 0 534 127 RTOR Reduction (vph) 0 0 217 0 0 97 0 0 0 0 0 78 Lane Group Flow (vph) 197 0 782 175 346 23 277 396 0 0 534 49 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 20.7 39.5 17.4 17.4 17.4 15.3 40.4 22.1 22.1 Effective Green, g 20.7 39.5 17.4 17.4 17.4 15.3 40.4 22.1 22.1 Actuated g/C Ratio 0.23 0.44 0.19 0.19 0.19 0.17 0.45 0.25 0.25 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 417 1254 350 701 [PHONE REDACTED] 882 381 v/s Ratio Prot 0.11 c0.28 c0.10 0.10 0.08 0.08 c0.15 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.47 0.62 0.50 0.49 0.08 0.46 0.17 0.61 0.13 Uniform Delay, d1 29.7 19.3 32.2 32.1 29.5 33.4 14.6 29.8 26.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.3 0.7 0.4 0.2 0.0 0.2 0.0 1.4 0.2 Delay 30.0 20.0 32.6 32.3 29.5 33.6 14.6 31.2 26.4 Level of Service C B C C C C B C C Approach Delay 21.6 31.9 22.4 30.3 Approach LOS C C C C Intersection Summary HCM 2000 Control Delay 25.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62 Actuated Cycle Length 89.5 Sum of lost time 14.0 Intersection Capacity Utilization 85.2% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 6 85 105 44 45 56 4 92 8 10 9 431 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.73 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1894 1185 1794 1562 1805 3574 Flt Permitted 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (perm) 1894 1185 1794 1562 1805 3574 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 6 87 107 45 46 57 4 94 8 10 9 440 RTOR Reduction (vph) 0 0 84 0 0 0 0 82 0 0 0 0 Lane Group Flow (vph) 0 93 68 0 0 0 107 12 0 0 27 440 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 13.9 13.9 15.5 15.5 6.3 25.5 Effective Green, g 13.9 13.9 15.5 15.5 6.3 25.5 Actuated g/C Ratio 0.11 0.11 0.13 0.13 0.05 0.21 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 214 133 226 196 92 740 v/s Ratio Prot 0.05 c0.06 0.01 0.12 v/s Ratio Perm c0.06 0.01 v/c Ratio 0.43 0.51 0.47 0.06 0.29 0.59 Uniform Delay, d1 50.9 51.3 50.0 47.3 56.2 44.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 3.0 1.6 0.1 1.8 1.3 Delay 52.3 54.4 51.5 47.5 58.0 45.4 Level of Service D D D D E D Approach Delay 53.6 49.6 45.0 Approach LOS D D D Intersection Summary HCM 2000 Control Delay 44.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 123.0 Sum of lost time 20.0 Intersection Capacity Utilization 98.3% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 86 593 782 293 13 138 133 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1550 3467 3339 3237 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1550 3467 3339 3237 1578 Peak-hour factor, PHF 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Adj. Flow (vph) 88 605 798 299 13 141 136 5 RTOR Reduction (vph) 70 0 0 0 0 0 0 0 Lane Group Flow (vph) 18 605 1097 0 0 290 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.5 28.0 48.2 20.1 123.0 Effective Green, g 25.5 28.0 48.2 20.1 123.0 Actuated g/C Ratio 0.21 0.23 0.39 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 528 1578 v/s Ratio Prot c0.17 c0.33 v/s Ratio Perm 0.01 0.09 0.00 v/c Ratio 0.06 0.77 0.84 0.55 0.00 Uniform Delay, d1 39.1 44.4 33.9 47.3 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.5 4.9 1.2 0.0 Delay 39.2 48.9 38.8 48.5 0.0 Level of Service D D D D A Approach Delay 42.4 47.6 Approach LOS D D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project with Mitigation 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 13 176 29 257 143 1 11 289 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 14 187 31 273 152 1 12 307 201 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total (vph) 46 232 273 153 520 Volume Left (vph) 26 14 273 0 12 Volume Right (vph) 7 31 0 1 201 Hadj 0.01 -0.05 0.52 0.01 -0.19 Departure Headway 7.1 6.4 6.7 6.2 5.4 Degree Utilization, x 0.09 0.41 0.51 0.26 0.79 Capacity (veh/h) 443 512 512 559 648 Control Delay 10.8 13.8 15.2 10.2 25.5 Approach Delay 10.8 13.8 13.4 25.5 Approach LOS B B B D Intersection Summary Delay 18.5 Level of Service C Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project with Mitigation 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 60 19 9 66 16 13 229 6 22 222 61 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 25 63 20 9 69 17 14 241 6 23 234 64 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 108 96 255 6 257 64 Volume Left (vph) 25 9 14 0 23 0 Volume Right (vph) 20 17 0 6 0 64 Hadj -0.06 -0.09 0.01 -0.60 0.02 -0.60 Departure Headway 5.2 5.2 4.8 3.2 4.8 3.2 Degree Utilization, x 0.16 0.14 0.34 0.01 0.34 0.06 Capacity (veh/h) 608 [PHONE REDACTED] 714 1121 Control Delay 9.2 9.1 10.2 6.2 10.3 6.4 Approach Delay 9.2 9.1 10.1 9.5 Approach LOS A A B A Intersection Summary Delay 9.6 Level of Service A Intersection Capacity Utilization 48.7% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBR WBR2 NBL NBT NBR SBL SBT SBR2 Lane Configurations Volume (vph) 12 118 81 108 140 23 215 94 22 22 94 8 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 10 10 12 12 11 11 11 12 12 12 Total Lost time 5.5 5.5 4.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.96 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.91 0.86 1.00 0.97 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1685 1558 1644 1740 1775 1861 Flt Permitted 0.95 1.00 1.00 0.73 1.00 0.93 Satd. Flow (perm) 1685 1558 1644 1329 1775 1755 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 88 117 152 25 234 102 24 24 102 9 RTOR Reduction (vph) 0 0 43 0 0 0 0 9 0 0 0 0 Lane Group Flow (vph) 0 141 162 0 177 0 234 117 0 0 135 0 Confl. Peds. 2 1 32 2 1 2 4 4 2 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Prot Prot NA custom Perm NA Perm NA Protected Phases 5 5 2 6 14 4 4 Permitted Phases 4 4 Actuated Green, G 9.1 20.1 22.6 17.9 17.9 17.9 Effective Green, g 9.1 20.1 18.6 17.9 17.9 17.9 Actuated g/C Ratio 0.14 0.31 0.29 0.27 0.27 0.27 Clearance Time 5.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 235 481 469 365 488 482 v/s Ratio Prot c0.08 c0.10 0.11 0.07 v/s Ratio Perm c0.18 0.08 v/c Ratio 0.60 0.34 0.38 0.64 0.24 0.28 Uniform Delay, d1 26.3 17.4 18.6 20.8 18.3 18.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.2 0.5 2.9 0.1 0.1 Delay 29.0 17.5 19.1 23.6 18.4 18.7 Level of Service C B B C B B Approach Delay 22.2 21.8 18.7 Approach LOS C C B Intersection Summary HCM 2000 Control Delay 21.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 65.1 Sum of lost time 25.0 Intersection Capacity Utilization 57.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SEL2 SEL SER Lane Configurations Volume (vph) 1 28 96 Ideal Flow 1900 1900 1900 Lane Width 12 12 12 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.91 Flpb, ped/bikes 1.00 Frt 0.90 Flt Protected 0.99 Satd. Flow (prot) 1528 Flt Permitted 1.00 Satd. Flow (perm) 1541 Peak-hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 1 30 104 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 135 0 Confl. Peds. 1 4 32 Heavy Vehicles 0% 0% 0% Turn Type Perm Prot Protected Phases 10 Permitted Phases 10 Actuated Green, G 10.6 Effective Green, g 10.6 Actuated g/C Ratio 0.16 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 250 v/s Ratio Prot v/s Ratio Perm c0.09 v/c Ratio 0.54 Uniform Delay, d1 25.0 Progression Factor 1.00 Incremental Delay, d2 1.3 Delay 26.3 Level of Service C Approach Delay 26.3 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 164 0 538 93 246 92 435 519 0 0 624 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.94 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1580 3502 5136 3574 1526 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 171 0 560 97 256 96 453 541 0 0 650 127 RTOR Reduction (vph) 0 0 314 0 0 80 0 0 0 0 0 62 Lane Group Flow (vph) 171 0 246 97 256 16 453 541 0 0 650 65 Confl. Peds. 10 2 2 10 38 27 27 38 Confl. Bikes 3 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.5 38.2 20.1 20.1 20.1 19.2 73.4 51.2 51.2 Effective Green, g 15.5 38.2 20.1 20.1 20.1 19.2 73.4 51.2 51.2 Actuated g/C Ratio 0.13 0.32 0.17 0.17 0.17 0.16 0.61 0.43 0.43 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 233 904 302 604 [PHONE REDACTED] 1524 651 v/s Ratio Prot c0.09 0.09 0.05 c0.07 c0.13 0.11 c0.18 v/s Ratio Perm 0.01 0.04 v/c Ratio 0.73 0.27 0.32 0.42 0.06 0.81 0.17 0.43 0.10 Uniform Delay, d1 50.3 30.5 43.9 44.8 42.0 48.6 10.1 24.1 20.6 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 0.1 0.2 0.2 0.0 8.0 0.1 0.9 0.3 Delay 60.1 30.6 44.2 44.9 42.0 56.6 10.2 25.0 20.9 Level of Service E C D D D E B C C Approach Delay 37.5 44.2 31.4 24.3 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 33.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.54 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 76.6% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 21 27 25 28 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.83 1.00 0.98 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1338 1801 1557 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1338 1801 1557 1805 3574 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 22 28 26 29 52 55 11 141 19 15 48 624 RTOR Reduction (vph) 0 0 51 0 0 0 0 122 0 0 0 0 Lane Group Flow (vph) 0 50 4 0 0 0 118 19 0 0 82 624 Confl. Peds. 2 39 33 39 33 2 33 25 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 7.8 7.8 13.0 13.0 8.5 28.0 Effective Green, g 7.8 7.8 13.0 13.0 8.5 28.0 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.28 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 146 105 237 [PHONE REDACTED] v/s Ratio Prot c0.03 c0.07 0.05 0.17 v/s Ratio Perm 0.00 0.01 v/c Ratio 0.34 0.04 0.50 0.09 0.53 0.62 Uniform Delay, d1 43.0 42.0 39.8 37.7 43.2 30.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.4 0.2 1.6 0.2 3.2 1.1 Delay 44.4 42.2 41.5 37.8 46.4 31.8 Level of Service D D D D D C Approach Delay 43.2 39.5 32.9 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 35.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.67 Actuated Cycle Length 98.7 Sum of lost time 20.0 Intersection Capacity Utilization 87.8% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 4: San Pablo Ave & Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 369 610 226 31 182 136 18 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.98 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.98 1.00 Frt 0.85 1.00 0.96 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1552 3467 3353 3262 1582 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1552 3467 3353 3262 1582 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 62 384 635 235 32 190 142 19 RTOR Reduction (vph) 44 0 0 0 0 0 0 0 Lane Group Flow (vph) 18 384 870 0 0 364 0 19 Confl. Peds. 12 12 33 25 2 12 29 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 28.0 15.6 36.1 14.3 98.7 Effective Green, g 28.0 15.6 36.1 14.3 98.7 Actuated g/C Ratio 0.28 0.16 0.37 0.14 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 472 1582 v/s Ratio Prot c0.11 c0.26 v/s Ratio Perm 0.01 0.11 0.01 v/c Ratio 0.04 0.70 0.71 0.77 0.01 Uniform Delay, d1 25.6 39.3 26.8 40.6 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 4.1 1.9 7.6 0.0 Delay 25.6 43.4 28.7 48.3 0.0 Level of Service C D C D A Approach Delay 33.2 45.9 Approach LOS C D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project with Mitigation 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 1 81 21 221 220 6 11 145 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 1 87 23 238 237 6 12 156 81 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total (vph) 44 111 238 243 248 Volume Left (vph) 29 1 238 0 12 Volume Right (vph) 5 23 0 6 81 Hadj 0.08 -0.06 0.53 0.00 -0.14 Departure Headway 5.8 5.6 5.7 5.2 4.9 Degree Utilization, x 0.07 0.17 0.38 0.35 0.34 Capacity (veh/h) 545 585 612 674 709 Control Delay 9.3 9.7 11.0 9.8 10.3 Approach Delay 9.3 9.7 10.4 10.3 Approach LOS A A B B Intersection Summary Delay 10.2 Level of Service B Intersection Capacity Utilization 46.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project with Mitigation 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 38 16 17 10 15 19 25 401 18 33 270 72 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Hourly flow rate (vph) 40 17 18 10 16 20 26 418 19 34 281 75 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 74 46 444 19 316 75 Volume Left (vph) 40 10 26 0 34 0 Volume Right (vph) 18 20 0 19 0 75 Hadj -0.04 -0.21 0.01 -0.60 0.02 -0.60 Departure Headway 5.7 5.6 4.7 3.2 4.8 3.2 Degree Utilization, x 0.12 0.07 0.57 0.02 0.42 0.07 Capacity (veh/h) 541 [PHONE REDACTED] 723 1121 Control Delay 9.5 9.1 13.7 6.3 11.3 6.4 Approach Delay 9.5 9.1 13.4 10.3 Approach LOS A A B B Intersection Summary Delay 11.7 Level of Service B Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBR WBR2 NBL NBT NBR SBL SBT SBR2 Lane Configurations Volume (vph) 18 111 68 135 126 20 292 131 21 20 121 11 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 10 10 12 12 11 11 11 12 12 12 Total Lost time 5.5 5.5 4.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.90 0.86 1.00 0.98 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1685 1553 1644 1726 1792 1862 Flt Permitted 0.95 1.00 1.00 0.68 1.00 0.95 Satd. Flow (perm) 1685 1553 1644 1235 1792 1787 Peak-hour factor, 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 Adj. Flow (vph) 19 117 72 142 133 21 307 138 22 21 127 12 RTOR Reduction (vph) 0 0 76 0 0 0 0 6 0 0 0 0 Lane Group Flow (vph) 0 136 138 0 154 0 307 154 0 0 160 0 Confl. Peds. 7 12 7 7 3 3 7 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Prot Prot NA custom Perm NA Perm NA Protected Phases 5 5 2 6 14 4 4 Permitted Phases 4 4 Actuated Green, G 9.0 19.6 22.6 24.6 24.6 24.6 Effective Green, g 9.0 19.6 18.6 24.6 24.6 24.6 Actuated g/C Ratio 0.13 0.27 0.26 0.34 0.34 0.34 Clearance Time 5.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 211 424 426 423 614 613 v/s Ratio Prot c0.08 c0.09 0.09 0.09 v/s Ratio Perm c0.25 0.09 v/c Ratio 0.64 0.32 0.36 0.73 0.25 0.26 Uniform Delay, d1 29.8 20.8 21.7 20.6 16.9 17.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.0 0.2 0.5 5.2 0.1 0.1 Delay 34.8 20.9 22.2 25.8 17.0 17.1 Level of Service C C C C B B Approach Delay 26.3 22.8 17.1 Approach LOS C C B Intersection Summary HCM 2000 Control Delay 23.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length 71.7 Sum of lost time 25.0 Intersection Capacity Utilization 67.7% ICU Level of Service C Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SEL SER Lane Configurations Volume (vph) 26 114 Ideal Flow 1900 1900 Lane Width 12 12 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.95 Flpb, ped/bikes 1.00 Frt 0.89 Flt Protected 0.99 Satd. Flow (prot) 1586 Flt Permitted 0.99 Satd. Flow (perm) 1586 Peak-hour factor, PHF 0.95 0.95 Adj. Flow (vph) 27 120 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 147 0 Confl. Peds. 3 12 Confl. Bikes 3 Heavy Vehicles 0% 0% Turn Type Prot Protected Phases 10 Permitted Phases Actuated Green, G 11.0 Effective Green, g 11.0 Actuated g/C Ratio 0.15 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 243 v/s Ratio Prot c0.09 v/s Ratio Perm v/c Ratio 0.60 Uniform Delay, d1 28.3 Progression Factor 1.00 Incremental Delay, d2 2.9 Delay 31.2 Level of Service C Approach Delay 31.2 Approach LOS C Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 174 0 632 110 409 123 439 709 0 0 496 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.94 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1510 3502 5136 3574 1538 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 181 0 658 115 426 128 457 739 0 0 517 128 RTOR Reduction (vph) 0 0 327 0 0 105 0 0 0 0 0 75 Lane Group Flow (vph) 181 0 331 115 426 23 457 739 0 0 517 53 Confl. Peds. 54 2 2 54 31 41 41 31 Confl. Bikes 1 1 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 15.9 38.8 21.3 21.3 21.3 19.4 71.8 49.4 49.4 Effective Green, g 15.9 38.8 21.3 21.3 21.3 19.4 71.8 49.4 49.4 Actuated g/C Ratio 0.13 0.32 0.18 0.18 0.18 0.16 0.60 0.41 0.41 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 239 918 320 640 [PHONE REDACTED] 1471 633 v/s Ratio Prot c0.10 0.12 0.06 c0.12 c0.13 0.14 c0.14 v/s Ratio Perm 0.02 0.03 v/c Ratio 0.76 0.36 0.36 0.67 0.08 0.81 0.24 0.35 0.08 Uniform Delay, d1 50.2 31.1 43.4 46.0 41.2 48.5 11.3 24.3 21.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.5 0.1 0.3 2.0 0.0 7.8 0.2 0.7 0.3 Delay 61.7 31.2 43.6 48.1 41.3 56.3 11.5 24.9 21.8 Level of Service E C D D D E B C C Approach Delay 37.8 46.0 28.6 24.3 Approach LOS D D C C Intersection Summary HCM 2000 Control Delay 33.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.56 Actuated Cycle Length 120.0 Sum of lost time 14.0 Intersection Capacity Utilization 88.5% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 26 33 33 29 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.82 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1859 1329 1801 1583 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1859 1329 1801 1583 1805 3574 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 26 33 33 29 48 58 12 234 9 18 39 621 RTOR Reduction (vph) 0 0 57 0 0 0 0 203 0 0 0 0 Lane Group Flow (vph) 0 59 5 0 0 0 118 31 0 0 66 621 Confl. Peds. 45 31 45 31 31 12 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 8.0 8.0 12.9 12.9 8.5 25.4 Effective Green, g 8.0 8.0 12.9 12.9 8.5 25.4 Actuated g/C Ratio 0.08 0.08 0.13 0.13 0.09 0.26 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 153 109 239 210 158 934 v/s Ratio Prot c0.03 c0.07 0.04 0.17 v/s Ratio Perm 0.00 0.02 v/c Ratio 0.39 0.05 0.49 0.15 0.42 0.66 Uniform Delay, d1 42.2 41.0 39.1 37.2 42.0 32.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.2 1.6 0.3 1.8 1.8 Delay 43.8 41.2 40.7 37.6 43.7 33.8 Level of Service D D D D D C Approach Delay 42.5 38.6 33.7 Approach LOS D D C Intersection Summary HCM 2000 Control Delay 39.0 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 97.1 Sum of lost time 20.0 Intersection Capacity Utilization 88.7% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Baseline + Project with Mitigation 4: San Pablo Ave & Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 435 560 222 42 257 145 13 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.98 0.99 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.95 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1556 3467 3346 3306 1575 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1556 3467 3346 3306 1575 Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 110 439 566 224 42 260 146 13 RTOR Reduction (vph) 81 0 0 0 0 0 0 0 Lane Group Flow (vph) 29 439 790 0 0 448 0 13 Confl. Peds. 11 11 31 12 11 44 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 25.4 16.5 34.4 14.3 97.1 Effective Green, g 25.4 16.5 34.4 14.3 97.1 Actuated g/C Ratio 0.26 0.17 0.35 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 486 1575 v/s Ratio Prot c0.13 c0.24 v/s Ratio Perm 0.02 0.14 0.01 v/c Ratio 0.07 0.75 0.67 0.92 0.01 Uniform Delay, d1 27.0 38.3 26.5 40.8 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.1 1.4 23.0 0.0 Delay 27.0 43.4 27.9 63.9 0.0 Level of Service C D C E A Approach Delay 33.5 62.1 Approach LOS C E Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Baseline + Project with Mitigation 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 4 89 19 217 348 10 11 170 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 5 102 22 249 400 11 13 195 110 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total (vph) 137 129 249 411 318 Volume Left (vph) 107 5 249 0 13 Volume Right (vph) 13 22 0 11 110 Hadj 0.10 -0.07 0.50 -0.02 -0.12 Departure Headway 6.6 6.5 6.3 5.8 5.6 Degree Utilization, x 0.25 0.23 0.44 0.67 0.50 Capacity (veh/h) 485 490 555 599 609 Control Delay 11.9 11.5 13.0 18.4 14.1 Approach Delay 11.9 11.5 16.4 14.1 Approach LOS B B C B Intersection Summary Delay 14.8 Level of Service B Intersection Capacity Utilization 58.3% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- Appendix 8 Cumulative (2040) Background Traffic Level-of-Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 39 20 35 34 27 33 199 8 50 480 142 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 42 22 38 37 29 36 216 9 54 522 154 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 90 104 252 9 576 154 Volume Left (vph) 26 38 36 0 54 0 Volume Right (vph) 22 29 0 9 0 154 Hadj -0.09 -0.10 0.03 -0.60 0.02 -0.60 Departure Headway 6.1 6.1 5.3 3.2 4.9 3.2 Degree Utilization, x 0.15 0.18 0.37 0.01 0.79 0.14 Capacity (veh/h) 527 [PHONE REDACTED] 718 1121 Control Delay 10.2 10.4 11.5 6.2 23.4 6.7 Approach Delay 10.2 10.4 11.3 19.8 Approach LOS B B B C Intersection Summary Delay 16.4 Level of Service C Intersection Capacity Utilization 60.1% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 37 88 47 264 0 81 12 144 104 13 15 230 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.70 0.95 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.98 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1815 1125 1543 1787 1841 1876 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1815 1125 1543 1787 1841 1876 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 96 51 287 0 88 13 157 113 14 16 250 RTOR Reduction (vph) 0 0 0 243 0 0 0 0 4 0 0 0 Lane Group Flow (vph) 0 0 187 44 101 0 0 157 123 0 0 266 Confl. Peds. 5 130 5 20 5 5 Confl. Bikes Heavy Vehicles 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 13.9 13.9 7.1 9.5 9.5 15.6 Effective Green, g 13.9 13.9 7.1 9.5 9.5 15.6 Actuated g/C Ratio 0.15 0.15 0.08 0.10 0.10 0.17 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 276 171 120 186 191 320 v/s Ratio Prot c0.10 c0.07 c0.09 0.07 c0.14 v/s Ratio Perm 0.04 v/c Ratio 0.68 0.26 0.84 0.84 0.64 0.83 Uniform Delay, d1 36.5 34.1 41.5 40.1 39.2 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.1 0.3 37.3 27.0 5.4 15.9 Delay 41.6 34.4 78.8 67.1 44.6 52.4 Level of Service D C E E D D Approach Delay 37.2 78.8 57.0 52.2 Approach LOS D E E D Intersection Summary HCM 2000 Control Delay 51.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.82 Actuated Cycle Length 91.2 Sum of lost time 26.5 Intersection Capacity Utilization 73.0% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 3 2 21 247 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.93 0.98 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.88 Flt Protected 1.00 1.00 Satd. Flow (prot) 1483 1609 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1483 1609 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 2 23 268 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 3 0 293 0 Confl. Peds. 20 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 1% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 15.6 18.6 Effective Green, g 15.6 18.6 Actuated g/C Ratio 0.17 0.20 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 253 328 v/s Ratio Prot c0.18 v/s Ratio Perm 0.00 v/c Ratio 0.01 0.89 Uniform Delay, d1 31.4 35.3 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 24.4 Delay 31.4 59.8 Level of Service C E Approach Delay 59.8 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 192 0 928 130 376 84 416 565 0 0 555 297 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1506 3502 5136 3574 1539 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1506 3502 5136 3574 1539 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 0 1009 141 409 91 452 614 0 0 603 323 RTOR Reduction (vph) 0 0 253 0 0 74 0 0 0 0 0 172 Lane Group Flow (vph) 209 0 756 141 409 17 452 614 0 0 603 151 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 21.3 44.0 19.2 19.2 19.2 19.2 48.8 26.6 26.6 Effective Green, g 21.3 44.0 19.2 19.2 19.2 19.2 48.8 26.6 26.6 Actuated g/C Ratio 0.21 0.44 0.19 0.19 0.19 0.19 0.49 0.27 0.27 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 383 1246 345 691 [PHONE REDACTED] 947 408 v/s Ratio Prot 0.12 c0.27 0.08 c0.11 0.13 0.12 c0.17 v/s Ratio Perm 0.01 0.10 v/c Ratio 0.55 0.61 0.41 0.59 0.06 0.67 0.25 0.64 0.37 Uniform Delay, d1 35.2 21.5 35.6 37.0 33.2 37.6 15.0 32.6 30.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 0.6 0.3 0.9 0.0 2.1 0.1 1.6 0.8 Delay 36.0 22.1 35.9 37.9 33.2 39.8 15.1 34.2 30.8 Level of Service D C D D C D B C C Approach Delay 24.5 36.8 25.6 33.0 Approach LOS C D C C Intersection Summary HCM 2000 Control Delay 28.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.64 Actuated Cycle Length 100.3 Sum of lost time 14.0 Intersection Capacity Utilization 86.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 79 191 216 92 45 56 6 92 8 10 80 656 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.71 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1873 1141 1796 1561 1805 3574 Flt Permitted 0.99 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1873 1141 1796 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 86 208 235 100 49 61 7 100 9 11 87 713 RTOR Reduction (vph) 0 0 85 0 0 0 0 88 0 0 0 0 Lane Group Flow (vph) 0 294 250 0 0 0 117 12 0 0 107 713 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 16.1 16.1 15.0 36.4 Effective Green, g 13.9 13.9 16.1 16.1 15.0 36.4 Actuated g/C Ratio 0.10 0.10 0.12 0.12 0.11 0.27 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 190 116 211 183 198 951 v/s Ratio Prot 0.16 c0.07 0.06 0.20 v/s Ratio Perm c0.22 0.01 v/c Ratio 1.55 2.15 0.55 0.06 0.54 0.75 Uniform Delay, d1 61.4 61.4 56.9 53.6 57.6 46.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 270.7 546.0 3.1 0.1 3.0 3.3 Delay 332.1 607.4 60.1 53.8 60.6 49.3 Level of Service F F E D E D Approach Delay 478.7 57.1 49.0 Approach LOS F E D Intersection Summary HCM 2000 Control Delay 122.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 136.7 Sum of lost time 20.0 Intersection Capacity Utilization 108.9% ICU Level of Service G Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 120 532 802 287 13 138 115 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1546 3467 3338 3245 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1546 3467 3338 3245 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 130 578 872 312 14 150 125 5 RTOR Reduction (vph) 95 0 0 0 0 0 0 0 Lane Group Flow (vph) 35 578 1184 0 0 289 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 36.4 29.5 51.9 20.8 136.7 Effective Green, g 36.4 29.5 51.9 20.8 136.7 Actuated g/C Ratio 0.27 0.22 0.38 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 493 1578 v/s Ratio Prot c0.17 c0.35 v/s Ratio Perm 0.02 0.09 0.00 v/c Ratio 0.08 0.77 0.93 0.59 0.00 Uniform Delay, d1 37.6 50.4 40.8 53.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.0 12.6 1.8 0.0 Delay 37.7 55.4 53.4 55.7 0.0 Level of Service D E D E A Approach Delay 54.0 54.8 Approach LOS D D Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 14 260 29 146 117 1 11 261 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 15 277 31 155 124 1 12 278 201 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 46 322 281 490 Volume Left (vph) 26 15 155 12 Volume Right (vph) 7 31 1 201 Hadj 0.01 -0.03 0.13 -0.20 Departure Headway 7.0 6.1 6.1 5.4 Degree Utilization, x 0.09 0.55 0.47 0.74 Capacity (veh/h) 420 546 549 642 Control Delay 10.6 16.3 14.4 22.4 Approach Delay 10.6 16.3 14.4 22.4 Approach LOS B C B C Intersection Summary Delay 18.2 Level of Service C Intersection Capacity Utilization 66.7% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 35 77 24 11 78 23 18 315 9 22 193 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 38 84 26 12 85 25 20 342 10 24 210 66 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 148 122 362 10 234 66 Volume Left (vph) 38 12 20 0 24 0 Volume Right (vph) 26 25 0 10 0 66 Hadj -0.05 -0.10 0.01 -0.60 0.02 -0.60 Departure Headway 5.6 5.6 5.0 3.2 5.2 3.2 Degree Utilization, x 0.23 0.19 0.51 0.01 0.34 0.06 Capacity (veh/h) 564 [PHONE REDACTED] 644 1121 Control Delay 10.3 9.9 13.1 6.2 10.9 6.4 Approach Delay 10.3 9.9 13.0 9.9 Approach LOS B A B A Intersection Summary Delay 11.2 Level of Service B Intersection Capacity Utilization 52.2% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 12 118 30 86 0 48 8 318 99 8 7 96 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.93 0.92 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.99 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1826 1503 1507 1805 1875 1893 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1826 1503 1507 1805 1875 1893 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 33 93 0 52 9 346 108 9 8 104 RTOR Reduction (vph) 0 0 0 77 0 0 0 0 2 0 0 0 Lane Group Flow (vph) 0 0 174 16 61 0 0 346 115 0 0 112 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 13.5 13.5 6.3 18.0 18.0 7.9 Effective Green, g 13.5 13.5 6.3 18.0 18.0 7.9 Actuated g/C Ratio 0.17 0.17 0.08 0.22 0.22 0.10 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 304 250 117 401 417 184 v/s Ratio Prot c0.10 c0.04 c0.19 0.06 c0.06 v/s Ratio Perm 0.01 v/c Ratio 0.57 0.06 0.52 0.86 0.27 0.61 Uniform Delay, d1 31.0 28.4 35.9 30.3 26.0 35.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.6 0.0 1.9 16.6 0.1 3.9 Delay 32.7 28.4 37.8 46.9 26.2 38.9 Level of Service C C D D C D Approach Delay 31.2 37.8 41.7 38.5 Approach LOS C D D D Intersection Summary HCM 2000 Control Delay 39.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.69 Actuated Cycle Length 80.9 Sum of lost time 26.5 Intersection Capacity Utilization 62.5% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 8 1 8 96 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.96 0.87 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.88 Flt Protected 1.00 1.00 Satd. Flow (prot) 1553 1445 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1553 1445 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 1 9 104 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 9 0 114 0 Confl. Peds. 8 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 7.9 8.7 Effective Green, g 7.9 8.7 Actuated g/C Ratio 0.10 0.11 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 151 155 v/s Ratio Prot c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.74 Uniform Delay, d1 33.1 35.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 14.4 Delay 33.2 49.4 Level of Service C D Approach Delay 49.4 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 250 0 510 69 215 277 435 591 0 0 912 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1502 3502 5136 3574 1537 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1502 3502 5136 3574 1537 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 0 554 75 234 301 473 642 0 0 991 133 RTOR Reduction (vph) 0 0 330 0 0 141 0 0 0 0 0 40 Lane Group Flow (vph) 272 0 224 75 234 160 473 642 0 0 991 93 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 19.7 42.0 18.5 18.5 18.5 18.8 54.9 33.1 33.1 Effective Green, g 19.7 42.0 18.5 18.5 18.5 18.8 54.9 33.1 33.1 Actuated g/C Ratio 0.19 0.40 0.18 0.18 0.18 0.18 0.53 0.32 0.32 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 341 1146 320 641 [PHONE REDACTED] 1136 488 v/s Ratio Prot c0.15 0.08 0.04 0.06 c0.14 0.13 c0.28 v/s Ratio Perm c0.11 0.06 v/c Ratio 0.80 0.20 0.23 0.37 0.60 0.75 0.24 0.87 0.19 Uniform Delay, d1 40.3 20.1 36.7 37.6 39.4 40.4 13.3 33.5 25.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 11.5 0.0 0.1 0.1 2.4 4.2 0.1 7.8 0.3 Delay 51.8 20.1 36.9 37.8 41.8 44.7 13.3 41.3 26.0 Level of Service D C D D D D B D C Approach Delay 30.5 39.7 26.6 39.5 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 33.6 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.77 Actuated Cycle Length 104.1 Sum of lost time 14.0 Intersection Capacity Utilization 93.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 64 71 31 84 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.67 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1856 1085 1801 1561 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1856 1085 1801 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 70 77 34 91 54 58 12 147 20 15 50 651 RTOR Reduction (vph) 0 0 86 0 0 0 0 131 0 0 0 0 Lane Group Flow (vph) 0 147 39 0 0 0 124 16 0 0 85 651 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 17.1 17.1 14.8 58.1 Effective Green, g 13.9 13.9 17.1 17.1 14.8 58.1 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.10 0.38 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 167 97 199 [PHONE REDACTED] v/s Ratio Prot c0.08 c0.07 0.05 0.18 v/s Ratio Perm 0.04 0.01 v/c Ratio 0.88 0.40 0.62 0.09 0.49 0.48 Uniform Delay, d1 69.2 66.1 65.4 61.5 66.0 36.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 37.7 2.7 6.0 0.2 2.2 0.3 Delay 106.9 68.8 71.3 61.7 68.2 36.8 Level of Service F E E E E D Approach Delay 89.4 66.1 39.6 Approach LOS F E D Intersection Summary HCM 2000 Control Delay 62.0 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length 154.0 Sum of lost time 20.0 Intersection Capacity Utilization 99.7% ICU Level of Service F Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR SBR2 NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 309 914 221 6 52 182 236 22 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.96 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.97 0.92 0.85 Flt Protected 1.00 0.95 1.00 0.98 1.00 Satd. Flow (prot) 1542 3467 3363 3205 1578 Flt Permitted 1.00 0.95 1.00 0.98 1.00 Satd. Flow (perm) 1542 3467 3363 3205 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 65 336 993 240 7 57 198 257 24 RTOR Reduction (vph) 40 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 25 336 1240 0 0 0 512 0 24 Confl. Peds. 11 11 31 10 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 58.1 21.4 65.7 23.5 154.0 Effective Green, g 58.1 21.4 65.7 23.5 154.0 Actuated g/C Ratio 0.38 0.14 0.43 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 489 1578 v/s Ratio Prot c0.10 c0.37 v/s Ratio Perm 0.02 0.16 0.02 v/c Ratio 0.04 0.70 0.86 1.10dr 0.02 Uniform Delay, d1 30.3 63.2 40.1 65.2 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 4.4 5.7 53.6 0.0 Delay 30.4 67.6 45.8 118.8 0.0 Level of Service C E D F A Approach Delay 50.5 113.5 Approach LOS D F Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 10 138 22 204 213 8 11 125 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 11 148 24 219 229 9 12 134 81 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 44 183 457 227 Volume Left (vph) 29 11 219 12 Volume Right (vph) 5 24 9 81 Hadj 0.08 -0.01 0.11 -0.15 Departure Headway 6.1 5.7 5.0 5.1 Degree Utilization, x 0.07 0.29 0.64 0.32 Capacity (veh/h) 486 568 691 665 Control Delay 9.6 11.0 16.4 10.5 Approach Delay 9.6 11.0 16.4 10.5 Approach LOS A B C B Intersection Summary Delay 13.5 Level of Service B Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 57 25 23 14 23 29 33 476 25 35 241 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 62 27 25 15 25 32 36 517 27 38 262 78 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 114 72 553 27 300 78 Volume Left (vph) 62 15 36 0 38 0 Volume Right (vph) 25 32 0 27 0 78 Hadj -0.02 -0.22 0.01 -0.60 0.03 -0.60 Departure Headway 6.2 6.1 4.9 3.2 5.3 3.2 Degree Utilization, x 0.20 0.12 0.76 0.02 0.44 0.07 Capacity (veh/h) 524 [PHONE REDACTED] 641 1121 Control Delay 10.7 9.9 21.7 6.3 12.3 6.4 Approach Delay 10.7 9.9 21.0 11.1 Approach LOS B A C B Intersection Summary Delay 16.0 Level of Service C Intersection Capacity Utilization 64.3% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 18 111 17 114 0 34 5 395 136 7 5 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.86 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.99 1.00 Flt Protected 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (prot) 1801 1378 1627 1787 1863 1878 Flt Permitted 0.96 1.00 1.00 0.95 1.00 1.00 Satd. Flow (perm) 1801 1378 1627 1787 1863 1878 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 20 121 18 124 0 37 5 429 148 8 5 134 RTOR Reduction (vph) 0 0 0 106 0 0 0 0 2 0 0 0 Lane Group Flow (vph) 0 0 159 18 42 0 0 429 154 0 0 139 Confl. Peds. 60 20 8 8 Confl. Bikes Heavy Vehicles 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% 1% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 12.2 12.2 3.1 23.1 23.1 10.7 Effective Green, g 12.2 12.2 3.1 23.1 23.1 10.7 Actuated g/C Ratio 0.14 0.14 0.04 0.27 0.27 0.13 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 260 199 59 489 510 238 v/s Ratio Prot c0.09 c0.03 c0.24 0.08 c0.07 v/s Ratio Perm 0.01 v/c Ratio 0.61 0.09 0.71 0.88 0.30 0.58 Uniform Delay, d1 33.8 31.2 40.2 29.2 24.2 34.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.0 0.1 28.4 15.7 0.1 2.3 Delay 36.8 31.3 68.6 44.9 24.3 37.1 Level of Service D C E D C D Approach Delay 34.4 68.6 39.4 36.7 Approach LOS C E D D Intersection Summary HCM 2000 Control Delay 41.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.75 Actuated Cycle Length 84.3 Sum of lost time 26.5 Intersection Capacity Utilization 74.4% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 11 1 6 116 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.93 0.98 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.87 Flt Protected 1.00 1.00 Satd. Flow (prot) 1489 1601 Flt Permitted 1.00 1.00 Satd. Flow (perm) 1489 1601 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 1 7 126 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 12 0 134 0 Confl. Peds. 20 Confl. Bikes 1 Heavy Vehicles 1% 1% 1% 1% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 10.7 8.7 Effective Green, g 10.7 8.7 Actuated g/C Ratio 0.13 0.10 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 188 165 v/s Ratio Prot c0.08 v/s Ratio Perm 0.01 v/c Ratio 0.06 0.81 Uniform Delay, d1 32.4 37.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 24.1 Delay 32.4 61.1 Level of Service C E Approach Delay 61.1 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 258 0 605 86 378 310 439 781 0 0 784 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1496 3502 5136 3574 1533 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1496 3502 5136 3574 1533 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 280 0 658 93 411 337 477 849 0 0 852 134 RTOR Reduction (vph) 0 0 335 0 0 95 0 0 0 0 0 49 Lane Group Flow (vph) 280 0 323 93 411 242 477 849 0 0 852 85 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 21.2 44.8 23.5 23.5 23.5 20.1 55.0 31.9 31.9 Effective Green, g 21.2 44.8 23.5 23.5 23.5 20.1 55.0 31.9 31.9 Actuated g/C Ratio 0.19 0.40 0.21 0.21 0.21 0.18 0.50 0.29 0.29 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 345 1150 383 766 [PHONE REDACTED] 1029 441 v/s Ratio Prot c0.16 0.11 0.05 0.11 c0.14 0.17 c0.24 v/s Ratio Perm c0.16 0.06 v/c Ratio 0.81 0.28 0.24 0.54 0.76 0.75 0.33 0.83 0.19 Uniform Delay, d1 42.8 22.1 36.2 38.8 41.0 42.9 16.8 36.8 29.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.8 0.0 0.1 0.4 9.4 4.4 0.1 5.9 0.3 Delay 55.7 22.2 36.3 39.1 50.4 47.4 16.9 42.7 30.0 Level of Service E C D D D D B D C Approach Delay 32.2 43.3 27.9 41.0 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 35.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.79 Actuated Cycle Length 110.7 Sum of lost time 14.0 Intersection Capacity Utilization 92.7% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 39 77 40 83 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.68 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1869 1100 1801 1561 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1869 1100 1801 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 84 43 90 52 62 13 252 10 20 42 668 RTOR Reduction (vph) 0 0 86 0 0 0 0 223 0 0 0 0 Lane Group Flow (vph) 0 126 47 0 0 0 127 29 0 0 72 668 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 17.1 17.1 14.0 50.8 Effective Green, g 13.9 13.9 17.1 17.1 14.0 50.8 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.09 0.34 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 174 102 206 [PHONE REDACTED] v/s Ratio Prot c0.07 c0.07 0.04 0.19 v/s Ratio Perm 0.04 0.02 v/c Ratio 0.72 0.46 0.62 0.16 0.43 0.55 Uniform Delay, d1 65.8 64.1 63.0 59.6 63.9 40.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 13.9 3.3 5.4 0.4 1.7 0.5 Delay 79.7 67.4 68.4 60.1 65.6 40.5 Level of Service E E E E E D Approach Delay 73.4 62.8 41.6 Approach LOS E E D Intersection Summary HCM 2000 Control Delay 71.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length 149.3 Sum of lost time 20.0 Intersection Capacity Utilization 98.0% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR SBR2 NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 375 865 217 1 65 257 244 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.97 0.94 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1543 3467 3364 3238 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1543 3467 3364 3238 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 118 408 940 236 1 71 279 265 17 RTOR Reduction (vph) 78 0 0 0 0 0 0 0 0 Lane Group Flow (vph) 40 408 1177 0 0 0 615 0 17 Confl. Peds. 11 11 31 10 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 50.8 24.0 61.8 23.5 149.3 Effective Green, g 50.8 24.0 61.8 23.5 149.3 Actuated g/C Ratio 0.34 0.16 0.41 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 509 1578 v/s Ratio Prot c0.12 c0.35 v/s Ratio Perm 0.03 0.19 0.01 v/c Ratio 0.08 0.73 0.85 1.21 0.01 Uniform Delay, d1 33.4 59.6 39.4 62.9 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 4.9 4.9 111.0 0.0 Delay 33.4 64.5 44.4 173.9 0.0 Level of Service C E D F A Approach Delay 49.6 169.3 Approach LOS D F Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 13 149 19 193 347 12 11 150 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 15 171 22 222 399 14 13 172 110 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 137 208 634 295 Volume Left (vph) 107 15 222 13 Volume Right (vph) 13 22 14 110 Hadj 0.10 -0.02 0.06 -0.13 Departure Headway 7.2 6.9 5.8 6.1 Degree Utilization, x 0.28 0.40 1.0 0.50 Capacity (veh/h) 462 495 623 556 Control Delay 13.0 14.4 66.2 15.2 Approach Delay 13.0 14.4 66.2 15.2 Approach LOS B B F C Intersection Summary Delay 40.2 Level of Service E Intersection Capacity Utilization 79.8% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- Appendix 9 Cumulative (2040) plus Project Traffic Level-of-Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 39 20 35 34 27 33 257 8 50 515 142 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 42 22 38 37 29 36 279 9 54 560 154 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 90 104 315 9 614 154 Volume Left (vph) 26 38 36 0 54 0 Volume Right (vph) 22 29 0 9 0 154 Hadj -0.09 -0.10 0.02 -0.60 0.02 -0.60 Departure Headway 6.4 6.4 5.4 3.2 5.0 3.2 Degree Utilization, x 0.16 0.19 0.48 0.01 0.86 0.14 Capacity (veh/h) 510 [PHONE REDACTED] 704 1121 Control Delay 10.7 10.8 13.3 6.2 30.7 6.7 Approach Delay 10.7 10.8 13.1 25.9 Approach LOS B B B D Intersection Summary Delay 20.4 Level of Service C Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 37 88 120 295 0 194 30 170 110 33 37 234 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.90 0.95 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.97 1.00 Flt Protected 0.98 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1853 1457 1560 1805 1822 1887 Flt Permitted 0.98 1.00 1.00 0.95 1.00 0.99 Satd. Flow (perm) 1853 1457 1560 1805 1822 1887 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 96 130 321 0 211 33 185 120 36 40 254 RTOR Reduction (vph) 0 0 0 269 0 0 0 0 8 0 0 0 Lane Group Flow (vph) 0 0 266 52 244 0 0 185 148 0 0 294 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 20.7 20.7 20.5 13.7 13.7 20.5 Effective Green, g 20.7 20.7 20.5 13.7 13.7 20.5 Actuated g/C Ratio 0.16 0.16 0.16 0.11 0.11 0.16 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 298 234 249 192 194 301 v/s Ratio Prot c0.14 c0.16 c0.10 0.08 c0.16 v/s Ratio Perm 0.04 v/c Ratio 0.89 0.22 0.98 0.96 0.76 0.98 Uniform Delay, d1 52.8 46.8 53.7 57.1 55.8 53.7 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 26.1 0.2 50.6 53.8 14.7 44.9 Delay 78.9 47.0 104.3 110.9 70.4 98.6 Level of Service E D F F E F Approach Delay 61.5 104.3 92.4 98.1 Approach LOS E F F F Intersection Summary HCM 2000 Control Delay 86.4 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.96 Actuated Cycle Length 128.4 Sum of lost time 26.5 Intersection Capacity Utilization 96.2% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 3 2 49 245 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.95 0.93 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.89 Flt Protected 1.00 0.99 Satd. Flow (prot) 1535 1557 Flt Permitted 1.00 0.99 Satd. Flow (perm) 1535 1557 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 2 53 266 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 3 0 321 0 Confl. Peds. 8 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 20.5 26.5 Effective Green, g 20.5 26.5 Actuated g/C Ratio 0.16 0.21 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 245 321 v/s Ratio Prot c0.21 v/s Ratio Perm 0.00 v/c Ratio 0.01 1.00 Uniform Delay, d1 45.4 51.0 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 50.2 Delay 45.4 101.2 Level of Service D F Approach Delay 101.2 Approach LOS F Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 192 0 969 170 415 128 416 565 0 0 601 297 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1499 3502 5136 3574 1535 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1499 3502 5136 3574 1535 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 0 1053 185 451 139 452 614 0 0 653 323 RTOR Reduction (vph) 0 0 195 0 0 112 0 0 0 0 0 159 Lane Group Flow (vph) 209 0 858 185 451 27 452 614 0 0 653 164 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 24.2 47.4 20.8 20.8 20.8 19.7 51.2 28.5 28.5 Effective Green, g 24.2 47.4 20.8 20.8 20.8 19.7 51.2 28.5 28.5 Actuated g/C Ratio 0.23 0.44 0.19 0.19 0.19 0.18 0.48 0.27 0.27 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 407 1256 350 700 [PHONE REDACTED] 950 408 v/s Ratio Prot 0.12 c0.30 0.10 c0.12 0.13 0.12 c0.18 v/s Ratio Perm 0.02 0.11 v/c Ratio 0.51 0.68 0.53 0.64 0.09 0.70 0.25 0.69 0.40 Uniform Delay, d1 36.3 23.9 38.8 39.8 35.5 41.0 16.6 35.3 32.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 1.2 0.7 1.5 0.1 2.9 0.1 2.3 0.9 Delay 36.8 25.1 39.5 41.3 35.5 43.9 16.7 37.6 33.2 Level of Service D C D D D D B D C Approach Delay 27.1 39.8 28.2 36.2 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 32.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length 107.2 Sum of lost time 14.0 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 79 191 216 92 45 56 6 92 8 10 80 656 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.69 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1873 1120 1796 1561 1805 3574 Flt Permitted 0.99 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1873 1120 1796 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 86 208 235 100 49 61 7 100 9 11 87 713 RTOR Reduction (vph) 0 0 86 0 0 0 0 89 0 0 0 0 Lane Group Flow (vph) 0 294 249 0 0 0 117 11 0 0 107 713 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 16.3 16.3 15.3 36.2 Effective Green, g 13.9 13.9 16.3 16.3 15.3 36.2 Actuated g/C Ratio 0.10 0.10 0.11 0.11 0.11 0.25 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 181 108 204 177 192 904 v/s Ratio Prot 0.16 c0.07 0.06 0.20 v/s Ratio Perm c0.22 0.01 v/c Ratio 1.62 2.31 0.57 0.06 0.56 0.79 Uniform Delay, d1 64.6 64.6 60.1 56.6 60.7 49.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 304.8 616.5 3.9 0.2 3.5 4.6 Delay 369.4 681.1 64.0 56.7 64.2 54.5 Level of Service F F E E E D Approach Delay 535.4 60.6 53.7 Approach LOS F E D Intersection Summary HCM 2000 Control Delay 130.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 143.1 Sum of lost time 20.0 Intersection Capacity Utilization 109.8% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 120 617 825 293 13 138 133 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1545 3467 3336 3225 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1545 3467 3336 3225 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 130 671 897 318 14 150 145 5 RTOR Reduction (vph) 97 0 0 0 0 0 0 0 Lane Group Flow (vph) 33 671 1215 0 0 309 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 36.2 34.5 56.4 22.2 143.1 Effective Green, g 36.2 34.5 56.4 22.2 143.1 Actuated g/C Ratio 0.25 0.24 0.39 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 500 1578 v/s Ratio Prot c0.19 c0.36 v/s Ratio Perm 0.02 0.10 0.00 v/c Ratio 0.08 0.80 0.92 0.62 0.00 Uniform Delay, d1 40.8 51.1 41.3 56.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.6 11.1 2.3 0.0 Delay 40.9 56.7 52.4 58.8 0.0 Level of Service D E D E A Approach Delay 53.9 57.8 Approach LOS D E Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 14 260 29 259 143 1 11 289 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 15 277 31 276 152 1 12 307 201 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 46 322 429 520 Volume Left (vph) 26 15 276 12 Volume Right (vph) 7 31 1 201 Hadj 0.01 -0.03 0.14 -0.19 Departure Headway 7.9 6.8 6.4 6.0 Degree Utilization, x 0.10 0.61 0.76 0.86 Capacity (veh/h) 381 502 543 589 Control Delay 11.8 19.8 27.1 34.9 Approach Delay 11.8 19.8 27.1 34.9 Approach LOS B C D D Intersection Summary Delay 27.9 Level of Service D Intersection Capacity Utilization 75.7% ICU Level of Service D Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 35 77 24 11 78 23 18 356 9 22 222 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 38 84 26 12 85 25 20 387 10 24 241 66 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 148 122 407 10 265 66 Volume Left (vph) 38 12 20 0 24 0 Volume Right (vph) 26 25 0 10 0 66 Hadj -0.05 -0.10 0.01 -0.60 0.02 -0.60 Departure Headway 5.9 5.9 5.1 3.2 5.3 3.2 Degree Utilization, x 0.24 0.20 0.58 0.01 0.39 0.06 Capacity (veh/h) 537 [PHONE REDACTED] 624 1121 Control Delay 10.7 10.3 15.0 6.2 11.8 6.4 Approach Delay 10.7 10.3 14.8 10.7 Approach LOS B B B B Intersection Summary Delay 12.3 Level of Service B Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 12 118 81 108 0 140 23 339 104 22 22 99 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.92 0.94 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.97 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1843 1486 1548 1805 1842 1883 Flt Permitted 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (perm) 1843 1486 1548 1805 1842 1883 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 88 117 0 152 25 368 113 24 24 108 RTOR Reduction (vph) 0 0 0 98 0 0 0 0 7 0 0 0 Lane Group Flow (vph) 0 0 229 19 177 0 0 368 130 0 0 132 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 16.1 16.1 12.6 21.6 21.6 11.3 Effective Green, g 16.1 16.1 12.6 21.6 21.6 11.3 Actuated g/C Ratio 0.16 0.16 0.13 0.22 0.22 0.11 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 301 243 198 396 404 216 v/s Ratio Prot c0.12 c0.11 c0.20 0.07 c0.07 v/s Ratio Perm 0.01 v/c Ratio 0.76 0.08 0.89 0.93 0.32 0.61 Uniform Delay, d1 39.3 34.8 42.2 37.6 32.2 41.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 9.8 0.1 35.3 27.5 0.2 3.6 Delay 49.0 34.9 77.5 65.1 32.4 45.0 Level of Service D C E E C D Approach Delay 44.2 77.5 56.2 44.6 Approach LOS D E E D Intersection Summary HCM 2000 Control Delay 57.1 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 98.3 Sum of lost time 26.5 Intersection Capacity Utilization 78.2% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 8 1 28 96 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.96 0.89 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.90 Flt Protected 1.00 0.99 Satd. Flow (prot) 1546 1494 Flt Permitted 1.00 0.99 Satd. Flow (perm) 1546 1494 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 1 30 104 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 9 0 135 0 Confl. Peds. 8 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 11.3 10.2 Effective Green, g 11.3 10.2 Actuated g/C Ratio 0.11 0.10 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 177 155 v/s Ratio Prot c0.09 v/s Ratio Perm 0.01 v/c Ratio 0.05 0.87 Uniform Delay, d1 38.7 43.4 Progression Factor 1.00 1.00 Incremental Delay, d2 0.0 36.8 Delay 38.8 80.2 Level of Service D F Approach Delay 80.2 Approach LOS F Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 250 0 538 93 246 312 435 591 0 0 943 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1500 3502 5136 3574 1535 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1500 3502 5136 3574 1535 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 0 585 101 267 339 473 642 0 0 1025 133 RTOR Reduction (vph) 0 0 321 0 0 139 0 0 0 0 0 41 Lane Group Flow (vph) 272 0 264 101 267 200 473 642 0 0 1025 92 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 20.1 42.8 20.6 20.6 20.6 19.2 55.3 33.1 33.1 Effective Green, g 20.1 42.8 20.6 20.6 20.6 19.2 55.3 33.1 33.1 Actuated g/C Ratio 0.19 0.40 0.19 0.19 0.19 0.18 0.52 0.31 0.31 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 339 1136 347 695 [PHONE REDACTED] 1105 474 v/s Ratio Prot c0.15 0.09 0.06 0.07 c0.14 0.13 c0.29 v/s Ratio Perm c0.13 0.06 v/c Ratio 0.80 0.23 0.29 0.38 0.69 0.75 0.24 0.93 0.19 Uniform Delay, d1 41.6 21.2 37.0 37.7 40.3 41.7 14.3 35.8 27.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.1 0.0 0.2 0.1 5.8 4.5 0.1 13.2 0.3 Delay 53.7 21.3 37.1 37.8 46.0 46.2 14.3 49.0 27.4 Level of Service D C D D D D B D C Approach Delay 31.6 41.7 27.9 46.5 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 107.0 Sum of lost time 14.0 Intersection Capacity Utilization 93.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 64 71 31 84 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.67 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1856 1082 1801 1561 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1856 1082 1801 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 70 77 34 91 54 58 12 147 20 15 50 651 RTOR Reduction (vph) 0 0 86 0 0 0 0 131 0 0 0 0 Lane Group Flow (vph) 0 147 39 0 0 0 124 16 0 0 85 651 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 17.2 17.2 14.8 55.8 Effective Green, g 13.9 13.9 17.2 17.2 14.8 55.8 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.10 0.36 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 166 97 199 [PHONE REDACTED] v/s Ratio Prot c0.08 c0.07 0.05 0.18 v/s Ratio Perm 0.04 0.01 v/c Ratio 0.89 0.40 0.62 0.09 0.49 0.51 Uniform Delay, d1 69.7 66.5 65.8 61.9 66.5 38.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.7 2.7 6.0 0.2 2.2 0.3 Delay 108.4 69.2 71.7 62.1 68.7 39.1 Level of Service F E E E E D Approach Delay 90.4 66.5 41.7 Approach LOS F E D Intersection Summary HCM 2000 Control Delay 66.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 154.9 Sum of lost time 20.0 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 369 932 226 52 198 248 22 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.96 1.00 0.98 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.97 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.98 1.00 Satd. Flow (prot) 1542 3467 3390 3206 1578 Flt Permitted 1.00 0.95 1.00 0.98 1.00 Satd. Flow (perm) 1542 3467 3390 3206 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 65 401 1013 246 57 215 270 24 RTOR Reduction (vph) 42 0 0 0 0 0 0 0 Lane Group Flow (vph) 23 401 1259 0 0 542 0 24 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 55.8 24.5 66.5 23.5 154.9 Effective Green, g 55.8 24.5 66.5 23.5 154.9 Actuated g/C Ratio 0.36 0.16 0.43 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 486 1578 v/s Ratio Prot c0.12 c0.37 v/s Ratio Perm 0.02 0.17 0.02 v/c Ratio 0.04 0.73 0.87 1.16dr 0.02 Uniform Delay, d1 32.2 62.1 40.1 65.7 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 5.0 5.6 76.2 0.0 Delay 32.2 67.1 45.8 141.9 0.0 Level of Service C E D F A Approach Delay 50.9 135.9 Approach LOS D F Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 10 138 22 296 234 8 11 145 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 11 148 24 318 252 9 12 156 81 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 44 183 578 248 Volume Left (vph) 29 11 318 12 Volume Right (vph) 5 24 9 81 Hadj 0.08 -0.01 0.13 -0.14 Departure Headway 6.6 6.1 5.1 5.3 Degree Utilization, x 0.08 0.31 0.83 0.37 Capacity (veh/h) 485 541 688 633 Control Delay 10.2 11.9 27.6 11.4 Approach Delay 10.2 11.9 27.6 11.4 Approach LOS B B D B Intersection Summary Delay 20.3 Level of Service C Intersection Capacity Utilization 65.4% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 57 25 23 14 23 29 33 517 25 35 270 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 62 27 25 15 25 32 36 562 27 38 293 78 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 114 72 598 27 332 78 Volume Left (vph) 62 15 36 0 38 0 Volume Right (vph) 25 32 0 27 0 78 Hadj -0.02 -0.22 0.01 -0.60 0.02 -0.60 Departure Headway 6.4 6.3 5.0 3.2 5.4 3.2 Degree Utilization, x 0.20 0.13 0.83 0.02 0.49 0.07 Capacity (veh/h) 516 [PHONE REDACTED] 633 1121 Control Delay 11.0 10.2 27.8 6.3 13.5 6.4 Approach Delay 11.0 10.2 26.8 12.1 Approach LOS B B D B Intersection Summary Delay 19.4 Level of Service C Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 18 111 68 136 0 126 20 416 141 21 20 126 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.5 4.5 5.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.91 0.94 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 0.86 1.00 0.98 1.00 Flt Protected 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1840 1473 1540 1805 1857 1887 Flt Permitted 0.97 1.00 1.00 0.95 1.00 0.99 Satd. Flow (perm) 1840 1473 1540 1805 1857 1887 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 20 121 74 148 0 137 22 452 153 23 22 137 RTOR Reduction (vph) 0 0 0 126 0 0 0 0 4 0 0 0 Lane Group Flow (vph) 0 0 215 22 159 0 0 452 172 0 0 159 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Split Split NA Perm NA Split NA Split NA Protected Phases 2 2 2 3 8 8 4 4 Permitted Phases 2 Actuated Green, G 16.7 16.7 12.8 29.6 29.6 13.2 Effective Green, g 16.7 16.7 12.8 29.6 29.6 13.2 Actuated g/C Ratio 0.15 0.15 0.11 0.26 0.26 0.12 Clearance Time 4.5 4.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 275 220 176 478 492 222 v/s Ratio Prot c0.12 c0.10 c0.25 0.09 c0.08 v/s Ratio Perm 0.02 v/c Ratio 0.78 0.10 0.90 0.95 0.35 0.72 Uniform Delay, d1 45.7 41.0 48.8 40.3 33.2 47.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.5 0.1 40.6 27.5 0.2 8.8 Delay 58.2 41.1 89.4 67.8 33.4 56.3 Level of Service E D F E C E Approach Delay 51.2 89.4 58.1 55.4 Approach LOS D F E E Intersection Summary HCM 2000 Control Delay 62.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.86 Actuated Cycle Length 111.7 Sum of lost time 26.5 Intersection Capacity Utilization 89.4% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL2 SEL SER Lane Configurations Volume (vph) 11 1 26 115 Ideal Flow 1900 1900 1900 1900 Total Lost time 5.5 5.5 Lane Util. Factor 1.00 1.00 Frpb, ped/bikes 0.95 0.89 Flpb, ped/bikes 1.00 1.00 Frt 0.85 0.89 Flt Protected 1.00 0.99 Satd. Flow (prot) 1541 1495 Flt Permitted 1.00 0.99 Satd. Flow (perm) 1541 1495 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 Adj. Flow (vph) 12 1 28 125 RTOR Reduction (vph) 0 0 0 0 Lane Group Flow (vph) 12 0 154 0 Confl. Peds. 8 2 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% Turn Type Perm Prot Prot Protected Phases 7 7 Permitted Phases 4 Actuated Green, G 13.2 12.9 Effective Green, g 13.2 12.9 Actuated g/C Ratio 0.12 0.12 Clearance Time 5.5 5.5 Vehicle Extension 2.0 2.0 Lane Grp Cap (vph) 182 172 v/s Ratio Prot c0.10 v/s Ratio Perm 0.01 v/c Ratio 0.07 0.90 Uniform Delay, d1 43.8 48.7 Progression Factor 1.00 1.00 Incremental Delay, d2 0.1 39.2 Delay 43.8 87.9 Level of Service D F Approach Delay 87.9 Approach LOS F Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 258 0 633 110 409 345 439 781 0 0 815 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.92 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1492 3502 5136 3574 1530 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1492 3502 5136 3574 1530 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 280 0 688 120 445 375 477 849 0 0 886 134 RTOR Reduction (vph) 0 0 293 0 0 93 0 0 0 0 0 47 Lane Group Flow (vph) 280 0 395 120 445 282 477 849 0 0 886 87 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 21.7 45.5 26.6 26.6 26.6 20.3 56.1 32.8 32.8 Effective Green, g 21.7 45.5 26.6 26.6 26.6 20.3 56.1 32.8 32.8 Actuated g/C Ratio 0.19 0.39 0.23 0.23 0.23 0.18 0.49 0.28 0.28 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 339 1120 416 832 [PHONE REDACTED] 1015 434 v/s Ratio Prot c0.16 0.14 0.07 0.12 c0.14 0.17 c0.25 v/s Ratio Perm c0.19 0.06 v/c Ratio 0.83 0.35 0.29 0.53 0.82 0.77 0.34 0.87 0.20 Uniform Delay, d1 45.0 24.6 36.6 39.0 42.2 45.4 18.3 39.3 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.4 0.1 0.1 0.3 13.9 5.5 0.1 8.7 0.3 Delay 59.4 24.7 36.7 39.3 56.1 50.9 18.4 48.0 31.7 Level of Service E C D D E D B D C Approach Delay 34.7 45.7 30.1 45.8 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 38.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 115.4 Sum of lost time 14.0 Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 39 77 40 83 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.68 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1869 1097 1801 1561 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1869 1097 1801 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 84 43 90 52 62 13 252 10 20 42 668 RTOR Reduction (vph) 0 0 86 0 0 0 0 223 0 0 0 0 Lane Group Flow (vph) 0 126 47 0 0 0 127 29 0 0 72 668 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 17.1 17.1 14.0 48.7 Effective Green, g 13.9 13.9 17.1 17.1 14.0 48.7 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.09 0.32 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 172 101 204 [PHONE REDACTED] v/s Ratio Prot c0.07 c0.07 0.04 0.19 v/s Ratio Perm 0.04 0.02 v/c Ratio 0.73 0.46 0.62 0.16 0.43 0.58 Uniform Delay, d1 66.4 64.7 63.5 60.1 64.4 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.9 3.3 5.8 0.4 1.8 0.7 Delay 81.2 68.0 69.3 60.6 66.1 42.9 Level of Service F E E E E D Approach Delay 74.4 63.5 43.8 Approach LOS E E D Intersection Summary HCM 2000 Control Delay 74.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length 150.3 Sum of lost time 20.0 Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 435 883 222 65 257 256 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.96 1.00 0.98 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.97 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1543 3467 3387 3233 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1543 3467 3387 3233 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 118 473 960 241 71 279 278 17 RTOR Reduction (vph) 80 0 0 0 0 0 0 0 Lane Group Flow (vph) 38 473 1201 0 0 628 0 17 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 48.7 27.1 62.8 23.5 150.3 Effective Green, g 48.7 27.1 62.8 23.5 150.3 Actuated g/C Ratio 0.32 0.18 0.42 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 505 1578 v/s Ratio Prot c0.14 c0.35 v/s Ratio Perm 0.02 0.19 0.01 v/c Ratio 0.08 0.76 0.85 1.24 0.01 Uniform Delay, d1 35.2 58.5 39.5 63.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.2 5.0 125.5 0.0 Delay 35.3 63.7 44.4 188.9 0.0 Level of Service D E D F A Approach Delay 49.9 183.9 Approach LOS D F Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 13 149 19 285 368 12 11 170 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 15 171 22 328 423 14 13 195 110 Direction, Lane # EB 1 WB 1 NB 1 SB 1 Volume Total (vph) 137 208 764 318 Volume Left (vph) 107 15 328 13 Volume Right (vph) 13 22 14 110 Hadj 0.10 -0.02 0.07 -0.12 Departure Headway 7.3 6.9 5.9 6.2 Degree Utilization, x 0.28 0.40 1.0 0.54 Capacity (veh/h) 455 489 620 556 Control Delay 13.1 14.5 144.8 16.3 Approach Delay 13.1 14.5 144.8 16.3 Approach LOS B B F C Intersection Summary Delay 84.5 Level of Service F Intersection Capacity Utilization 87.0% ICU Level of Service E Analysis Period (min) 15 ---PAGE BREAK--- Appendix 10 Cumulative (2040) plus Project Traffic (Mitigated) Level-of- Service Worksheets ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project with Mitigation 1: Elm St & Blake St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 39 20 35 34 27 33 257 8 50 515 142 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 26 42 22 38 37 29 36 279 9 54 560 154 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 90 104 315 9 614 154 Volume Left (vph) 26 38 36 0 54 0 Volume Right (vph) 22 29 0 9 0 154 Hadj -0.09 -0.10 0.02 -0.60 0.02 -0.60 Departure Headway 6.4 6.4 5.4 3.2 5.0 3.2 Degree Utilization, x 0.16 0.19 0.48 0.01 0.86 0.14 Capacity (veh/h) 510 [PHONE REDACTED] 704 1121 Control Delay 10.7 10.8 13.3 6.2 30.7 6.7 Approach Delay 10.7 10.8 13.1 25.9 Approach LOS B B B D Intersection Summary Delay 20.4 Level of Service C Intersection Capacity Utilization 64.9% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBR WBR2 NBL NBT NBR SBL SBT SBR2 Lane Configurations Volume (vph) 37 88 120 295 194 30 170 110 33 37 234 3 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 10 10 12 12 11 11 11 12 12 12 Total Lost time 5.5 5.5 4.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.95 1.00 1.00 0.99 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.89 0.86 1.00 0.97 1.00 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1685 1508 1644 1729 1763 1883 Flt Permitted 0.95 1.00 1.00 0.46 1.00 0.94 Satd. Flow (perm) 1685 1508 1644 838 1763 1779 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 40 96 130 321 211 33 185 120 36 40 254 3 RTOR Reduction (vph) 0 0 97 0 0 0 0 11 0 0 0 0 Lane Group Flow (vph) 0 136 354 0 244 0 185 145 0 0 297 0 Confl. Peds. 8 2 26 8 2 8 2 2 8 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Prot Prot NA custom Perm NA Perm NA Protected Phases 5 5 2 6 14 4 4 Permitted Phases 4 4 Actuated Green, G 12.0 22.7 28.4 22.0 22.0 22.0 Effective Green, g 12.0 22.7 24.4 22.0 22.0 22.0 Actuated g/C Ratio 0.15 0.29 0.31 0.28 0.28 0.28 Clearance Time 5.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 259 439 514 236 497 502 v/s Ratio Prot 0.08 c0.23 0.15 0.08 v/s Ratio Perm c0.22 0.17 v/c Ratio 0.53 0.81 0.47 0.78 0.29 0.59 Uniform Delay, d1 30.3 25.6 21.6 25.8 21.9 24.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.9 9.8 0.7 14.5 0.1 1.2 Delay 31.2 35.4 22.3 40.2 22.0 25.3 Level of Service C D C D C C Approach Delay 34.4 31.9 25.3 Approach LOS C C C Intersection Summary HCM 2000 Control Delay 36.6 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 77.9 Sum of lost time 25.0 Intersection Capacity Utilization 88.6% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SEL SER Lane Configurations Volume (vph) 49 245 Ideal Flow 1900 1900 Lane Width 12 12 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.93 Flpb, ped/bikes 1.00 Frt 0.89 Flt Protected 0.99 Satd. Flow (prot) 1559 Flt Permitted 0.99 Satd. Flow (perm) 1559 Peak-hour factor, PHF 0.92 0.92 Adj. Flow (vph) 53 266 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 319 0 Confl. Peds. 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% Turn Type Prot Protected Phases 10 Permitted Phases Actuated Green, G 16.7 Effective Green, g 16.7 Actuated g/C Ratio 0.21 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 334 v/s Ratio Prot c0.20 v/s Ratio Perm v/c Ratio 0.96 Uniform Delay, d1 30.2 Progression Factor 1.00 Incremental Delay, d2 36.9 Delay 67.1 Level of Service E Approach Delay 67.1 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 3: San Pablo Ave & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 192 0 969 170 415 128 416 565 0 0 601 297 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1499 3502 5136 3574 1535 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1499 3502 5136 3574 1535 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 209 0 1053 185 451 139 452 614 0 0 653 323 RTOR Reduction (vph) 0 0 195 0 0 112 0 0 0 0 0 159 Lane Group Flow (vph) 209 0 858 185 451 27 452 614 0 0 653 164 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 24.2 47.4 20.8 20.8 20.8 19.7 51.2 28.5 28.5 Effective Green, g 24.2 47.4 20.8 20.8 20.8 19.7 51.2 28.5 28.5 Actuated g/C Ratio 0.23 0.44 0.19 0.19 0.19 0.18 0.48 0.27 0.27 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 407 1256 350 700 [PHONE REDACTED] 950 408 v/s Ratio Prot 0.12 c0.30 0.10 c0.12 0.13 0.12 c0.18 v/s Ratio Perm 0.02 0.11 v/c Ratio 0.51 0.68 0.53 0.64 0.09 0.70 0.25 0.69 0.40 Uniform Delay, d1 36.3 23.9 38.8 39.8 35.5 41.0 16.6 35.3 32.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.5 1.2 0.7 1.5 0.1 2.9 0.1 2.3 0.9 Delay 36.8 25.1 39.5 41.3 35.5 43.9 16.7 37.6 33.2 Level of Service D C D D D D B D C Approach Delay 27.1 39.8 28.2 36.2 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 32.0 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.70 Actuated Cycle Length 107.2 Sum of lost time 14.0 Intersection Capacity Utilization 87.1% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 79 191 216 92 45 56 6 92 8 10 80 656 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.69 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.99 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1873 1120 1796 1561 1805 3574 Flt Permitted 0.99 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1873 1120 1796 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 86 208 235 100 49 61 7 100 9 11 87 713 RTOR Reduction (vph) 0 0 86 0 0 0 0 89 0 0 0 0 Lane Group Flow (vph) 0 294 249 0 0 0 117 11 0 0 107 713 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Split Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 7 5 5 2 Permitted Phases 3 7 5 Actuated Green, G 13.9 13.9 16.3 16.3 15.3 36.2 Effective Green, g 13.9 13.9 16.3 16.3 15.3 36.2 Actuated g/C Ratio 0.10 0.10 0.11 0.11 0.11 0.25 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 181 108 204 177 192 904 v/s Ratio Prot 0.16 c0.07 0.06 0.20 v/s Ratio Perm c0.22 0.01 v/c Ratio 1.62 2.31 0.57 0.06 0.56 0.79 Uniform Delay, d1 64.6 64.6 60.1 56.6 60.7 49.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 304.8 616.5 3.9 0.2 3.5 4.6 Delay 369.4 681.1 64.0 56.7 64.2 54.5 Level of Service F F E E E D Approach Delay 535.4 60.6 53.7 Approach LOS F E D Intersection Summary HCM 2000 Control Delay 130.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 0.97 Actuated Cycle Length 143.1 Sum of lost time 20.0 Intersection Capacity Utilization 109.8% ICU Level of Service H Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 120 617 825 293 13 138 133 5 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.97 1.00 0.97 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.96 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1545 3467 3336 3225 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1545 3467 3336 3225 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 130 671 897 318 14 150 145 5 RTOR Reduction (vph) 97 0 0 0 0 0 0 0 Lane Group Flow (vph) 33 671 1215 0 0 309 0 5 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 36.2 34.5 56.4 22.2 143.1 Effective Green, g 36.2 34.5 56.4 22.2 143.1 Actuated g/C Ratio 0.25 0.24 0.39 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 500 1578 v/s Ratio Prot c0.19 c0.36 v/s Ratio Perm 0.02 0.10 0.00 v/c Ratio 0.08 0.80 0.92 0.62 0.00 Uniform Delay, d1 40.8 51.1 41.3 56.5 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.6 11.1 2.3 0.0 Delay 40.9 56.7 52.4 58.8 0.0 Level of Service D E D E A Approach Delay 53.9 57.8 Approach LOS D E Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project with Mitigation 5: Key Blvd & Cutting Blvd AM Peak Hour El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 24 12 7 14 260 29 259 143 1 11 289 189 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Hourly flow rate (vph) 26 13 7 15 277 31 276 152 1 12 307 201 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total (vph) 46 322 276 153 520 Volume Left (vph) 26 15 276 0 12 Volume Right (vph) 7 31 0 1 201 Hadj 0.01 -0.03 0.52 0.01 -0.19 Departure Headway 7.7 6.6 7.2 6.7 5.9 Degree Utilization, x 0.10 0.59 0.55 0.29 0.85 Capacity (veh/h) 403 511 474 513 593 Control Delay 11.5 18.7 17.6 11.2 33.8 Approach Delay 11.5 18.7 15.3 33.8 Approach LOS B C C D Intersection Summary Delay 23.3 Level of Service C Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project with Mitigation 1: Elm St & Blake St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 35 77 24 11 78 23 18 356 9 22 222 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 38 84 26 12 85 25 20 387 10 24 241 66 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 148 122 407 10 265 66 Volume Left (vph) 38 12 20 0 24 0 Volume Right (vph) 26 25 0 10 0 66 Hadj -0.05 -0.10 0.01 -0.60 0.02 -0.60 Departure Headway 5.9 5.9 5.1 3.2 5.3 3.2 Degree Utilization, x 0.24 0.20 0.58 0.01 0.39 0.06 Capacity (veh/h) 537 [PHONE REDACTED] 624 1121 Control Delay 10.7 10.3 15.0 6.2 11.8 6.4 Approach Delay 10.7 10.3 14.8 10.7 Approach LOS B B B B Intersection Summary Delay 12.3 Level of Service B Intersection Capacity Utilization 54.3% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBT WBR WBR2 NBL NBT NBR SBL SBT Lane Configurations Volume (vph) 12 118 81 108 0 140 23 339 104 22 22 99 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 5.5 5.5 4.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.95 0.95 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 1.00 0.91 0.86 0.99 0.99 Flt Protected 0.95 1.00 1.00 0.96 0.99 Satd. Flow (prot) 1805 1658 1554 1795 1862 Flt Permitted 0.95 1.00 1.00 0.71 0.89 Satd. Flow (perm) 1805 1658 1554 1318 1666 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 128 88 117 0 152 25 368 113 24 24 108 RTOR Reduction (vph) 0 0 42 0 0 0 0 0 2 0 0 0 Lane Group Flow (vph) 0 141 163 0 177 0 0 0 503 0 0 141 Confl. Peds. 8 2 26 8 2 8 2 2 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Prot Prot NA NA Perm NA Perm NA Protected Phases 5 5 2 6 4 4 Permitted Phases 4 4 Actuated Green, G 12.0 30.6 14.1 41.6 41.6 Effective Green, g 12.0 30.6 14.1 41.6 41.6 Actuated g/C Ratio 0.12 0.31 0.14 0.42 0.42 Clearance Time 5.5 5.5 4.5 5.5 5.5 Vehicle Extension 2.0 2.0 3.0 2.0 2.0 Lane Grp Cap (vph) 217 509 220 551 696 v/s Ratio Prot c0.08 0.10 c0.11 v/s Ratio Perm c0.38 0.08 v/c Ratio 0.65 0.32 0.80 0.91 0.20 Uniform Delay, d1 41.7 26.5 41.4 27.3 18.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 5.0 0.1 18.9 19.3 0.1 Delay 46.7 26.6 60.2 46.6 18.5 Level of Service D C E D B Approach Delay 34.8 60.2 46.6 18.5 Approach LOS C E D B Intersection Summary HCM 2000 Control Delay 44.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.89 Actuated Cycle Length 99.5 Sum of lost time 25.0 Intersection Capacity Utilization 85.3% ICU Level of Service E Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 3 Movement SBR2 SEL SER Lane Configurations Volume (vph) 8 28 96 Ideal Flow 1900 1900 1900 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.89 Flpb, ped/bikes 1.00 Frt 0.90 Flt Protected 0.99 Satd. Flow (prot) 1499 Flt Permitted 0.99 Satd. Flow (perm) 1499 Peak-hour factor, PHF 0.92 0.92 0.92 Adj. Flow (vph) 9 30 104 RTOR Reduction (vph) 0 0 0 Lane Group Flow (vph) 0 134 0 Confl. Peds. 8 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% Turn Type Prot Protected Phases 10 Permitted Phases Actuated Green, G 10.8 Effective Green, g 10.8 Actuated g/C Ratio 0.11 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 162 v/s Ratio Prot c0.09 v/s Ratio Perm v/c Ratio 0.83 Uniform Delay, d1 43.4 Progression Factor 1.00 Incremental Delay, d2 26.7 Delay 70.2 Level of Service E Approach Delay 70.2 Approach LOS E Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 3: San Pablo Ave & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 250 0 538 93 246 312 435 591 0 0 943 122 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.93 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1500 3502 5136 3574 1535 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1500 3502 5136 3574 1535 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 272 0 585 101 267 339 473 642 0 0 1025 133 RTOR Reduction (vph) 0 0 321 0 0 139 0 0 0 0 0 41 Lane Group Flow (vph) 272 0 264 101 267 200 473 642 0 0 1025 92 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 20.1 42.8 20.6 20.6 20.6 19.2 55.3 33.1 33.1 Effective Green, g 20.1 42.8 20.6 20.6 20.6 19.2 55.3 33.1 33.1 Actuated g/C Ratio 0.19 0.40 0.19 0.19 0.19 0.18 0.52 0.31 0.31 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 339 1136 347 695 [PHONE REDACTED] 1105 474 v/s Ratio Prot c0.15 0.09 0.06 0.07 c0.14 0.13 c0.29 v/s Ratio Perm c0.13 0.06 v/c Ratio 0.80 0.23 0.29 0.38 0.69 0.75 0.24 0.93 0.19 Uniform Delay, d1 41.6 21.2 37.0 37.7 40.3 41.7 14.3 35.8 27.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 12.1 0.0 0.2 0.1 5.8 4.5 0.1 13.2 0.3 Delay 53.7 21.3 37.1 37.8 46.0 46.2 14.3 49.0 27.4 Level of Service D C D D D D B D C Approach Delay 31.6 41.7 27.9 46.5 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 36.9 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.81 Actuated Cycle Length 107.0 Sum of lost time 14.0 Intersection Capacity Utilization 93.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 64 71 31 84 50 53 11 135 18 14 46 599 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.67 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1856 1082 1801 1561 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1856 1082 1801 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 70 77 34 91 54 58 12 147 20 15 50 651 RTOR Reduction (vph) 0 0 86 0 0 0 0 131 0 0 0 0 Lane Group Flow (vph) 0 147 39 0 0 0 124 16 0 0 85 651 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 17.2 17.2 14.8 55.8 Effective Green, g 13.9 13.9 17.2 17.2 14.8 55.8 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.10 0.36 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 166 97 199 [PHONE REDACTED] v/s Ratio Prot c0.08 c0.07 0.05 0.18 v/s Ratio Perm 0.04 0.01 v/c Ratio 0.89 0.40 0.62 0.09 0.49 0.51 Uniform Delay, d1 69.7 66.5 65.8 61.9 66.5 38.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 38.7 2.7 6.0 0.2 2.2 0.3 Delay 108.4 69.2 71.7 62.1 68.7 39.1 Level of Service F E E E E D Approach Delay 90.4 66.5 41.7 Approach LOS F E D Intersection Summary HCM 2000 Control Delay 66.5 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.87 Actuated Cycle Length 154.9 Sum of lost time 20.0 Intersection Capacity Utilization 100.2% ICU Level of Service G Analysis Period (min) 15 dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 60 369 932 226 52 198 248 22 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.96 1.00 0.98 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.97 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.98 1.00 Satd. Flow (prot) 1542 3467 3390 3206 1578 Flt Permitted 1.00 0.95 1.00 0.98 1.00 Satd. Flow (perm) 1542 3467 3390 3206 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 65 401 1013 246 57 215 270 24 RTOR Reduction (vph) 42 0 0 0 0 0 0 0 Lane Group Flow (vph) 23 401 1259 0 0 542 0 24 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 55.8 24.5 66.5 23.5 154.9 Effective Green, g 55.8 24.5 66.5 23.5 154.9 Actuated g/C Ratio 0.36 0.16 0.43 0.15 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 486 1578 v/s Ratio Prot c0.12 c0.37 v/s Ratio Perm 0.02 0.17 0.02 v/c Ratio 0.04 0.73 0.87 1.16dr 0.02 Uniform Delay, d1 32.2 62.1 40.1 65.7 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.0 5.0 5.6 76.2 0.0 Delay 32.2 67.1 45.8 141.9 0.0 Level of Service C E D F A Approach Delay 50.9 135.9 Approach LOS D F Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project with Mitigation 5: Key Blvd & Cutting Blvd After-school PM El Cerrito Summit K2 Charter School 8 Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 27 9 5 10 138 22 296 234 8 11 145 75 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Hourly flow rate (vph) 29 10 5 11 148 24 318 252 9 12 156 81 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total (vph) 44 183 318 260 248 Volume Left (vph) 29 11 318 0 12 Volume Right (vph) 5 24 0 9 81 Hadj 0.08 -0.01 0.53 -0.01 -0.14 Departure Headway 6.3 5.9 6.0 5.5 5.3 Degree Utilization, x 0.08 0.30 0.53 0.40 0.37 Capacity (veh/h) 497 563 583 638 647 Control Delay 9.9 11.4 14.6 10.9 11.3 Approach Delay 9.9 11.4 12.9 11.3 Approach LOS A B B B Intersection Summary Delay 12.1 Level of Service B Intersection Capacity Utilization 52.6% ICU Level of Service A Analysis Period (min) 15 ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project with Mitigation 1: Elm St & Blake St PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 57 25 23 14 23 29 33 517 25 35 270 72 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Hourly flow rate (vph) 62 27 25 15 25 32 36 562 27 38 293 78 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 SB 2 Volume Total (vph) 114 72 598 27 332 78 Volume Left (vph) 62 15 36 0 38 0 Volume Right (vph) 25 32 0 27 0 78 Hadj -0.02 -0.22 0.01 -0.60 0.02 -0.60 Departure Headway 6.4 6.3 5.0 3.2 5.4 3.2 Degree Utilization, x 0.20 0.13 0.83 0.02 0.49 0.07 Capacity (veh/h) 516 [PHONE REDACTED] 633 1121 Control Delay 11.0 10.2 27.8 6.3 13.5 6.4 Approach Delay 11.0 10.2 26.8 12.1 Approach LOS B B D B Intersection Summary Delay 19.4 Level of Service C Intersection Capacity Utilization 67.9% ICU Level of Service C Analysis Period (min) 15 ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 2 Movement EBL2 EBL EBT EBR WBR WBR2 NBL NBT NBR SBL SBT SBR2 Lane Configurations Volume (vph) 18 111 68 136 126 20 416 141 21 20 126 11 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Width 10 10 10 10 12 12 11 11 11 12 12 12 Total Lost time 5.5 5.5 4.5 5.5 5.5 5.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.95 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 Frt 1.00 0.90 0.86 1.00 0.98 0.99 Flt Protected 0.95 1.00 1.00 0.95 1.00 0.99 Satd. Flow (prot) 1685 1518 1644 1719 1795 1864 Flt Permitted 0.95 1.00 1.00 0.66 1.00 0.95 Satd. Flow (perm) 1685 1518 1644 1188 1795 1790 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 20 121 74 148 137 22 452 153 23 22 137 12 RTOR Reduction (vph) 0 0 69 0 0 0 0 5 0 0 0 0 Lane Group Flow (vph) 0 141 153 0 159 0 452 171 0 0 171 0 Confl. Peds. 8 2 26 8 2 8 2 2 8 Confl. Bikes Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% Turn Type Prot Prot NA custom Perm NA Perm NA Protected Phases 5 5 2 6 14 4 4 Permitted Phases 4 4 Actuated Green, G 11.9 22.2 23.5 36.9 36.9 36.9 Effective Green, g 11.9 22.2 19.5 36.9 36.9 36.9 Actuated g/C Ratio 0.14 0.25 0.22 0.42 0.42 0.42 Clearance Time 5.5 5.5 5.5 5.5 5.5 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 228 383 365 499 754 752 v/s Ratio Prot c0.08 c0.10 0.10 0.10 v/s Ratio Perm c0.38 0.10 v/c Ratio 0.62 0.40 0.44 0.91 0.23 0.23 Uniform Delay, d1 35.8 27.3 29.4 23.8 16.3 16.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.5 0.2 0.8 19.5 0.1 0.1 Delay 39.3 27.5 30.2 43.3 16.4 16.4 Level of Service D C C D B B Approach Delay 32.1 35.8 16.4 Approach LOS C D B Intersection Summary HCM 2000 Control Delay 33.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.84 Actuated Cycle Length 87.8 Sum of lost time 25.0 Intersection Capacity Utilization 77.5% ICU Level of Service D Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 2: Elm St & Hill St/School Dwy & Key Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 3 Movement SEL SER Lane Configurations Volume (vph) 26 115 Ideal Flow 1900 1900 Lane Width 12 12 Total Lost time 5.5 Lane Util. Factor 1.00 Frpb, ped/bikes 0.91 Flpb, ped/bikes 1.00 Frt 0.89 Flt Protected 0.99 Satd. Flow (prot) 1519 Flt Permitted 0.99 Satd. Flow (perm) 1519 Peak-hour factor, PHF 0.92 0.92 Adj. Flow (vph) 28 125 RTOR Reduction (vph) 0 0 Lane Group Flow (vph) 153 0 Confl. Peds. 2 26 Confl. Bikes 1 Heavy Vehicles 0% 0% Turn Type Prot Protected Phases 10 Permitted Phases Actuated Green, G 12.2 Effective Green, g 12.2 Actuated g/C Ratio 0.14 Clearance Time 5.5 Vehicle Extension 2.0 Lane Grp Cap (vph) 211 v/s Ratio Prot c0.10 v/s Ratio Perm v/c Ratio 0.73 Uniform Delay, d1 36.2 Progression Factor 1.00 Incremental Delay, d2 10.0 Delay 46.2 Level of Service D Approach Delay 46.2 Approach LOS D Intersection Summary ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 3: San Pablo Ave & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (vph) 258 0 633 110 409 345 439 781 0 0 815 123 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 3.5 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.88 1.00 0.95 1.00 0.97 0.91 0.95 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 0.92 1.00 1.00 1.00 0.95 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (prot) 1805 2842 1805 3610 1492 3502 5136 3574 1530 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.95 1.00 1.00 1.00 Satd. Flow (perm) 1805 2842 1805 3610 1492 3502 5136 3574 1530 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 280 0 688 120 445 375 477 849 0 0 886 134 RTOR Reduction (vph) 0 0 293 0 0 93 0 0 0 0 0 47 Lane Group Flow (vph) 280 0 395 120 445 282 477 849 0 0 886 87 Confl. Peds. 68 3 3 68 37 27 27 37 Heavy Vehicles 0% 0% 0% 0% 0% 0% 0% 1% 0% 0% 1% 0% Turn Type Prot pt+ov Split NA Perm Prot NA NA Perm Protected Phases 4 4 5 3 3 5 2 6 Permitted Phases 3 6 Actuated Green, G 21.7 45.5 26.6 26.6 26.6 20.3 56.1 32.8 32.8 Effective Green, g 21.7 45.5 26.6 26.6 26.6 20.3 56.1 32.8 32.8 Actuated g/C Ratio 0.19 0.39 0.23 0.23 0.23 0.18 0.49 0.28 0.28 Clearance Time 3.5 3.5 3.5 3.5 3.0 4.0 4.0 4.0 Vehicle Extension 2.0 2.0 2.0 2.0 2.0 4.0 4.0 4.0 Lane Grp Cap (vph) 339 1120 416 832 [PHONE REDACTED] 1015 434 v/s Ratio Prot c0.16 0.14 0.07 0.12 c0.14 0.17 c0.25 v/s Ratio Perm c0.19 0.06 v/c Ratio 0.83 0.35 0.29 0.53 0.82 0.77 0.34 0.87 0.20 Uniform Delay, d1 45.0 24.6 36.6 39.0 42.2 45.4 18.3 39.3 31.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.4 0.1 0.1 0.3 13.9 5.5 0.1 8.7 0.3 Delay 59.4 24.7 36.7 39.3 56.1 50.9 18.4 48.0 31.7 Level of Service E C D D E D B D C Approach Delay 34.7 45.7 30.1 45.8 Approach LOS C D C D Intersection Summary HCM 2000 Control Delay 38.4 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.83 Actuated Cycle Length 115.4 Sum of lost time 14.0 Intersection Capacity Utilization 93.1% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 5 Movement EBL EBT EBR EBR2 WBL2 WBL WBT WBR NBU NBL2 NBL NBT Lane Configurations Volume (vph) 39 77 40 83 48 57 12 232 9 18 39 615 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 3.0 4.0 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 Frpb, ped/bikes 1.00 0.68 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 1.00 Flt Protected 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (prot) 1869 1097 1801 1561 1805 3574 Flt Permitted 0.98 1.00 0.96 1.00 0.95 1.00 Satd. Flow (perm) 1869 1097 1801 1561 1805 3574 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 42 84 43 90 52 62 13 252 10 20 42 668 RTOR Reduction (vph) 0 0 86 0 0 0 0 223 0 0 0 0 Lane Group Flow (vph) 0 126 47 0 0 0 127 29 0 0 72 668 Confl. Peds. 63 31 63 31 31 10 Confl. Bikes 1 Heavy Vehicles 0% 0% 0% 0% 0% 2% 0% 2% 0% 0% 0% 1% Turn Type Split NA Perm Perm Split NA Perm custom Prot Prot NA Protected Phases 3 3 7 7 5 5 2 Permitted Phases 3 7 7 5 Actuated Green, G 13.9 13.9 17.1 17.1 14.0 48.7 Effective Green, g 13.9 13.9 17.1 17.1 14.0 48.7 Actuated g/C Ratio 0.09 0.09 0.11 0.11 0.09 0.32 Clearance Time 4.0 4.0 4.0 4.0 3.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) 172 101 204 [PHONE REDACTED] v/s Ratio Prot c0.07 c0.07 0.04 0.19 v/s Ratio Perm 0.04 0.02 v/c Ratio 0.73 0.46 0.62 0.16 0.43 0.58 Uniform Delay, d1 66.4 64.7 63.5 60.1 64.4 42.2 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 14.9 3.3 5.8 0.4 1.8 0.7 Delay 81.2 68.0 69.3 60.6 66.1 42.9 Level of Service F E E E E D Approach Delay 74.4 63.5 43.8 Approach LOS E E D Intersection Summary HCM 2000 Control Delay 74.2 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 0.88 Actuated Cycle Length 150.3 Sum of lost time 20.0 Intersection Capacity Utilization 98.6% ICU Level of Service F Analysis Period (min) 15 c Critical Lane Group ---PAGE BREAK--- HCM Signalized Intersection Capacity Analysis Cumulative + Project with Mitigation 4: Eastshore Blvd & San Pablo Ave & Peerless Ave/Hill St PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 6 Movement NBR SBL SBT SBR NEL2 NEL NER NER2 Lane Configurations Volume (vph) 109 435 883 222 65 257 256 16 Ideal Flow 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time 4.0 4.0 4.0 4.0 4.0 Lane Util. Factor 1.00 0.97 0.95 0.97 1.00 Frpb, ped/bikes 0.96 1.00 0.98 0.98 0.98 Flpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 Frt 0.85 1.00 0.97 0.93 0.85 Flt Protected 1.00 0.95 1.00 0.97 1.00 Satd. Flow (prot) 1543 3467 3387 3233 1578 Flt Permitted 1.00 0.95 1.00 0.97 1.00 Satd. Flow (perm) 1543 3467 3387 3233 1578 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 118 473 960 241 71 279 278 17 RTOR Reduction (vph) 80 0 0 0 0 0 0 0 Lane Group Flow (vph) 38 473 1201 0 0 628 0 17 Confl. Peds. 11 11 31 10 11 38 Confl. Bikes Heavy Vehicles 1% 1% 1% 0% 0% 0% 0% 0% Turn Type Perm Prot NA Perm Prot Free Protected Phases 1 6 4 Permitted Phases 2 4 Free Actuated Green, G 48.7 27.1 62.8 23.5 150.3 Effective Green, g 48.7 27.1 62.8 23.5 150.3 Actuated g/C Ratio 0.32 0.18 0.42 0.16 1.00 Clearance Time 4.0 4.0 4.0 4.0 Vehicle Extension 3.0 3.0 3.0 3.0 Lane Grp Cap (vph) [PHONE REDACTED] 505 1578 v/s Ratio Prot c0.14 c0.35 v/s Ratio Perm 0.02 0.19 0.01 v/c Ratio 0.08 0.76 0.85 1.24 0.01 Uniform Delay, d1 35.2 58.5 39.5 63.4 0.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 0.1 5.2 5.0 125.5 0.0 Delay 35.3 63.7 44.4 188.9 0.0 Level of Service D E D F A Approach Delay 49.9 183.9 Approach LOS D F Intersection Summary ---PAGE BREAK--- HCM Unsignalized Intersection Capacity Analysis Cumulative + Project with Mitigation 5: Key Blvd & Cutting Blvd PM Peak Hour El Cerrito Summit K2 Charter School Report Kittelson & Associates, Inc. Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Sign Control Stop Stop Stop Stop Volume (vph) 93 15 11 13 149 19 285 368 12 11 170 96 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 107 17 13 15 171 22 328 423 14 13 195 110 Direction, Lane # EB 1 WB 1 NB 1 NB 2 SB 1 Volume Total (vph) 137 208 328 437 318 Volume Left (vph) 107 15 328 0 13 Volume Right (vph) 13 22 0 14 110 Hadj 0.10 -0.02 0.50 -0.02 -0.12 Departure Headway 7.2 6.9 6.8 6.3 6.2 Degree Utilization, x 0.27 0.40 0.62 0.76 0.55 Capacity (veh/h) 435 481 513 560 547 Control Delay 12.9 14.3 19.1 25.4 16.5 Approach Delay 12.9 14.3 22.7 16.5 Approach LOS B B C C Intersection Summary Delay 19.2 Level of Service C Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15