N.2. Blue Folder.pdf — Redondo Beach City Council, October 3, 2023

BLUE FOLDER ITEM
Blue folder items are additional back up material to administrative reports and/or public comments received after the printing and distribution of the agenda packet for receive and file.

CITY COUNCIL MEETING
October 3, 2023
N.2 DISCUSSION AND POSSIBLE ACTION REGARDING THE

APPROVAL OF PLANS AND SPECIFICATIONS FOR THE

MANHATTAN BEACH BOULEVARD RESURFACING -

AVIATION BOULEVARD TO INGLEWOOD AVENUE

PROJECT AND AUTHORIZATION FOR THE CITY CLERK TO

ADVERTISE THE PROJECT FOR COMPETITIVE BIDS
ADOPT BY 4/5 VOTE AND TITLE ONLY RESOLUTION NO.

CC-2310-099, A RESOLUTION OF THE CITY COUNCIL OF

THE CITY OF REDONDO BEACH, CALIFORNIA,
AUTHORIZING A CC-2023-2024 FISCAL YEAR BUDGET
MODIFICATION TO APPROPRIATE $431,183 IN STPL

UNALLOCATED FUND BALANCE TO THE MANHATTAN

BEACH BOULEVARD RESURFACING - AVIATION
BOULEVARD TO INGLEWOOD AVENUE PROJECT, JOB NO.
41160

APPROVE AN EXCHANGE AGREEMENT AND ASSIGNMENT

OF FEDERAL STPL FUNDS WITH THE LOS ANGELES

COUNTY METROPOLITAN TRANSPORTATION AUTHORITY

FOR THE MANHATTAN BEACH BOULEVARD

RESURFACING - AVIATION BOULEVARD TO INGLEWOOD
AVENUE PROJECT, JOB NO. 41160
CONTACT: TED SEMAAN, PUBLIC WORKS DIRECTOR
Attached are the following documents:
- AGA Engineers, Inc. - Traffic Analysis Report Memo 7/25/22 - AGA Engineers, Inc. - Traffic Analysis Report Memo 2/8/23 - Manhattan Beach Boulevard Resurfacing - PowerPoint Presentation

TRANSPORTATION CONSULTING ENGINEERS
211 Imperial Highway, Suite 208, Fullerton, CA 92835
(714) 992-4592 FAX (714) 992-2883 E-Mail: [email protected] MEMORANDUM July 25, 2022
To: Gary Solsona, P.E.,Q.S.D., Public Works Manager, Cannon From: Greg Wong, P.E., Vice President, AGA Engineers, Inc.

Subject: Traffic Analysis for the Proposed Lane Reduction on Manhattan Beach Boulevard in the City of Redondo Beach
AGA Engineers, Inc. (AGA) is pleased to present to you this memorandum regarding the traffic analysis for the proposed lane reduction on Manhattan Beach Boulevard (MBB), from Aviation Boulevard to Inglewood Avenue in the City of Redondo Beach. The proposed improvements involve reducing the number of westbound lanes on Manhattan Beach Boulevard (MBB) from three lanes to two lanes and to install a Class II bicycle lane on both eastbound and westbound directions within the study area. At the intersections of MBB/Aviation Boulevard and MBB/Redondo Beach Avenue-Vail Avenue, the westbound approach for both intersections already have only two lanes. Therefore, there will not be any changes to the vehicle lanes at these two intersections and no Level-of-Service (LOS) was conducted these two intersections. There are four study intersections as shown below and on Figure 1. At the intersection of MBB/Inglewood Avenue, the third westbound through lane will be converted to a westbound right turn lane. Traffic analysis was conducted to determine if there will be any traffic related impacts due to the improvements at the locations with the lane reduction. The traffic analysis evaluated both existing lane configurations and proposed improvements for existing 2022 traffic conditions and future 2040 traffic conditions.

Study Intersections
- Manhattan Beach Boulevard at Doolitle Drive
- Manhattan Beach Boulevard at Rindge Lane
- Manhattan Beach Boulevard at Dow Drive
- Manhattan Beach Boulevard at Inglewood Avenue
Mr. Gary Solsona, P.E.

July 25, 2022

Page 2 of 7 ends

Study Intersection
Beach Boulevard
Aviation Blvd
Doolittle Dr
Rindge Ln
Dow Ave
Inglewood Ave
Vail Ln
Redondo BeachAveA B h
Manhattan
Figure 1. Study Area
Existing Traffic Conditions
For the existing conditions, the existing lane geometrics were utilized in the analyses. Per discussion with the City, turning movement data was obtained from 2017 (pre-Covid) for the intersections of MBB/Aviation Boulevard, MBB/Redondo Beach Avenue-Vail Lane and MBB/Inglewood Avenue.

Although two of these intersections are not being evaluated, the turning movement count data was used to develop the traffic volumes for the other study intersections along the corridor. Since the count data was from 2017, a growth rate was applied to develop existing 2022 traffic conditions. The 2010 Los Angeles County Congestion Management Plan (CMP) provides general growth factors for general areas in the Los Angeles County region. The CMP shows various growth factors every five years from 2010 to 2035 (see Attachment A). The study corridor is within the South Bay/LAX area of the CMP list of places. For a conservative assessment, the South Bay/LAX growth factor from 2010 to 2020 of 1.026 was used to determine the growth from 2017 to 2022 (see Table 1 below). The turning movement count data along with the growth rate calculations are provided in Attachment B. 2010 2015 2020 2025 2030 2035
South Bay/LAX 1.000 1.013 1.026 1.035 1.044 1.053
Year - Growth Factor Representative
City/Place
Table 1. Los Angeles County Traffic Volume Growth Factor South Bay/LAX
Mr. Gary Solsona, P.E.

July 25, 2022

Page 3 of 7 ends

LOS Description
0 - 10 A Free flow
>10 - 20 B Stable flow (slight delay)
>20 - 35 C Stable flow (acceptable delay)
>35 - 55 D Approaching unstable flow (tolerable delay)
>55 - 80 E Unstable flow
>80 F Forced flow
Average Delay
per Vehicle (sec)
Table 2. Highway Capacity Manual (HCM) Method
Signalized Intersection
Once the turning movement counts were compiled, the traffic volumes, number of lanes and signal phasing were then coded into the Synchro program. The Synchro program was used in the Level-ofService (LOS) analyses. The program is based on the Highway Capacity Manual (HCM) methodology and evaluates the LOS based on vehicle delay. Typically, LOS D is an acceptable LOS for the Los Angeles County region. The HCM LOS thresholds and description are shown in Table 2.

Based on the LOS analysis for existing conditions utilizing the Synchro program, all study intersections with the exception of MBB/Inglewood Avenue operate at LOS B or better. The LOS for the intersection of MBB/Inglewood Avenue is LOS F during the AM peak hour and LOS E during the PM peak hour.

Existing Traffic Volumes with Proposed Two Westbound Through Lanes The scenario for Manhattan Beach Boulevard with two westbound through lanes was evaluated. As previously mentioned, the locations that already have two westbound through lanes were not included in the analysis. The same 2022 traffic volumes in the existing condition scenario were utilized. Similar to the existing conditions scenario, all study intersections with the exception of MBB/Inglewood Avenue are expected to operate at LOS B or better with two westbound lanes on Manhattan Beach Boulevard. The LOS for MBB/Doolitle Drive, MBB/Rindge Lane and MBB/Dow Drive remain at an acceptable LOS primarily since the intersections do not have heavy demand from the Mr. Gary Solsona, P.E.

July 25, 2022

Page 4 of 7 ends

Delay
(sec) LOS Delay(sec) LOS Delay(sec) LOS Delay(sec) LOS
1 Manhattan Beach Blvd
@ Doolittle Dr 11.2 B 11.9 B 11.6 B 12.1 B NO NO
2 Manhattan Beach Blvd
@ Rindge Ln 13.0 B 13.4 B 13.2 B 13.7 B NO NO
4 Manhattan Beach Blvd
@ Dow Ave

5.4 A 7.4 A 5.5 A 7.5 A NO NO
5 Manhattan Beach Blvd
@ Inglewood Ave 93.1 F 76.2 E 110.4 F 75.7 E NO NO
Highway Capacity Manual Methodogy
No Intersection PM
Existing Lane Configuration
PM
With Two Westbound
Through Lanes Change in LOS

AM AM PM
AM
Table 3. Level-of-Service Analysis – Existing Traffic Volumes side streets and therefore more green time could be allocated to the heavy east/west movements on Manhattan Beach Boulevard. The LOS at MBB/Inglewood Avenue is expected to continue to operate at LOS F during the AM peak hour and LOS E during the PM peak hour for both scenarios. Table 3 shows the LOS for both the existing lane configuration and with the two westbound through lanes.

Unlike the three study intersections that operate at an acceptable LOS, the intersection of MBB/Inglewood Avenue has very heavy demand from all approaches. The delay for MBB/Inglewood is expected to significantly increase from 93.1 seconds to 110.4 seconds during the AM peak hour due to the reduction in number of westbound through lanes. There is a heavy westbound through demand during the AM peak hour and is significantly higher than the westbound right turn movement. The existing AM and PM peak hour traffic volumes for MBB/Inglewood Avenue are shown in Figure 2. Based on the heavy demand for the westbound through movement during the AM peak hour, it is recommended to maintain the third through lane (no westbound right turn lane) and to begin the bike lane west of the intersection. The Synchro worksheets for both scenarios are provided in Attachment C.

Mr. Gary Solsona, P.E.

July 25, 2022

Page 5 of 7 ends

Figure 2. Existing Traffic Volumes
Manhattan Beach Boulevard at Inglewood Avenue
AM Peak Hour PM Peak Hour
Future Traffic Conditions
Future traffic conditions were evaluated for both the existing lane configuration and the proposed two westbound through scenario. The latest Southern California Association of Governments (SCAG) model utilizes the Year 2040 as the future year. However, prior SCAG modeling data for a nearby agency citywide traffic study showed the peak period traffic projections were less than the base line year traffic conditions. Therefore, the SCAG model was not utilized to project Year 2040 conditions.

The CMP provides growth rates from 2010-2035. In order to develop the growth from 2017 to 2040 (23 years), the growth factor from 2010 to 2035 (25 years) was used. The 2017 volumes were factored up by 1.053 (see Table 4), the growth from 2010 to 2035. The future growth projection calculations are included with the existing growth calculations in Attachment A.

Mr. Gary Solsona, P.E.

July 25, 2022

Page 6 of 7 ends

The LOS analysis for the future Year 2040 traffic conditions showed similar results as the existing conditions. The three intersections that operate at an acceptable LOS B or better during the existing conditions analysis are expected to continue to operate at an acceptable LOS B or better in the Year 2040 for both existing lane configurations and the proposed two westbound through lane configuration. The intersection of MBB/Inglewood Avenue is also expected to operate at LOS F for both conditions in the future and have significantly higher delays during the AM peak hour with the proposed two westbound through lanes. Table 5 shows the LOS analysis for Year 2040 traffic. The Synchro worksheets for both future scenarios are provided in Attachment D Table 4. Los Angeles County Traffic Volume Growth Factor – Year 2040 South Bay/LAX
Table 5. Level-of-Service Analysis – Future Traffic Volumes Delay
(sec) LOS Delay
(sec) LOS Delay
(sec) LOS Delay(sec) LOS
1 Manhattan Beach Blvd
@ Doolittle Dr 11.3 B 11.8 B 11.7 B 12.1 B NO NO
2 Manhattan Beach Blvd
@ Rindge Ln 14.4 B 15.2 B 14.6 B 15.5 B NO NO
4 Manhattan Beach Blvd
@ Dow Ave

5.4 A 7.6 A 5.5 A 7.8 A NO NO
5 Manhattan Beach Blvd
@ Inglewood Ave 100.1 F 81.3 F 128.0 F 77.6 F NO NO
AM PM
Highway Capacity Manual Methodogy
No Intersection
Existing Lane Configuration With Two Westbound
Through Lanes Change in LOS

AM PM AM PM
Mr. Gary Solsona, P.E.

July 25, 2022

Page 7 of 7 ends

Based on the LOS analysis for both existing traffic and future Year 2040 traffic, there will be no impacts on Manhattan Beach Boulevard from Aviation Boulevard to Dow Drive with the westbound two through lane configuration. For the intersection of MBB at Inglewood Avenue, there will be significant increase in delays due to the reconfiguration to two westbound through lanes, especially during the AM peak hour, where there is heavy demand for the westbound through movement.

Therefore, it is recommended to maintain the existing lane configuration for this intersection of three westbound through lanes and provide the bike lane west of the intersection. It should be noted that since the lane configuration at the intersections of MBB/Aviation Boulevard and MBB/Redondo Beach Avenue-Vail Avenue will not be changed for this project, the LOS is not expected to change and no LOS analyses were conducted for these two intersections.

Attachments
List of Attachments
A 2010 Los Angeles County Congestion Management Plan (CMP) - General Traffic Volume Growth Factors
B Turning Movement Counts and Growth Rate Calculations
C Synchro Worksheets
– Existing Volumes with Existing Lane Configuration
– Existing Volumes with Two Westbound Through Lanes
D Synchro Worksheets
– Future Volumes with Existing Lane Configuration
– Future Volumes with Two Westbound Through Lanes
Turning Movement Counts (2017) and
Growth Rate Calculations
Attachment A
2010 Los Angeles County Congestion
Management Plan (CMP)
General Traffic Volumes Growth Factors
Attachment A
APPENDIX D - GUIDELINES FOR CMP TRANSPORTATION IMPACT ANALYSIS PAGE D-8 2010 Congestion Management Program for Los Angeles County Exhibit D-1

GENERAL TRAFFIC VOLUME GROWTH FACTORS
RSA Representative City/Place 2010 2015 2020 2025 2030 2035 7 Agoura Hills 1.000 1.020 1.041 1.052 1.063 1.075
8 Santa Clarita 1.000 1.145 1.291 1.348 1.405 1.461
9 Lancaster 1.000 1.214 1.427 1.676 1.924 2.172
10 Palmdale 1.000 1.134 1.267 1.363 1.458 1.553
11 Angeles Forest 1.000 1.151 1.301 1.394 1.487 1.580
12 West S.F. Valley 1.000 1.027 1.054 1.068 1.083 1.097 13 Burbank 1.000 1.024 1.049 1.063 1.077 1.092
14 Sylmar 1.000 1.024 1.049 1.071 1.093 1.114
15 Malibu 1.000 1.027 1.054 1.075 1.096 1.117
16 Santa Monica 1.000 1.014 1.028 1.038 1.049 1.059
17 West/Central L.A. 1.000 1.007 1.014 1.024 1.034 1.044 18 South Bay/LAX 1.000 1.013 1.026 1.035 1.044 1.053
19 Palos Verdes 1.000 1.025 1.051 1.061 1.071 1.081
20 Long Beach 1.000 1.076 1.152 1.160 1.168 1.177
21 Vernon 1.000 1.073 1.146 1.158 1.170 1.182
22 Downey 1.000 1.052 1.104 1.116 1.127 1.139
23 Downtown L.A. 1.000 1.009 1.018 1.030 1.042 1.054
24 Glendale 1.000 1.014 1.027 1.041 1.055 1.068
25 Pasadena 1.000 1.041 1.082 1.098 1.115 1.131
26 West Covina 1.000 1.023 1.046 1.066 1.086 1.106
27 Pomona 1.000 1.081 1.161 1.190 1.219 1.248
Turning Movement Counts (2017) and
Growth Rate Calculations
Attachment A
Turning Movement Counts
Attachment B
National Data & Surveying Services
Intersection Turning Movement Count Location: Aviation Blvd & Manhattan Beach Blvd City: Redondo Beach Project ID: Historical
Control: Signalized Date:

NS/EW Streets:
1 2.5 0.5 0 2 2 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 12 381 48 1 12 88 23 0 25 71 3 0 44 128 58 0 894 7:15 AM 16 355 59 2 9 118 29 1 38 106 13 1 62 148 70 0 1027 7:30 AM 17 414 51 1 26 182 45 1 38 98 10 0 64 184 64 0 1195 7:45 AM 16 433 24 0 20 197 39 0 49 130 16 1 86 189 77 0 1277 8:00 AM 24 411 47 1 18 148 40 1 54 151 27 1 63 169 80 0 1235 8:15 AM 21 420 31 1 21 135 42 1 53 134 29 3 59 177 88 0 1215 8:30 AM 27 393 37 1 30 144 48 3 44 135 23 8 62 160 74 0 1189 8:45 AM 24 381 49 1 27 168 51 0 69 146 44 2 95 139 92 0 1288

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 157 3188 346 8 163 1180 317 7 370 971 165 16 535 1294 603 0 9320 APPROACH %'s : 4.24% 86.19% 9.35% 0.22% 9.78% 70.79% 19.02% 0.42% 24.31% 63.80% 10.84% 1.05% 22.00% 53.21% 24.79% 0.00% PEAK HR : 08:00 AM 41 37 44 08:45 AM TOTAL
PEAK HR VOL : 96 1605 164 4 96 595 181 5 220 566 123 14 279 645 334 0 4927 PEAK HR FACTOR : 0.889 0.955 0.837 1.000 0.800 0.885 0.887 0.417 0.797 0.937 0.699 0.438 0.734 0.911 0.908 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2.5 0.5 0 2 2 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 31 160 40 0 63 276 68 0 37 175 41 6 89 150 44 0 1180 4:15 PM 33 198 49 2 90 346 95 0 46 196 51 1 67 119 33 0 1326 4:30 PM 45 171 53 1 74 337 86 0 35 154 32 5 81 171 51 0 1296 4:45 PM 41 185 60 2 70 354 101 0 41 197 43 2 97 153 36 1 1383 5:00 PM 36 174 64 0 79 381 71 0 42 179 33 1 99 148 40 0 1347 5:15 PM 46 172 61 1 98 348 101 0 40 177 44 4 102 164 36 0 1394 5:30 PM 38 172 46 0 60 354 117 0 37 179 44 5 108 165 45 0 1370 5:45 PM 40 193 41 3 81 352 97 0 32 178 44 2 91 179 45 0 1378

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 310 1425 414 9 615 2748 736 0 310 1435 332 26 734 1249 330 1 10674 APPROACH %'s : 14.37% 66.03% 19.18% 0.42% 15.00% 67.04% 17.96% 0.00% 14.74% 68.24% 15.79% 1.24% 31.72% 53.98% 14.26% 0.04% PEAK HR : 04:45 PM 292 289 296 05:15 PM TOTAL
PEAK HR VOL : 161 703 231 3 307 1437 390 0 160 732 164 12 406 630 157 1 5494 PEAK HR FACTOR : 0.875 0.950 0.902 0.375 0.783 0.943 0.833 0.000 0.952 0.929 0.932 0.600 0.940 0.955 0.872 0.250

EASTBOUND
10/4/2017
Manhattan Beach Blvd

NORTHBOUND
Manhattan Beach Blvd

0.965

WESTBOUND
Aviation Blvd Aviation Blvd

0.891 0.884

EASTBOUND
PM
AM
08:00 AM - 09:00 AM

NORTHBOUND

0.967 0.956
Total

0.985 0.943

WESTBOUND

0.939

SOUTHBOUND

0.953 0.975
04:45 PM - 05:45 PM

SOUTHBOUND
National Data & Surveying Services
Intersection Turning Movement Count
Location: Aviation Blvd & Manhattan Beach Blvd
City: Redondo Beach Project ID: Historical
Control: Signalized Date:

NS/EW Streets:
1 2.5 0.5 0 2 2 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0100000010000100 3
7:15 AM 0000000000100100 2
7:30 AM 1200000000000010 4
7:45 AM 0100000000100000 2
8:00 AM 1100000002000200 6
8:15 AM 1000010000000100 3
8:30 AM 0000000002100300 6
8:45 AM 1100000001000100 4

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 4 6 0 0 0 1 0 0 1 5 3 0 0 9 1 0 30
APPROACH %'s : 40.00% 60.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 11.11% 55.56% 33.33% 0.00% 0.00% 90.00% 10.00% 0.00% PEAK HR : 08:00 AM 41 37 44 TOTAL
PEAK HR VOL : 3 2 0 0 0 1 0 0 0 5 1 0 0 7 0 0 19
PEAK HR FACTOR : 0.750 0.500 0.000 0.000 0.000 0.250 0.000 0.000 0.000 0.625 0.250 0.000 0.000 0.583 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1 2.5 0.5 0 2 2 1 0 1 2 1 0 2 2 1 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0000000001000100 2
4:15 PM 0110000000000100 3
4:30 PM 0000010000000100 2
4:45 PM 0200010001000300 7
5:00 PM 1000010000000100 3
5:15 PM 0000010001000000 2
5:30 PM 1000040003000100 9
5:45 PM 0000010002000100 4

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 3 1 0 0 9 0 0 0 8 0 0 0 9 0 0 32
APPROACH %'s : 33.33% 50.00% 16.67% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% 0.00% 100.00% 0.00% 0.00% PEAK HR : 04:45 PM 292 289 296 TOTAL
PEAK HR VOL : 2 2 0 0 0 7 0 0 0 5 0 0 0 5 0 0 21
PEAK HR FACTOR : 0.50 0.250 0.000 0.000 0.000 0.438 0.000 0.000 0.000 0.417 0.000 0.000 0.000 0.417 0.000 0.000 10/4/2017
04:45 PM - 05:45 PM

0.583 0.500 0.438 0.417 0.417
08:00 AM - 09:00 AM

0.792 0.625

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.250 0.500 0.583

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Bikes
Aviation Blvd Aviation Blvd Manhattan Beach Blvd Manhattan Beach Blvd National Data & Surveying Services
Intersection Turning Movement Count
Location: Aviation Blvd & Manhattan Beach Blvd Project ID: Historical City: Redondo Beach Date: 10/4/2017
NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 23101007 14
7:15 AM 01102221 9
7:30 AM 15112113 15
7:45 AM 00444310 16
8:00 AM 22001201 8
8:15 AM 11000111 5
8:30 AM 21101002 7
8:45 AM 00041151 12

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 8 13 8 9 12 10 10 16 86
APPROACH %'s : 38.10% 61.90% 47.06% 52.94% 54.55% 45.45% 38.46% 61.54% PEAK HR : 08:00 AM 40 36 43 TOTAL
PEAK HR VOL : 5 4 1 4 3 4 6 5 32
PEAK HR FACTOR : 0.625 0.500 0.250 0.250 0.750 0.500 0.300 0.625 Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 01104001 7
4:15 PM 10302113 11
4:30 PM 47010132 18
4:45 PM 24111104 14
5:00 PM 50222420 17
5:15 PM 33114337 25
5:30 PM 15424115 23
5:45 PM 11131332 15

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 17 21 13 10 18 14 13 24 130
APPROACH %'s : 44.74% 55.26% 56.52% 43.48% 56.25% 43.75% 35.14% 64.86% PEAK HR : 04:45 PM 289 286 293 TOTAL
PEAK HR VOL : 11 12 8 6 11 9 6 16 79
PEAK HR FACTOR : 0.550 0.600 0.500 0.750 0.688 0.563 0.500 0.571

AM NORTH LEG SOUTH LEG EAST LEG
Aviation Blvd Aviation Blvd Manhattan Beach Blvd

0.667 0.563 0.313 0.583 0.458

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.790 0.958 0.583 0.714 0.550
Pedestrians (Crosswalks)

WEST LEG
08:00 AM - 09:00 AM
Manhattan Beach Blvd
04:45 PM - 05:45 PM
Prepared by National Data & Surveying Services
ID: Historical Day:

City: Redondo Beach Date:

AM 181 595 96 5 AM
NOON 0000 NOON
PM 390 1437 307 0 PM

AM NOON PM PM NOON AM
1220 1 157 0 334
2 630 0 645
14 0 12 02 406 0 279
220 0 160 1 TEV 4927 0 5494 0 100
566 0 732 2 PHF 0.96 0.99
123 0 164 1 0 1 2.5 0.5

AM NOON PM PM NOON AM
PM 3 161 703 231 PM
NOON 0000 NOON
AM 4 96 1605 164 AM
Manhattan Beach Blvd
07:00 AM - 09:00 AM
NONE
936 0 1193
Aviation Blvd
1001
0 Aviation Blvd

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
1271
0 PEAK HOURS
Bikes (AM)
NONE
04:45 PM - 05:45 PM
2164
1020
0 Signalized
Manhattan Beach Blvd

EASTBOUND
Peak Hour Turning Movement Count
2010
Bikes (PM) Total Vehicles (PM)
Aviation Blvd & Manhattan Beach Blvd
Wednesday
10/04/2017

CONTROL

WESTBOUND
08:00 AM - 09:00 AM
Bikes (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
826

COUNT PERIODS
Total Vehicles (AM)
AM NOON PM6
3 9
11 0 5 4 0 12
8 0 1 4 0
0 4
0 11
16 0
5 6
0 6
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
279
645
334
123
566
220
18159596
961605164
N/A
N/A
N/A
N/A
N/A
N/A

N/AN/AN/A

N/AN/AN/A
0 7
0 1
5 0
010
320
N/A
N/A
N/A
N/A
N/A
N/A

N/AN/AN/A

N/AN/AN/A
0 5
0 0
5 0
070
220
406
630
157
164
732
160
3901437307
161703231

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
National Data & Surveying Services
Intersection Turning Movement Count Location: Redondo Beach Ave & Manhattan Beach Blvd City: Redondo Beach Project ID: Historical
Control: Signalized Date:

NS/EW Streets:
1110211022101200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 12 35 23 0 9 6 8 0 11 129 2 0 4 306 82 0 627
7:15 AM 14 31 27 0 10 5 8 0 13 152 1 0 5 367 82 0 715
7:30 AM 22 45 40 0 7 6 10 0 11 144 6 0 9 386 87 0 773
7:45 AM 13 51 37 0 17 3 6 0 24 176 5 0 13 407 95 0 847
8:00 AM 9 70 42 0 12 10 11 0 21 180 2 0 9 372 92 0 830
8:15 AM 30 91 36 0 10 5 10 0 19 174 5 0 10 329 94 0 813 8:30 AM 17 67 21 0 12 8 10 0 20 150 5 0 8 309 94 0 721
8:45 AM 15 47 29 0 19 8 15 0 27 213 8 0 12 401 117 0 911

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 132 437 255 0 96 51 78 0 146 1318 34 0 70 2877 743 0 6237 APPROACH %'s : 16.02% 53.03% 30.95% 0.00% 42.67% 22.67% 34.67% 0.00% 9.75% 87.98% 2.27% 0.00% 1.90% 77.97% 20.14% 0.00% PEAK HR : 08:00 AM 41 37 44 08:45 AM TOTAL
PEAK HR VOL : 71 275 128 0 53 31 46 0 87 717 20 0 39 1411 397 0 3275 PEAK HR FACTOR : 0.592 0.755 0.762 0.000 0.697 0.775 0.767 0.000 0.806 0.842 0.625 0.000 0.813 0.880 0.848 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1110211022101200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 4 17 17 0 99 34 17 0 19 308 9 0 19 227 39 0 809 4:15 PM 5 17 22 0 108 39 17 0 18 333 9 0 13 199 22 0 802 4:30 PM 8 9 16 0 98 38 33 0 9 337 10 0 27 255 19 0 859
4:45 PM 11 19 12 0 110 38 14 0 18 279 7 0 17 203 18 0 746 5:00 PM 3 14 20 0 123 53 24 0 15 319 9 0 22 245 20 0 867 5:15 PM 5 12 33 0 138 69 21 0 13 353 13 0 16 233 27 0 933 5:30 PM 8 19 34 0 105 51 16 0 6 329 7 0 28 196 25 0 824 5:45 PM 11 14 18 0 103 48 28 0 5 337 16 0 22 252 31 0 885

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 55 121 172 0 884 370 170 0 103 2595 80 0 164 1810 201 0 6725 APPROACH %'s : 15.80% 34.77% 49.43% 0.00% 62.08% 25.98% 11.94% 0.00% 3.71% 93.41% 2.88% 0.00% 7.54% 83.22% 9.24% 0.00% PEAK HR : 05:00 PM 293 289 296 05:15 PM TOTAL
PEAK HR VOL : 27 59 105 0 469 221 89 0 39 1338 45 0 88 926 103 0 3509 PEAK HR FACTOR : 0.614 0.776 0.772 0.000 0.850 0.801 0.795 0.000 0.650 0.948 0.703 0.000 0.786 0.919 0.831 0.000

0.899
Total

0.940 0.938

WESTBOUND

0.916

SOUTHBOUND

0.783 0.854
05:00 PM - 06:00 PM

SOUTHBOUND
PM
AM
08:00 AM - 09:00 AM

NORTHBOUND

0.755

EASTBOUND
10/4/2017
Manhattan Beach Blvd

NORTHBOUND
Manhattan Beach Blvd

0.871

WESTBOUND
Redondo Beach Ave Redondo Beach Ave

0.774 0.831

EASTBOUND
National Data & Surveying Services
Intersection Turning Movement Count
Location: Redondo Beach Ave & Manhattan Beach Blvd
City: Redondo Beach Project ID: Historical
Control: Signalized Date:

NS/EW Streets:
1110211022101200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0510000000000000 6
7:15 AM 0100000000000200 3
7:30 AM 1100000000000000 2
7:45 AM 0100000010000000 2
8:00 AM 0200100002000100 6
8:15 AM 0300000001000500 9
8:30 AM 1200000002000110 7
8:45 AM 0200000001000000 3

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 2 17 1 0 1 0 0 0 1 6 0 0 0 9 1 0 38
APPROACH %'s : 10.00% 85.00% 5.00% 0.00% 100.00% 0.00% 0.00% 0.00% 14.29% 85.71% 0.00% 0.00% 0.00% 90.00% 10.00% 0.00% PEAK HR : 08:00 AM 41 37 44 TOTAL
PEAK HR VOL : 1 9 0 0 1 0 0 0 0 6 0 0 0 7 1 0 25
PEAK HR FACTOR : 0.250 0.750 0.000 0.000 0.250 0.000 0.000 0.000 0.000 0.750 0.000 0.000 0.000 0.350 0.250 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 1110211022101200

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
4:00 PM 0010010001000200 5
4:15 PM 0010002002001000 6
4:30 PM 0010000000000100 2
4:45 PM 0000130001000100 6
5:00 PM 0000021000001000 4
5:15 PM 0000140000000110 7
5:30 PM 0000000000100000 1
5:45 PM 0000120001001200 7

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 0 3 0 3 12 3 0 0 5 1 0 3 7 1 0 38
APPROACH %'s : 0.00% 0.00% 100.00% 0.00% 16.67% 66.67% 16.67% 0.00% 0.00% 83.33% 16.67% 0.00% 27.27% 63.64% 9.09% 0.00% PEAK HR : 05:00 PM 293 289 296 TOTAL
PEAK HR VOL : 0 0 0 0 2 8 1 0 0 1 1 0 2 3 1 0 19
PEAK HR FACTOR : 0.00 0.000 0.000 0.000 0.500 0.500 0.250 0.000 0.000 0.250 0.250 0.000 0.500 0.375 0.250 0.000 Bikes
Redondo Beach Ave Redondo Beach Ave Manhattan Beach Blvd Manhattan Beach Blvd

0.250 0.750 0.400

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
10/4/2017
05:00 PM - 06:00 PM

0.679 0.550 0.500 0.500
08:00 AM - 09:00 AM

0.694 0.833
National Data & Surveying Services
Intersection Turning Movement Count
Location: Redondo Beach Ave & Manhattan Beach Blvd Project ID: Historical City: Redondo Beach Date: 10/4/2017
NS/EW Streets:

EB WB EB WB NB SB NB SB TOTAL
7:00 AM 00010000 1
7:15 AM 01000001 2
7:30 AM 10010000 2
7:45 AM 00000001 1
8:00 AM 00100000 1
8:15 AM 01000000 1
8:30 AM 01010000 2
8:45 AM 02000000 2

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 1 5 1 3 0 0 0 2 12
APPROACH %'s : 16.67% 83.33% 25.00% 75.00% 0.00% 100.00% PEAK HR : 08:00 AM 40 36 43 TOTAL
PEAK HR VOL : 0 4 1 1 0 0 0 06
PEAK HR FACTOR : 0.500 0.250 0.250
Headers NEB NWB SEB SWB ENS ESB WNB WSB

EB WB EB WB NB SB NB SB TOTAL
4:00 PM 00000000 0
4:15 PM 00000002 2
4:30 PM 00000000 0
4:45 PM 00000021 3
5:00 PM 00000000 0
5:15 PM 01000001 2
5:30 PM 00000000 0
5:45 PM 00100002 3

EB WB EB WB NB SB NB SB TOTAL
TOTAL VOLUMES : 0 1 1 0 0 0 2 6 10
APPROACH %'s : 0.00% 100.00% 100.00% 0.00% 25.00% 75.00% PEAK HR : 05:00 PM 290 286 293 TOTAL
PEAK HR VOL : 0 1 1 0 0 0 0 35
PEAK HR FACTOR : 0.250 0.250 0.375
Pedestrians (Crosswalks)

WEST LEG
08:00 AM - 09:00 AM
Manhattan Beach Blvd
05:00 PM - 06:00 PM

0.417 0.250 0.250 0.375

PM NORTH LEG SOUTH LEG EAST LEG WEST LEG

0.750 0.500 0.500

AM NORTH LEG SOUTH LEG EAST LEG
Redondo Beach Ave Redondo Beach Ave Manhattan Beach Blvd Prepared by National Data & Surveying Services
ID: Historical Day:

City: Redondo Beach Date:

AM 46 31 53 0 AM
NOON 0000 NOON
PM 89 221 469 0 PM

AM NOON PM PM NOON AM
1120 0 103 0 397
2 926 0 1411
000 01 88 0 39
87 0 39 2 TEV 3275 0 3509 0 000
717 0 1338 2 PHF 0.90 0.94
20 0 45 1 0111

AM NOON PM PM NOON AM
PM 0 27 59 105 PM
NOON 0000 NOON
AM 0 71 275 128 AM
Peak Hour Turning Movement Count
354
Bikes (PM) Total Vehicles (PM)
Redondo Beach Ave & Manhattan Beach Blvd
Wednesday
10/04/2017

CONTROL

WESTBOUND
08:00 AM - 09:00 AM
Bikes (NOON)
Pedestrians (Crosswalks)
Total Vehicles (NOON)
898

COUNT PERIODS
Total Vehicles (AM)

PEAK HOURS
Bikes (AM)
NONE
05:00 PM - 06:00 PM
759
201
0 Signalized
Manhattan Beach Blvd

EASTBOUND
Redondo Beach Ave
90 0
Redondo Beach Ave

SOUTHBOUND
04:00 PM - 06:00 PM

NORTHBOUND
1912
0 Manhattan Beach Blvd
07:00 AM - 09:00 AM
NONE
1528 0 1042
AM NOON PM0
0 0
0 0 0 4 0 1
1 0 1 1 0
0 0
0 0
3 0
0 0
0 0
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON
39 1411
397
20 717
87 463153
71275128
N/A
N/A
N/A
N/A
N/A
N/A

N/AN/AN/A

N/AN/AN/A
0 7
1 0
6 0
001
190
N/A
N/A
N/A
N/A
N/A
N/A

N/AN/AN/A

N/AN/AN/A
2 3
1 1
1 0
182
000
88 926
103
45 1338
39 89221469
2759105

PMNOONAMAMNOONPM

PMNOONAMAMNOONPM
Intersection Turning Movement
Prepared by:

National Data & Surveying Services
Day:

Date:

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB
LANES: 121121221130
7:00 AM 88 306 37 16 168 77 101 51 10 46 222 36 1158 00 7:15 AM 86 360 37 13 226 128 97 66 22 52 245 44 1376 00 7:30 AM 100 350 54 26 261 148 98 84 25 44 266 36 1492 01 7:45 AM 89 312 79 37 236 163 112 96 22 37 290 42 1515 00 8:00 AM 88 301 69 36 215 168 106 122 41 41 289 28 1504 01 8:15 AM 67 347 72 26 276 168 125 95 37 47 243 43 1546 00 8:30 AM 66 308 58 33 242 162 104 97 41 78 247 53 1489 03 8:45 AM 85 344 57 30 260 191 116 87 15 44 220 35 1484 01 9:00 AM 59 291 34 28 185 180 118 124 32 40 193 56 1340 03 9:15 AM 44 342 42 26 165 134 110 105 27 38 150 50 1233 02 9:30 AM 71 282 27 27 184 115 102 97 29 42 172 34 1182 12 9:45 AM 55 303 39 27 221 140 96 73 26 20 152 53 1205 03

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB
TOTAL VOLUMES : 898 3846 605 325 2639 1774 1285 1097 327 529 2689 510 16524 0 1 0 16 APPROACH %'s : 16.79% 71.90% 11.31% 6.86% 55.70% 37.44% 47.43% 40.49% 12.07% 14.19% 72.13% 13.68% nb a nb d sb a sb d eb a eb d wb a nb d
PEAK HR START TIME : 730 AM TOTAL
PEAK HR VOL : 344 1310 274 125 988 647 441 397 125 169 1088 149 6057 PEAK HR FACTOR : 0.979
CONTROL :

NORTHBOUND
6/1/2017

SOUTHBOUND

0.956 0.936 0.895
NS/EW Streets:

Project ID: Thursday
City:

Historical
Redondo Beach

EASTBOUND
Inglewood Ave Inglewood Ave
AM
Manhattan Beach Blvd
Signalized
UTURNS
Manhattan Beach Blvd

0.953

WESTBOUND
Intersection Turning Movement
Prepared by:

National Data & Surveying Services
Day:

Date:

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB
LANES: 121121221130
4:00 PM 37 214 64 50 305 117 109 224 95 54 97 43 1409 03 4:15 PM 34 235 74 40 303 112 116 279 89 49 132 42 1505 01 4:30 PM 42 262 71 26 331 97 102 225 87 66 138 41 1488 05 4:45 PM 32 262 61 26 323 110 122 232 97 71 124 46 1506 07 5:00 PM 34 231 64 39 324 132 108 255 101 50 157 71 1566 15 5:15 PM 33 253 65 35 339 128 115 233 103 69 133 39 1545 01 5:30 PM 33 232 61 21 316 102 124 277 129 78 146 47 1566 00 5:45 PM 52 266 39 20 325 111 96 222 102 79 133 43 1488 13 6:00 PM 26 226 42 25 313 116 122 230 124 87 142 55 1508 02 6:15 PM 25 260 46 22 376 123 112 209 108 58 97 38 1474 02 6:30 PM 26 198 37 39 325 99 116 166 89 73 119 35 1322 00 6:45 PM 35 193 36 31 354 131 122 171 71 41 84 29 1298 03

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB
TOTAL VOLUMES : 409 2832 660 374 3934 1378 1364 2723 1195 775 1502 529 17675 0 2 0 32 APPROACH %'s : 10.48% 72.60% 16.92% 6.58% 69.19% 24.23% 25.82% 51.55% 22.62% 27.62% 53.53% 18.85% nb a nb d sb a sb d eb a eb d wb a nb d
PEAK HR START TIME : 445 PM TOTAL
PEAK HR VOL : 132 978 251 121 1302 472 469 997 430 268 560 203 6183 PEAK HR FACTOR : 0.987
CONTROL :

0.927

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.944
Signalized
NS/EW Streets: Manhattan Beach Blvd Manhattan Beach Blvd PM
Inglewood Ave Inglewood Ave

0.958 0.894
Project ID: Historical
City: Redondo Beach
UTURNS
6/1/2017
Thursday
Intersection Turning Movement
Prepared by:

National Data & Surveying Services
Day:

Date:

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB
LANES: 121121221130

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB
TOTAL VOLUMES : 0 0 0 0 0 0 0 0 0 0 0 00 0000
APPROACH %'s : #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! #DIV/0! nb a nb d sb a sb d eb a eb d wb a nb d
PEAK HR START TIME : 0 AM TOTAL
PEAK HR VOL : 0 0 0 0 0 0 0 0 0 0 0 00
PEAK HR FACTOR : 0.000
CONTROL :

0.000

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.000
Signalized
NS/EW Streets: Manhattan Beach Blvd Manhattan Beach Blvd NOON
Inglewood Ave Inglewood Ave

0.000 0.000
Project ID: Historical
City: Redondo Beach
UTURNS
6/1/2017
Thursday
ITM Peak Hour Summary
Prepared by:

National Data & Surveying Services
Lanes 121 City:

AM 647 988 125 AM
NOON 000 NOON
PM 472 1302 121 PM
AM NOON PM AM NOON PM Lanes
149 0 203 0
1088 0 560 3
2 441 0 469 169 0 268 1
2 397 0 997
1 125 0 430
Lanes AM NOON PM AM NOON PM
AM 344 1310 274 AM
NOON 000 NOON
PM 132 978 251 PM
121 Lanes
AM AM

NOON NOON
PM PM

AM NOON PM AM NOON PM
2079 0 1164 1406 0 1031
963 0 1896 796 0 1369

AM NOON PM AM NOON PM
AM AM

NOON NOON
PM 1361 PM 3361
1760
2000
1282
0 South Leg
3042 0 3060
East Leg
North Leg
3545
2202
3210
0 South Leg
East Leg
1928
00 1895 1650
West Leg
0 West Leg
2400
End
Total Ins & Outs
North Leg
1282
0 2000
Northbound Approach
10:00 AM
NONE
3660
0 7:00 PM
1900
0 Total Volume Per Leg
Count Periods
AM
Start
4:00 PM
Historical
NOON Peak Hour
NOON
PM
7:00 AM
NONE
Day:

Eastbound Approach
Inglewood Ave and Manhattan Beach Blvd , Redondo Beach
PM Peak Hour
1369
1900
0 1650
Signalized

CONTROL
445 PM
2079 0 1164
Inglewood Ave
AM Peak Hour
Thursday
Westbound Approach
Redondo Beach
Date:
796 0
730 AM
Peak Hour Summary
6/1/2017 Southbound Approach Project #:

Manhattan Beach Blvd
Turning Movement Counts (2017) and
Growth Rate Calculations
Attachment A
Growth Rate Calculations
Attachment B
Existing 2022 Volumes
Intersection: Manhattan Beach Blvd at Aviation Blvd Peak Hour: AM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 4 96 1605 164 5 96 595 181 14 220 566 123 0 279 645 334 2017-2022 Growth 1 3 42 5 1 3 16 5 1 6 15 4 0 8 17 9
Existing Year 2022 5 99 1647 169 6 99 611 186 15 226 581 127 0 287 662 343 Intersection: Manhattan Beach Blvd at Aviation Blvd Peak Hour: PM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 3 161 703 231 0 307 1437 390 12 160 732 164 1 406 630 157 2017-2022 Growth 1 5 19 7 0 8 38 11 1 5 20 5 1 11 17 5
Existing Year 2022 4 166 722 238 0 315 1475 401 13 165 752 169 2 417 647 162 Existing 2022 Volumes
Intersection: Manhattan Beach Blvd at Doolittle Peak Hour: AM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 0 0 0 0 100 0 50 0 200 500 10 0 25 1250 100
2017-2022 Growth 0 0 0 0 0 3 0 2 0 6 13 1 0 1 33 3
Existing Year 2022 0 0 0 0 0 103 0 52 0 206 513 11 0 26 1283 103 Intersection: Manhattan Beach Blvd at Doolittle Peak Hour: PM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 0 0 0 0 200 0 150 0 100 1100 50 0 50 1050 25
2017-2022 Growth 0 0 0 0 0 6 0 4 0 3 29 2 0 2 28 1
Existing Year 2022 0 0 0 0 0 206 0 154 0 103 1129 52 0 52 1078 26 Existing 2022 Volumes
Intersection: Manhattan Beach Blvd at Rindge Ln Peak Hour: AM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 25 100 0 100 25 100 0 100 550 25 0 25 1300 100 2017-2022 Growth 0 2 1 3 0 3 1 3 0 3 15 1 0 1 34 3
Existing Year 2022 0 52 26 103 0 103 26 103 0 103 565 26 0 26 1334 103 Intersection: Manhattan Beach Blvd at Rindge Ln Peak Hour: PM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 25 100 0 100 50 100 0 50 1250 50 0 50 950 25
2017-2022 Growth 0 2 1 3 0 3 2 3 0 2 33 2 0 2 25 1
Existing Year 2022 0 52 26 103 0 103 52 103 0 52 1283 52 0 52 975 26 Existing 2022 Volumes
Intersection: Manhattan Beach Blvd at Vail Ave/Redondo Beach Ave Peak Hour: AM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 71 275 128 0 53 31 46 0 87 717 20 0 39 1411 397
2017-2022 Growth 0 2 8 4 0 2 1 2 0 3 19 1 0 2 37 11
Existing Year 2022 0 73 283 132 0 55 32 48 0 90 736 21 0 41 1448 408 Intersection: Manhattan Beach Blvd at Vail Ave/Redondo Beach Ave Peak Hour: PM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 27 59 105 0 469 221 89 0 39 1338 45 0 88 926 103 2017-2022 Growth 0 1 2 3 0 13 6 3 0 2 35 2 0 3 25 3
Existing Year 2022 0 28 61 108 0 482 227 92 0 41 1373 47 0 91 951 106 Existing 2022 Volumes
Intersection: Manhattan Beach Blvd at Dow Ave Peak Hour: AM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 50 50 0 50 25 50 0 100 800 0 0 100 1800 100
2017-2022 Growth 0 2 2 2 0 2 1 2 0 3 21 0 0 3 47 3
Existing Year 2022 0 52 52 52 0 52 26 52 0 103 821 0 0 103 1847 103 Intersection: Manhattan Beach Blvd at Dow Ave Peak Hour: PM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 20 50 0 100 20 100 0 50 1750 50 0 50 1000 25
2017-2022 Growth 0 2 1 2 0 3 1 3 0 2 46 2 0 2 26 1
Existing Year 2022 0 52 21 52 0 103 21 103 0 52 1796 52 0 52 1026 26 Existing 2022 Volumes
Intersection: Manhattan Beach Blvd at Inglewood Peak Hour: AM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 344 1310 274 0 125 988 647 0 441 397 125 0 169 1088 149 2017-2022 Growth 0 9 35 8 0 4 26 17 0 12 11 4 0 5 29 4
Existing Year 2022 0 353 1345 282 0 129 1014 664 0 453 408 129 0 174 1117 153 Intersection: Manhattan Beach Blvd at Inglewood Peak Hour: PM Growth Rate: 2.60%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 132 978 251 0 121 1302 472 0 469 997 430 0 268 560 203 2017-2022 Growth 0 4 26 7 0 4 34 13 0 13 26 12 0 7 15 6 Existing Year 2022 0 136 1004 258 0 125 1336 485 0 482 1023 442 0 275 575 209 Future Volume Projections
Intersection: Manhattan Beach Blvd at Aviation Blvd Peak Hour: AM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 4 96 1605 164 5 96 595 181 14 220 566 123 0 279 645 334 2017-2040 Growth 1 6 86 9 1 6 32 10 1 12 30 7 0 15 35 18 Future Year 2040 5 102 1691 173 6 102 627 191 15 232 596 130 0 294 680 352 Intersection: Manhattan Beach Blvd at Aviation Blvd Peak Hour: PM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 3 161 703 231 0 307 1437 390 12 160 732 164 1 406 630 157 2017-2040 Growth 1 9 38 13 0 17 77 21 1 9 39 9 1 22 34 9 Future Year 2040 4 170 741 244 0 324 1514 411 13 169 771 173 2 428 664 166 Future Volume Projections
Intersection: Manhattan Beach Blvd at Doolittle Peak Hour: AM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 0 0 0 0 100 0 50 0 200 500 10 0 25 1250 100
2017-2040 Growth 0 0 0 0 0 6 0 3 0 11 27 1 0 2 67 6
Future Year 2040 0 0 0 0 0 106 0 53 0 211 527 11 0 27 1317 106 Intersection: Manhattan Beach Blvd at Doolittle Peak Hour: PM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 0 0 0 0 200 0 150 0 100 1100 50 0 50 1050 25
2017-2040 Growth 0 0 0 0 0 11 0 8 0 6 59 3 0 3 56 2
Future Year 2040 0 0 0 0 0 211 0 158 0 106 1159 53 0 53 1106 27 Future Volume Projections
Intersection: Manhattan Beach Blvd at Rindge Ln Peak Hour: AM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 25 100 0 100 25 100 0 100 550 25 0 25 1300 100 2017-2040 Growth 0 3 2 6 0 6 2 6 0 6 30 2 0 2 69 6
Future Year 2040 0 53 27 106 0 106 27 106 0 106 580 27 0 27 1369 106 Intersection: Manhattan Beach Blvd at Rindge Ln Peak Hour: PM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 25 100 0 100 50 100 0 50 1250 50 0 50 950 25
2017-2040 Growth 0 3 2 6 0 6 3 6 0 3 67 3 0 3 51 2
Future Year 2040 0 53 27 106 0 106 53 106 0 53 1317 53 0 53 1001 27 Future Volume Projections
Intersection: Manhattan Beach Blvd at Vail Ave/Redondo Beach Ave Peak Hour: AM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 71 275 128 0 53 31 46 0 87 717 20 0 39 1411 397
2017-2040 Growth 0 4 15 7 0 3 2 3 0 5 39 2 0 3 75 22
Future Year 2040 0 75 290 135 0 56 33 49 0 92 756 22 0 42 1486 419 Intersection: Manhattan Beach Blvd at Vail Ave/Redondo Beach Ave Peak Hour: PM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 27 59 105 0 469 221 89 0 39 1338 45 0 88 926 103 2017-2040 Growth 0 2 4 6 0 25 12 5 0 3 71 3 0 5 50 6
Future Year 2040 0 29 63 111 0 494 233 94 0 42 1409 48 0 93 976 109 Future Volume Projections
Intersection: Manhattan Beach Blvd at Dow Ave Peak Hour: AM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 50 50 0 50 25 50 0 100 800 0 0 100 1800 100
2017-2040 Growth 0 3 3 3 0 3 2 3 0 6 43 0 0 6 96 6
Future Year 2040 0 53 53 53 0 53 27 53 0 106 843 0 0 106 1896 106 Intersection: Manhattan Beach Blvd at Dow Ave Peak Hour: PM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 50 20 50 0 100 20 100 0 50 1750 50 0 50 1000 25
2017-2040 Growth 0 3 2 3 0 6 2 6 0 3 93 3 0 3 53 2
Future Year 2040 0 53 22 53 0 106 22 106 0 53 1843 53 0 53 1053 27 Future Volume Projections
Intersection: Manhattan Beach Blvd at Inglewood Peak Hour: AM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 344 1310 274 0 125 988 647 0 441 397 125 0 169 1088 149 2017-2040 Growth 0 19 70 15 0 7 53 35 0 24 22 7 0 9 58 8 Future Year 2040 0 363 1380 289 0 132 1041 682 0 465 419 132 0 178 1146 157 Intersection: Manhattan Beach Blvd at Inglewood Peak Hour: PM Growth Rate: 5.30%

NBU NBL NBT NBR SBU SBL SBT SBR EBU EBL EBT EBR WBU WBL WBT WBR 2017 0 132 978 251 0 121 1302 472 0 469 997 430 0 268 560 203 2017-2040 Growth 0 7 52 14 0 7 70 26 0 25 53 23 0 15 30 11 Future Year 2040 0 139 1030 265 0 128 1372 498 0 494 1050 453 0 283 590 214 Synchro Worksheets
Existing Volumes with Existing Lane
Configuration
Attachment C
HCM 2010 Signalized Intersection Summary MBB
20: Manhattan Beach Blvd & Doolittle Dr Timing Plan: AM Plan AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 206 513 26 26 1283 103 0 0 0 103 0 52 Future Volume (veh/h) 206 513 26 26 1283 103 0 0 0 103 0 52 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 206 513 26 26 1283 103 78 36 52
Adj No. of Lanes 220130 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 259 2668 135 42 3486 280 127 49 71
Arrive On Green 0.15 1.00 1.00 0.05 1.00 1.00 0.07 0.07 0.07 Sat Flow, veh/h 3442 3428 173 1774 4800 385 1774 690 997 Grp Volume(v), veh/h 206 264 275 26 906 480 78 0 88
Grp Sat Flow(s),veh/h/ln 1721 1770 1832 1774 1695 1795 1774 0 1687 Q Serve(g_s), s 7.5 0.0 0.0 1.9 0.0 0.0 5.6 0.0 6.6
Cycle Q Clear(g_c), s 7.5 0.0 0.0 1.9 0.0 0.0 5.6 0.0 6.6 Prop In Lane 1.00 0.09 1.00 0.21 1.00 0.59
Lane Grp Cap(c), veh/h 259 1377 1426 42 2462 1304 127 0 121 V/C Ratio(X) 0.80 0.19 0.19 0.63 0.37 0.37 0.62 0.00 0.73 Avail Cap(c_a), veh/h 384 1377 1426 198 2462 1304 444 0 422 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.91 0.91 0.91 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.2 0.0 0.0 61.4 0.0 0.0 58.6 0.0 59.1 Incr Delay (d2), s/veh 5.9 0.3 0.3 13.2 0.4 0.7 4.8 0.0 8.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.1 0.1 1.1 0.1 0.3 2.9 0.0 3.4 LnGrp Delay(d),s/veh 60.1 0.3 0.3 74.6 0.4 0.7 63.4 0.0 67.3 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 745 1412 166
Approach Delay, s/veh 16.8 1.9 65.5
Approach LOS B A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 8.5 106.7 14.8 15.3 99.9
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 3.9 2.0 8.6 9.5 2.0
Green Ext Time (p_c), s 0.0 23.1 0.7 0.3 23.1
Intersection Summary
HCM 2010 Ctrl Delay 11.2
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
17: Rindge Ln & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 565 26 26 1334 103 52 26 103 103 26 103 Future Volume (veh/h) 103 565 26 26 1334 103 52 26 103 103 26 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 103 565 26 26 1334 103 52 26 103 103 26 103 Adj No. of Lanes 121130010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 125 2122 949 42 2660 205 68 44 101 179 40 396 Arrive On Green 0.14 1.00 1.00 0.05 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 4816 372 130 176 403 515 159 1583 Grp Volume(v), veh/h 103 565 26 26 939 498 181 0 0 129 0 103 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1695 1797 708 0 0 674 0 1583 Q Serve(g_s), s 7.3 0.0 0.0 1.9 0.0 0.0 9.7 0.0 0.0 0.0 0.0 6.8 Cycle Q Clear(g_c), s 7.3 0.0 0.0 1.9 0.0 0.0 32.5 0.0 0.0 22.8 0.0 6.8 Prop In Lane 1.00 1.00 1.00 0.21 0.29 0.57 0.80 1.00
Lane Grp Cap(c), veh/h 125 2122 949 42 1873 993 213 0 0 218 0 396 V/C Ratio(X) 0.82 0.27 0.03 0.63 0.50 0.50 0.85 0.00 0.00 0.59 0.00 0.26 Avail Cap(c_a), veh/h 198 2122 949 198 1873 993 213 0 0 218 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 0.09 0.09 0.09 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.0 0.0 0.0 61.4 0.0 0.0 51.3 0.0 0.0 44.7 0.0 39.1 Incr Delay (d2), s/veh 13.7 0.3 0.1 1.4 0.1 0.2 26.5 0.0 0.0 4.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.1 0.0 0.9 0.0 0.0 8.1 0.0 0.0 4.5 0.0 3.0 LnGrp Delay(d),s/veh 68.7 0.3 0.1 62.8 0.1 0.2 77.8 0.0 0.0 48.9 0.0 39.5 LnGrp LOS EAAEAAE D D
Approach Vol, veh/h 694 1463 181 232
Approach Delay, s/veh 10.4 1.2 77.8 44.7
Approach LOS B A E D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 8.5 83.5 38.0 14.7 77.3
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 3.9 2.0 24.8 9.3 2.0
Green Ext Time (p_c), s 0.0 0.0 26.1 1.4 0.1 26.1
Intersection Summary
HCM 2010 Ctrl Delay 13.0
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
11: Dow Ave & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 821 0 103 1847 103 52 52 52 52 26 52 Future Volume (veh/h) 103 821 0 103 1847 103 52 52 52 52 26 52 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 103 821 0 103 1847 103 52 52 52 52 26 52 Adj No. of Lanes 120130010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 233 2793 0 579 3891 217 90 76 65 96 49 71
Arrive On Green 1.00 1.00 0.00 1.00 1.00 1.00 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 225 3632 0 664 4930 274 421 605 513 457 392 566 Grp Volume(v), veh/h 103 821 0 103 1269 681 156 0 0 130 0 0 Grp Sat Flow(s),veh/h/ln 225 1770 0 664 1695 1814 1540 0 0 1416 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 12.8 0.0 0.0 11.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.15 0.33 0.33 0.40 0.40
Lane Grp Cap(c), veh/h 233 2793 0 579 2675 1432 231 0 0 217 0 0 V/C Ratio(X) 0.44 0.29 0.00 0.18 0.47 0.48 0.67 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 233 2793 0 579 2675 1432 424 0 0 402 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.17 0.17 0.17 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 55.1 0.0 0.0 54.4 0.0 0.0 Incr Delay (d2), s/veh 6.0 0.3 0.0 0.1 0.1 0.2 3.4 0.0 0.0 2.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.1 0.0 0.0 0.0 0.1 5.7 0.0 0.0 4.7 0.0 0.0 LnGrp Delay(d),s/veh 6.0 0.3 0.0 0.1 0.1 0.2 58.5 0.0 0.0 57.0 0.0 0.0 LnGrp LOS A A AAAE E
Approach Vol, veh/h 924 2053 156 130
Approach Delay, s/veh 0.9 0.1 58.5 57.0
Approach LOS AAEE
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 21.9 108.1 21.9 108.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 86.5 32.5 86.5
Max Q Clear Time (g_c+I1), s 14.8 2.0 13.6 2.0
Green Ext Time (p_c), s 1.6 63.9 1.6 63.9
Intersection Summary
HCM 2010 Ctrl Delay 5.4
HCM 2010 LOS A
Notes
HCM 2010 Signalized Intersection Summary MBB
3: Inglewood Ave & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 408 129 174 1117 153 353 1345 282 129 1014 664 Future Volume (veh/h) 453 408 129 174 1117 153 353 1345 282 129 1014 664 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 453 408 129 174 1117 153 353 1345 282 129 1014 664 Adj No. of Lanes 221130121121
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 463 965 432 199 1131 155 349 1402 627 152 994 445 Arrive On Green 0.04 0.09 0.09 0.11 0.25 0.25 0.17 0.40 0.40 0.05 0.28 0.28 Sat Flow, veh/h 3442 3539 1583 1774 4524 619 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 453 408 129 174 837 433 353 1345 282 129 1014 664 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1695 1753 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 17.1 14.2 9.9 12.6 32.0 32.0 21.5 48.1 17.0 6.5 36.5 36.5 Cycle Q Clear(g_c), s 17.1 14.2 9.9 12.6 32.0 32.0 21.5 48.1 17.0 6.5 36.5 36.5 Prop In Lane 1.00 1.00 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 463 965 432 199 848 438 349 1402 627 152 994 445 V/C Ratio(X) 0.98 0.42 0.30 0.88 0.99 0.99 1.01 0.96 0.45 0.85 1.02 1.49 Avail Cap(c_a), veh/h 463 965 432 212 848 438 349 1402 627 152 994 445 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.9 49.5 47.5 56.8 48.5 48.6 41.4 38.2 28.8 37.6 46.8 46.8 Incr Delay (d2), s/veh 35.2 1.3 1.7 29.9 28.0 40.2 51.3 15.4 0.5 33.7 33.8 233.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.4 7.1 4.6 7.8 18.3 20.4 17.5 26.5 7.5 2.9 22.5 44.9 LnGrp Delay(d),s/veh 97.2 50.8 49.2 86.7 76.5 88.7 92.8 53.6 29.3 71.3 80.6 280.5 LnGrp LOS F D D F E F F D C E F F
Approach Vol, veh/h 990 1444 1980 1807
Approach Delay, s/veh 71.8 81.4 57.1 153.4
Approach LOS E F E F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 57.0 20.1 40.9 27.0 42.0 23.0 38.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.5 51.5 15.5 34.5 21.5 36.5 17.5 32.5 Max Q Clear Time (g_c+I1), s 8.5 50.1 14.6 16.2 23.5 38.5 19.1 34.0 Green Ext Time (p_c), s 0.0 1.4 0.0 11.5 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 93.1
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary MBB
20: Manhattan Beach Blvd & Doolittle Dr Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 1129 52 52 1078 26 0 0 0 206 0 154 Future Volume (veh/h) 103 1129 52 52 1078 26 0 0 0 206 0 154 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 103 1129 52 52 1078 26 180 36 154
Adj No. of Lanes 220130 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 153 2395 110 67 3515 85 249 43 185
Arrive On Green 0.09 1.00 1.00 0.08 1.00 1.00 0.14 0.14 0.14 Sat Flow, veh/h 3442 3446 159 1774 5108 123 1774 309 1321 Grp Volume(v), veh/h 103 580 601 52 715 389 180 0 190
Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1774 1695 1841 1774 0 1630 Q Serve(g_s), s 3.8 0.0 0.0 3.7 0.0 0.0 12.6 0.0 14.7
Cycle Q Clear(g_c), s 3.8 0.0 0.0 3.7 0.0 0.0 12.6 0.0 14.7 Prop In Lane 1.00 0.09 1.00 0.07 1.00 0.81
Lane Grp Cap(c), veh/h 153 1230 1275 67 2333 1267 249 0 229 V/C Ratio(X) 0.67 0.47 0.47 0.78 0.31 0.31 0.72 0.00 0.83 Avail Cap(c_a), veh/h 384 1230 1275 198 2333 1267 444 0 407 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.43 0.43 0.43 0.97 0.97 0.97 1.00 0.00 1.00 Uniform Delay (d), s/veh 58.3 0.0 0.0 59.6 0.0 0.0 53.5 0.0 54.4 Incr Delay (d2), s/veh 2.2 0.6 0.5 16.8 0.3 0.6 3.9 0.0 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.2 0.2 2.1 0.1 0.2 6.5 0.0 7.1 LnGrp Delay(d),s/veh 60.5 0.6 0.5 76.3 0.3 0.6 57.4 0.0 62.0 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 1284 1156 370
Approach Delay, s/veh 5.4 3.8 59.7
Approach LOS A A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.4 95.8 23.7 11.3 95.0
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 5.7 2.0 16.7 5.8 2.0
Green Ext Time (p_c), s 0.0 30.8 1.5 0.2 30.8
Intersection Summary
HCM 2010 Ctrl Delay 11.9
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
17: Rindge Ln & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 1283 52 52 975 26 52 26 103 103 52 103 Future Volume (veh/h) 52 1283 52 52 975 26 52 26 103 103 52 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 52 1283 52 52 975 26 52 26 103 103 52 103 Adj No. of Lanes 121130010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 2072 927 67 2981 79 64 42 92 165 74 396
Arrive On Green 0.08 1.00 1.00 0.08 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 5093 136 112 167 368 474 297 1583 Grp Volume(v), veh/h 52 1283 52 52 649 352 181 0 0 155 0 103 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1695 1839 646 0 0 772 0 1583 Q Serve(g_s), s 3.7 0.0 0.0 3.7 0.0 0.0 8.5 0.0 0.0 0.0 0.0 6.8 Cycle Q Clear(g_c), s 3.7 0.0 0.0 3.7 0.0 0.0 32.5 0.0 0.0 24.0 0.0 6.8 Prop In Lane 1.00 1.00 1.00 0.07 0.29 0.57 0.66 1.00
Lane Grp Cap(c), veh/h 67 2072 927 67 1984 1076 197 0 0 239 0 396 V/C Ratio(X) 0.78 0.62 0.06 0.78 0.33 0.33 0.92 0.00 0.00 0.65 0.00 0.26 Avail Cap(c_a), veh/h 198 2072 927 198 1984 1076 197 0 0 239 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.85 0.85 0.85 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.6 0.0 0.0 59.6 0.0 0.0 52.1 0.0 0.0 44.9 0.0 39.1 Incr Delay (d2), s/veh 14.8 1.2 0.1 14.9 0.4 0.7 41.8 0.0 0.0 6.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.3 0.0 2.1 0.1 0.2 8.8 0.0 0.0 5.6 0.0 3.0 LnGrp Delay(d),s/veh 74.4 1.2 0.1 74.5 0.4 0.7 93.9 0.0 0.0 50.9 0.0 39.5 LnGrp LOS EAAEAAF D D
Approach Vol, veh/h 1387 1053 181 258
Approach Delay, s/veh 3.9 4.1 93.9 46.4
Approach LOS A A F D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 10.4 81.6 38.0 10.4 81.6
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 5.7 2.0 26.0 5.7 2.0
Green Ext Time (p_c), s 0.0 0.0 33.6 1.3 0.0 33.6
Intersection Summary
HCM 2010 Ctrl Delay 13.4
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
11: Dow Ave & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 1796 52 52 1026 26 52 21 52 103 21 103 Future Volume (veh/h) 52 1796 52 52 1026 26 52 21 52 103 21 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 52 1796 52 52 1026 26 52 21 52 103 21 103 Adj No. of Lanes 120130010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 447 2578 74 238 3744 95 127 57 103 152 32 119 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 534 3513 101 249 5101 129 483 316 569 614 177 657 Grp Volume(v), veh/h 52 901 947 52 682 370 125 0 0 227 0 0 Grp Sat Flow(s),veh/h/ln 534 1770 1845 249 1695 1840 1368 0 0 1448 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 10.4 0.0 0.0 19.9 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.07 0.42 0.42 0.45 0.45
Lane Grp Cap(c), veh/h 447 1299 1354 238 2488 1350 287 0 0 303 0 0 V/C Ratio(X) 0.12 0.69 0.70 0.22 0.27 0.27 0.43 0.00 0.00 0.75 0.00 0.00 Avail Cap(c_a), veh/h 447 1299 1354 238 2488 1350 410 0 0 427 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 47.5 0.0 0.0 51.7 0.0 0.0 Incr Delay (d2), s/veh 0.5 3.1 3.0 1.7 0.2 0.4 1.0 0.0 0.0 4.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.1 1.1 0.1 0.1 0.2 4.1 0.0 0.0 8.3 0.0 0.0 LnGrp Delay(d),s/veh 0.5 3.1 3.0 1.7 0.2 0.4 48.5 0.0 0.0 56.2 0.0 0.0 LnGrp LOS AAAAAAD E
Approach Vol, veh/h 1900 1104 125 227
Approach Delay, s/veh 3.0 0.4 48.5 56.2
Approach LOS A A D E
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.1 100.9 29.1 100.9
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 34.5 84.5 34.5 84.5
Max Q Clear Time (g_c+I1), s 12.4 2.0 21.9 2.0
Green Ext Time (p_c), s 2.2 61.7 1.7 61.7
Intersection Summary
HCM 2010 Ctrl Delay 7.4
HCM 2010 LOS A
HCM 2010 Signalized Intersection Summary MBB
3: Inglewood Ave & Manhattan Beach Blvd Timing Plan: PM

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 206 513 26 26 1283 103 0 0 0 103 0 52 Future Volume (veh/h) 206 513 26 26 1283 103 0 0 0 103 0 52 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 206 513 26 26 1283 103 78 36 52
Adj No. of Lanes 220120 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 259 2668 135 42 2411 193 127 49 71
Arrive On Green 0.15 1.00 1.00 0.05 1.00 1.00 0.07 0.07 0.07 Sat Flow, veh/h 3442 3428 173 1774 3320 266 1774 690 997 Grp Volume(v), veh/h 206 264 275 26 682 704 78 0 88
Grp Sat Flow(s),veh/h/ln 1721 1770 1832 1774 1770 1816 1774 0 1687 Q Serve(g_s), s 7.5 0.0 0.0 1.9 0.0 0.0 5.6 0.0 6.6
Cycle Q Clear(g_c), s 7.5 0.0 0.0 1.9 0.0 0.0 5.6 0.0 6.6 Prop In Lane 1.00 0.09 1.00 0.15 1.00 0.59
Lane Grp Cap(c), veh/h 259 1377 1426 42 1285 1319 127 0 121 V/C Ratio(X) 0.80 0.19 0.19 0.63 0.53 0.53 0.62 0.00 0.73 Avail Cap(c_a), veh/h 384 1377 1426 198 1285 1319 444 0 422 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 0.74 0.74 0.74 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.2 0.0 0.0 61.4 0.0 0.0 58.6 0.0 59.1 Incr Delay (d2), s/veh 5.9 0.3 0.3 10.9 1.2 1.2 4.8 0.0 8.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.8 0.1 0.1 1.0 0.4 0.4 2.9 0.0 3.4 LnGrp Delay(d),s/veh 60.1 0.3 0.3 72.3 1.2 1.2 63.4 0.0 67.3 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 745 1412 166
Approach Delay, s/veh 16.8 2.5 65.5
Approach LOS B A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 8.5 106.7 14.8 15.3 99.9
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 3.9 2.0 8.6 9.5 2.0
Green Ext Time (p_c), s 0.0 23.8 0.7 0.3 23.8
Intersection Summary
HCM 2010 Ctrl Delay 11.6
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
17: Rindge Ln & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 565 26 26 1334 103 52 26 103 103 26 103 Future Volume (veh/h) 103 565 26 26 1334 103 52 26 103 103 26 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 103 565 26 26 1334 103 52 26 103 103 26 103 Adj No. of Lanes 121120010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 125 2122 949 42 1840 142 68 44 101 179 40 396 Arrive On Green 0.14 1.00 1.00 0.05 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 3331 256 130 176 403 515 159 1583 Grp Volume(v), veh/h 103 565 26 26 707 730 181 0 0 129 0 103 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1817 708 0 0 674 0 1583 Q Serve(g_s), s 7.3 0.0 0.0 1.9 0.0 0.0 9.7 0.0 0.0 0.0 0.0 6.8 Cycle Q Clear(g_c), s 7.3 0.0 0.0 1.9 0.0 0.0 32.5 0.0 0.0 22.8 0.0 6.8 Prop In Lane 1.00 1.00 1.00 0.14 0.29 0.57 0.80 1.00
Lane Grp Cap(c), veh/h 125 2122 949 42 977 1004 213 0 0 218 0 396 V/C Ratio(X) 0.82 0.27 0.03 0.63 0.72 0.73 0.85 0.00 0.00 0.59 0.00 0.26 Avail Cap(c_a), veh/h 198 2122 949 198 977 1004 213 0 0 218 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 0.09 0.09 0.09 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 55.0 0.0 0.0 61.4 0.0 0.0 51.3 0.0 0.0 44.7 0.0 39.1 Incr Delay (d2), s/veh 13.7 0.3 0.1 1.4 0.4 0.4 26.5 0.0 0.0 4.2 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.1 0.1 0.0 0.9 0.1 0.1 8.1 0.0 0.0 4.5 0.0 3.0 LnGrp Delay(d),s/veh 68.7 0.3 0.1 62.8 0.4 0.4 77.8 0.0 0.0 48.9 0.0 39.5 LnGrp LOS EAAEAAE D D
Approach Vol, veh/h 694 1463 181 232
Approach Delay, s/veh 10.4 1.5 77.8 44.7
Approach LOS B A E D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 8.5 83.5 38.0 14.7 77.3
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 3.9 2.0 24.8 9.3 2.0
Green Ext Time (p_c), s 0.0 0.0 27.0 1.4 0.1 27.0
Intersection Summary
HCM 2010 Ctrl Delay 13.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
11: Dow Ave & Manhattan Beach Blvd/MBB Timing Plan: AM Plan AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 821 0 103 1847 103 52 52 52 52 26 52 Future Volume (veh/h) 103 821 0 103 1847 103 52 52 52 52 26 52 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 103 821 0 103 1847 103 52 52 52 52 26 52 Adj No. of Lanes 120120010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 233 2793 0 579 2692 149 90 76 65 96 49 71
Arrive On Green 1.00 1.00 0.00 1.00 1.00 1.00 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 225 3632 0 664 3411 188 421 605 513 457 392 566 Grp Volume(v), veh/h 103 821 0 103 950 1000 156 0 0 130 0 0 Grp Sat Flow(s),veh/h/ln 225 1770 0 664 1770 1829 1540 0 0 1416 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 12.8 0.0 0.0 11.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.10 0.33 0.33 0.40 0.40
Lane Grp Cap(c), veh/h 233 2793 0 579 1397 1444 231 0 0 217 0 0 V/C Ratio(X) 0.44 0.29 0.00 0.18 0.68 0.69 0.67 0.00 0.00 0.60 0.00 0.00 Avail Cap(c_a), veh/h 233 2793 0 579 1397 1444 424 0 0 402 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 55.1 0.0 0.0 54.4 0.0 0.0 Incr Delay (d2), s/veh 6.0 0.3 0.0 0.1 0.2 0.3 3.4 0.0 0.0 2.6 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.1 0.0 0.0 0.1 0.1 5.7 0.0 0.0 4.7 0.0 0.0 LnGrp Delay(d),s/veh 6.0 0.3 0.0 0.1 0.2 0.3 58.5 0.0 0.0 57.0 0.0 0.0 LnGrp LOS A A AAAE E
Approach Vol, veh/h 924 2053 156 130
Approach Delay, s/veh 0.9 0.2 58.5 57.0
Approach LOS AAEE
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 21.9 108.1 21.9 108.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 86.5 32.5 86.5
Max Q Clear Time (g_c+I1), s 14.8 2.0 13.6 2.0
Green Ext Time (p_c), s 1.6 67.3 1.6 67.3
Intersection Summary
HCM 2010 Ctrl Delay 5.5
HCM 2010 LOS A
Notes
HCM 2010 Signalized Intersection Summary MBB
3: Inglewood Ave & MBB Timing Plan: AM Plan
AGA Engineers, Inc.

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 453 408 129 174 1117 153 353 1345 282 129 1014 664 Future Volume (veh/h) 453 408 129 174 1117 153 353 1345 282 129 1014 664 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 453 408 129 174 1117 153 353 1345 282 129 1014 664 Adj No. of Lanes 221121121121
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 463 910 407 199 830 371 363 1457 652 160 1021 457 Arrive On Green 0.04 0.08 0.08 0.11 0.23 0.23 0.17 0.41 0.41 0.05 0.29 0.29 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 453 408 129 174 1117 153 353 1345 282 129 1014 664 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 17.1 14.3 10.0 12.6 30.5 10.6 21.6 46.9 16.6 6.5 37.1 37.5 Cycle Q Clear(g_c), s 17.1 14.3 10.0 12.6 30.5 10.6 21.6 46.9 16.6 6.5 37.1 37.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 463 910 407 199 830 371 363 1457 652 160 1021 457 V/C Ratio(X) 0.98 0.45 0.32 0.88 1.35 0.41 0.97 0.92 0.43 0.81 0.99 1.45 Avail Cap(c_a), veh/h 463 910 407 212 830 371 363 1457 652 160 1021 457 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.9 50.7 48.7 56.8 49.8 42.2 40.8 36.3 27.4 36.6 46.1 46.2 Incr Delay (d2), s/veh 35.2 1.5 2.0 29.9 163.4 3.4 39.6 10.1 0.5 25.5 26.4 216.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.4 7.2 4.6 7.8 33.7 5.0 16.5 24.8 7.3 2.6 21.9 43.9 LnGrp Delay(d),s/veh 97.2 52.3 50.7 86.7 213.1 45.5 80.4 46.4 27.8 62.1 72.6 262.4 LnGrp LOS F D D F F D F D C E E F
Approach Vol, veh/h 990 1444 1980 1807
Approach Delay, s/veh 72.6 180.1 49.9 141.6
Approach LOS E F D F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 59.0 20.1 38.9 28.0 43.0 23.0 36.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.5 53.5 15.5 32.5 22.5 37.5 17.5 30.5 Max Q Clear Time (g_c+I1), s 8.5 48.9 14.6 16.3 23.6 39.5 19.1 32.5 Green Ext Time (p_c), s 0.0 4.4 0.0 10.5 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 110.4
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary MBB
20: Manhattan Beach Blvd & Doolittle Dr Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 103 1129 52 52 1078 26 0 0 0 206 0 154 Future Volume (veh/h) 103 1129 52 52 1078 26 0 0 0 206 0 154 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 103 1129 52 52 1078 26 180 36 154
Adj No. of Lanes 220120 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 153 2395 110 67 2431 59 249 43 185
Arrive On Green 0.09 1.00 1.00 0.08 1.00 1.00 0.14 0.14 0.14 Sat Flow, veh/h 3442 3446 159 1774 3532 85 1774 309 1321 Grp Volume(v), veh/h 103 580 601 52 540 564 180 0 190
Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1774 1770 1848 1774 0 1630 Q Serve(g_s), s 3.8 0.0 0.0 3.7 0.0 0.0 12.6 0.0 14.7
Cycle Q Clear(g_c), s 3.8 0.0 0.0 3.7 0.0 0.0 12.6 0.0 14.7 Prop In Lane 1.00 0.09 1.00 0.05 1.00 0.81
Lane Grp Cap(c), veh/h 153 1230 1275 67 1218 1272 249 0 229 V/C Ratio(X) 0.67 0.47 0.47 0.78 0.44 0.44 0.72 0.00 0.83 Avail Cap(c_a), veh/h 384 1230 1275 198 1218 1272 444 0 407 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.40 0.40 0.40 0.91 0.91 0.91 1.00 0.00 1.00 Uniform Delay (d), s/veh 58.3 0.0 0.0 59.6 0.0 0.0 53.5 0.0 54.4 Incr Delay (d2), s/veh 2.0 0.5 0.5 15.9 1.1 1.0 3.9 0.0 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.2 0.2 2.1 0.4 0.4 6.5 0.0 7.1 LnGrp Delay(d),s/veh 60.3 0.5 0.5 75.5 1.1 1.0 57.4 0.0 62.0 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 1284 1156 370
Approach Delay, s/veh 5.3 4.4 59.7
Approach LOS A A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.4 95.8 23.7 11.3 95.0
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 5.7 2.0 16.7 5.8 2.0
Green Ext Time (p_c), s 0.0 30.7 1.5 0.2 30.7
Intersection Summary
HCM 2010 Ctrl Delay 12.1
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
17: Rindge Ln & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 1283 52 52 975 26 52 26 103 103 52 103 Future Volume (veh/h) 52 1283 52 52 975 26 52 26 103 103 52 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 52 1283 52 52 975 26 52 26 103 103 52 103 Adj No. of Lanes 121120010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 67 2072 927 67 2061 55 64 42 92 165 74 396
Arrive On Green 0.08 1.00 1.00 0.08 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 3522 94 112 167 368 474 297 1583 Grp Volume(v), veh/h 52 1283 52 52 490 511 181 0 0 155 0 103 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1846 646 0 0 772 0 1583 Q Serve(g_s), s 3.7 0.0 0.0 3.7 0.0 0.0 8.5 0.0 0.0 0.0 0.0 6.8 Cycle Q Clear(g_c), s 3.7 0.0 0.0 3.7 0.0 0.0 32.5 0.0 0.0 24.0 0.0 6.8 Prop In Lane 1.00 1.00 1.00 0.05 0.29 0.57 0.66 1.00
Lane Grp Cap(c), veh/h 67 2072 927 67 1036 1081 197 0 0 239 0 396 V/C Ratio(X) 0.78 0.62 0.06 0.78 0.47 0.47 0.92 0.00 0.00 0.65 0.00 0.26 Avail Cap(c_a), veh/h 198 2072 927 198 1036 1081 197 0 0 239 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.85 0.85 0.85 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.6 0.0 0.0 59.6 0.0 0.0 52.1 0.0 0.0 44.9 0.0 39.1 Incr Delay (d2), s/veh 14.8 1.2 0.1 14.9 1.3 1.3 41.8 0.0 0.0 6.0 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.3 0.0 2.1 0.4 0.4 8.8 0.0 0.0 5.6 0.0 3.0 LnGrp Delay(d),s/veh 74.4 1.2 0.1 74.5 1.3 1.3 93.9 0.0 0.0 50.9 0.0 39.5 LnGrp LOS EAAEAAF D D
Approach Vol, veh/h 1387 1053 181 258
Approach Delay, s/veh 3.9 4.9 93.9 46.4
Approach LOS A A F D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 10.4 81.6 38.0 10.4 81.6
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 5.7 2.0 26.0 5.7 2.0
Green Ext Time (p_c), s 0.0 0.0 33.4 1.3 0.0 33.4
Intersection Summary
HCM 2010 Ctrl Delay 13.7
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
11: Dow Ave & Manhattan Beach Blvd/MBB Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 1796 52 52 1026 26 52 21 52 103 21 103 Future Volume (veh/h) 52 1796 52 52 1026 26 52 21 52 103 21 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 52 1796 52 52 1026 26 52 21 52 103 21 103 Adj No. of Lanes 120120010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 447 2578 74 238 2589 66 127 57 103 152 32 119 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 534 3513 101 249 3527 89 483 316 569 614 177 657 Grp Volume(v), veh/h 52 901 947 52 515 537 125 0 0 227 0 0 Grp Sat Flow(s),veh/h/ln 534 1770 1845 249 1770 1847 1368 0 0 1448 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.5 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 10.4 0.0 0.0 19.9 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.05 0.42 0.42 0.45 0.45
Lane Grp Cap(c), veh/h 447 1299 1354 238 1299 1356 287 0 0 303 0 0 V/C Ratio(X) 0.12 0.69 0.70 0.22 0.40 0.40 0.43 0.00 0.00 0.75 0.00 0.00 Avail Cap(c_a), veh/h 447 1299 1354 238 1299 1356 410 0 0 427 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.77 0.77 0.77 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 47.5 0.0 0.0 51.7 0.0 0.0 Incr Delay (d2), s/veh 0.5 3.1 3.0 1.6 0.7 0.7 1.0 0.0 0.0 4.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.1 1.1 0.1 0.3 0.3 4.1 0.0 0.0 8.3 0.0 0.0 LnGrp Delay(d),s/veh 0.5 3.1 3.0 1.6 0.7 0.7 48.5 0.0 0.0 56.2 0.0 0.0 LnGrp LOS AAAAAAD E
Approach Vol, veh/h 1900 1104 125 227
Approach Delay, s/veh 3.0 0.7 48.5 56.2
Approach LOS A A D E
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.1 100.9 29.1 100.9
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 34.5 84.5 34.5 84.5
Max Q Clear Time (g_c+I1), s 12.4 2.0 21.9 2.0
Green Ext Time (p_c), s 2.2 61.6 1.7 61.6
Intersection Summary
HCM 2010 Ctrl Delay 7.5
HCM 2010 LOS A
HCM 2010 Signalized Intersection Summary MBB
3: Inglewood Ave & MBB Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 482 1023 442 275 575 209 136 1004 258 125 1336 485 Future Volume (veh/h) 482 1023 442 275 575 209 136 1004 258 125 1336 485 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 482 1023 442 275 575 209 136 1004 258 125 1336 485 Adj No. of Lanes 221121121121
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 561 1043 572 280 1025 458 174 1118 500 186 1103 751 Arrive On Green 0.05 0.10 0.10 0.16 0.29 0.29 0.07 0.32 0.32 0.06 0.31 0.31 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 482 1023 442 275 575 209 136 1004 258 125 1336 485 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 18.1 37.5 32.7 20.1 17.9 14.0 6.7 35.2 17.3 6.2 40.5 30.2 Cycle Q Clear(g_c), s 18.1 37.5 32.7 20.1 17.9 14.0 6.7 35.2 17.3 6.2 40.5 30.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 561 1043 572 280 1025 458 174 1118 500 186 1103 751 V/C Ratio(X) 0.86 0.98 0.77 0.98 0.56 0.46 0.78 0.90 0.52 0.67 1.21 0.65 Avail Cap(c_a), veh/h 728 1043 572 280 1025 458 185 1118 500 205 1103 751 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.64 0.64 0.64 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.0 58.3 47.3 54.6 39.2 37.8 33.5 42.5 36.4 33.3 44.8 25.9 Incr Delay (d2), s/veh 5.5 18.2 6.5 49.0 2.2 3.2 18.4 9.8 0.9 7.4 103.8 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.0 21.1 15.4 13.7 9.1 6.5 4.2 18.7 7.7 3.4 35.7 13.5 LnGrp Delay(d),s/veh 65.5 76.5 53.7 103.5 41.4 41.0 51.9 52.3 37.3 40.7 148.6 27.8 LnGrp LOS E E D F DDDDDDFC
Approach Vol, veh/h 1947 1059 1398 1946
Approach Delay, s/veh 68.6 57.5 49.5 111.5
Approach LOS E E D F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 46.6 26.0 43.8 14.2 46.0 26.7 43.1 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 9.5 40.5 20.5 37.5 9.5 40.5 27.5 30.5 Max Q Clear Time (g_c+I1), s 8.2 37.2 22.1 39.5 8.7 42.5 20.1 19.9 Green Ext Time (p_c), s 0.0 3.2 0.0 0.0 0.0 0.0 1.1 8.4 Intersection Summary
HCM 2010 Ctrl Delay 75.7
HCM 2010 LOS E
Synchro Worksheets
Future Volumes with Existing Lane
Configuration
Attachment D
HCM 2010 Signalized Intersection Summary MBB
1: Manhattan Beach Blvd & Doolittle Dr Timing Plan: AM Plan AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 211 527 11 27 1317 106 0 0 0 106 0 53 Future Volume (veh/h) 211 527 11 27 1317 106 0 0 0 106 0 53 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 211 527 11 27 1317 106 80 37 53
Adj No. of Lanes 220130 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 264 2752 57 42 3472 279 129 50 72
Arrive On Green 0.15 1.00 1.00 0.05 1.00 1.00 0.07 0.07 0.07 Sat Flow, veh/h 3442 3545 74 1774 4799 386 1774 694 994 Grp Volume(v), veh/h 211 263 275 27 930 493 80 0 90
Grp Sat Flow(s),veh/h/ln 1721 1770 1850 1774 1695 1795 1774 0 1687 Q Serve(g_s), s 7.7 0.0 0.0 1.9 0.0 0.0 5.7 0.0 6.8
Cycle Q Clear(g_c), s 7.7 0.0 0.0 1.9 0.0 0.0 5.7 0.0 6.8 Prop In Lane 1.00 0.04 1.00 0.22 1.00 0.59
Lane Grp Cap(c), veh/h 264 1374 1436 42 2453 1299 129 0 123 V/C Ratio(X) 0.80 0.19 0.19 0.64 0.38 0.38 0.62 0.00 0.73 Avail Cap(c_a), veh/h 384 1374 1436 198 2453 1299 444 0 422 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.90 0.90 0.90 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 0.0 61.3 0.0 0.0 58.5 0.0 59.0 Incr Delay (d2), s/veh 6.2 0.3 0.2 13.3 0.4 0.8 4.8 0.0 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.1 0.1 1.1 0.1 0.3 3.0 0.0 3.5 LnGrp Delay(d),s/veh 60.3 0.3 0.2 74.6 0.4 0.8 63.3 0.0 67.2 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 749 1450 170
Approach Delay, s/veh 17.2 1.9 65.4
Approach LOS B A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 8.6 106.4 15.0 15.5 99.6
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 3.9 2.0 8.8 9.7 2.0
Green Ext Time (p_c), s 0.0 23.9 0.7 0.3 23.9
Intersection Summary
HCM 2010 Ctrl Delay 11.3
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
2: Rindge Ln & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 580 27 27 1369 106 53 27 106 106 27 106 Future Volume (veh/h) 106 580 27 27 1369 106 53 27 106 106 27 106 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 106 580 27 27 1369 106 53 27 106 106 27 106 Adj No. of Lanes 121130010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 129 2120 949 42 2651 205 64 43 94 178 40 396 Arrive On Green 0.14 1.00 1.00 0.05 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 4814 373 115 170 377 511 159 1583 Grp Volume(v), veh/h 106 580 27 27 964 511 186 0 0 133 0 106 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1695 1797 662 0 0 671 0 1583 Q Serve(g_s), s 7.5 0.0 0.0 1.9 0.0 0.0 8.7 0.0 0.0 0.0 0.0 7.0 Cycle Q Clear(g_c), s 7.5 0.0 0.0 1.9 0.0 0.0 32.5 0.0 0.0 23.8 0.0 7.0 Prop In Lane 1.00 1.00 1.00 0.21 0.28 0.57 0.80 1.00
Lane Grp Cap(c), veh/h 129 2120 949 42 1867 989 201 0 0 217 0 396 V/C Ratio(X) 0.82 0.27 0.03 0.64 0.52 0.52 0.92 0.00 0.00 0.61 0.00 0.27 Avail Cap(c_a), veh/h 198 2120 949 198 1867 989 201 0 0 217 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 0.09 0.09 0.09 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.8 0.0 0.0 61.3 0.0 0.0 52.2 0.0 0.0 45.1 0.0 39.2 Incr Delay (d2), s/veh 14.7 0.3 0.1 1.4 0.1 0.2 42.9 0.0 0.0 5.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.1 0.0 1.0 0.0 0.0 9.1 0.0 0.0 4.7 0.0 3.1 LnGrp Delay(d),s/veh 69.5 0.3 0.1 62.8 0.1 0.2 95.0 0.0 0.0 50.0 0.0 39.5 LnGrp LOS EAAEAAF D D
Approach Vol, veh/h 713 1502 186 239
Approach Delay, s/veh 10.6 1.2 95.0 45.4
Approach LOS B A F D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 8.6 83.4 38.0 14.9 77.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 3.9 2.0 25.8 9.5 2.0
Green Ext Time (p_c), s 0.0 0.0 27.4 1.3 0.1 27.4
Intersection Summary
HCM 2010 Ctrl Delay 14.4
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
3: Dow Ave & Manhattan Beach Blvd Timing Plan: AM Plan
AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 843 0 106 1896 106 53 53 53 53 27 53 Future Volume (veh/h) 106 843 0 106 1896 106 53 53 53 53 27 53 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 106 843 0 106 1896 106 53 53 53 53 27 53 Adj No. of Lanes 120130010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 224 2792 0 568 3889 217 90 76 64 96 49 70
Arrive On Green 1.00 1.00 0.00 1.00 1.00 1.00 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 214 3632 0 650 4930 275 418 597 508 451 390 557 Grp Volume(v), veh/h 106 843 0 106 1302 700 159 0 0 133 0 0 Grp Sat Flow(s),veh/h/ln 214 1770 0 650 1695 1814 1524 0 0 1398 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.3 0.0 0.0 12.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.15 0.33 0.33 0.40 0.40
Lane Grp Cap(c), veh/h 224 2792 0 568 2675 1431 230 0 0 215 0 0 V/C Ratio(X) 0.47 0.30 0.00 0.19 0.49 0.49 0.69 0.00 0.00 0.62 0.00 0.00 Avail Cap(c_a), veh/h 224 2792 0 568 2675 1431 326 0 0 308 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.11 0.11 0.11 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 55.3 0.0 0.0 54.6 0.0 0.0 Incr Delay (d2), s/veh 7.0 0.3 0.0 0.1 0.1 0.1 3.7 0.0 0.0 2.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.1 0.0 0.0 0.0 0.1 5.8 0.0 0.0 4.8 0.0 0.0 LnGrp Delay(d),s/veh 7.0 0.3 0.0 0.1 0.1 0.1 59.0 0.0 0.0 57.4 0.0 0.0 LnGrp LOS A A AAAE E
Approach Vol, veh/h 949 2108 159 133
Approach Delay, s/veh 1.0 0.1 59.0 57.4
Approach LOS AAEE
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 21.9 108.1 21.9 108.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 24.5 94.5 24.5 94.5
Max Q Clear Time (g_c+I1), s 15.3 2.0 14.1 2.0
Green Ext Time (p_c), s 1.1 71.1 1.2 71.1
Intersection Summary
HCM 2010 Ctrl Delay 5.4
HCM 2010 LOS A
Notes
HCM 2010 Signalized Intersection Summary MBB
4: Inglewood Ave & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 465 419 132 178 1146 157 363 1380 289 132 1041 682 Future Volume (veh/h) 465 419 132 178 1146 157 363 1380 289 132 1041 682 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 465 419 132 178 1146 157 363 1380 289 132 1041 682 Adj No. of Lanes 221130121121
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 463 957 428 203 1131 155 349 1402 627 147 994 445 Arrive On Green 0.04 0.09 0.09 0.11 0.25 0.25 0.17 0.40 0.40 0.05 0.28 0.28 Sat Flow, veh/h 3442 3539 1583 1774 4524 619 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 465 419 132 178 859 444 363 1380 289 132 1041 682 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1695 1753 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 17.5 14.6 10.2 12.8 32.5 32.5 21.5 50.2 17.5 6.5 36.5 36.5 Cycle Q Clear(g_c), s 17.5 14.6 10.2 12.8 32.5 32.5 21.5 50.2 17.5 6.5 36.5 36.5 Prop In Lane 1.00 1.00 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 463 957 428 203 848 438 349 1402 627 147 994 445 V/C Ratio(X) 1.00 0.44 0.31 0.88 1.01 1.01 1.04 0.98 0.46 0.90 1.05 1.53 Avail Cap(c_a), veh/h 463 957 428 212 848 438 349 1402 627 147 994 445 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.1 49.8 47.8 56.7 48.8 48.8 41.4 38.8 29.0 38.3 46.8 46.8 Incr Delay (d2), s/veh 42.0 1.4 1.8 30.8 34.2 46.5 59.2 20.3 0.5 45.3 41.8 251.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.0 7.4 4.7 8.0 19.2 21.4 18.2 28.5 7.8 5.2 23.6 47.0 LnGrp Delay(d),s/veh 104.1 51.2 49.6 87.5 82.9 95.3 100.6 59.1 29.5 83.6 88.6 298.2 LnGrp LOS F D D FFFFECFFF
Approach Vol, veh/h 1016 1481 2032 1855
Approach Delay, s/veh 75.2 87.2 62.3 165.3
Approach LOS E F E F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.0 57.0 20.4 40.6 27.0 42.0 23.0 38.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 6.5 51.5 15.5 34.5 21.5 36.5 17.5 32.5 Max Q Clear Time (g_c+I1), s 8.5 52.2 14.8 16.6 23.5 38.5 19.5 34.5 Green Ext Time (p_c), s 0.0 0.0 0.0 11.6 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 100.1
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary MBB
1: Manhattan Beach Blvd & Doolittle Dr Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 1159 53 53 1106 27 0 0 0 211 0 158 Future Volume (veh/h) 106 1159 53 53 1106 27 0 0 0 211 0 158 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 106 1159 53 53 1106 27 184 37 158
Adj No. of Lanes 220130 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 157 2382 109 68 3493 85 255 44 190
Arrive On Green 0.09 1.00 1.00 0.08 1.00 1.00 0.14 0.14 0.14 Sat Flow, veh/h 3442 3447 158 1774 5106 125 1774 309 1320 Grp Volume(v), veh/h 106 595 617 53 734 399 184 0 195
Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1774 1695 1841 1774 0 1630 Q Serve(g_s), s 3.9 0.0 0.0 3.8 0.0 0.0 12.9 0.0 15.1
Cycle Q Clear(g_c), s 3.9 0.0 0.0 3.8 0.0 0.0 12.9 0.0 15.1 Prop In Lane 1.00 0.09 1.00 0.07 1.00 0.81
Lane Grp Cap(c), veh/h 157 1223 1268 68 2319 1259 255 0 234 V/C Ratio(X) 0.68 0.49 0.49 0.78 0.32 0.32 0.72 0.00 0.83 Avail Cap(c_a), veh/h 384 1223 1268 198 2319 1259 444 0 407 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.39 0.39 0.39 0.97 0.97 0.97 1.00 0.00 1.00 Uniform Delay (d), s/veh 58.2 0.0 0.0 59.5 0.0 0.0 53.2 0.0 54.2 Incr Delay (d2), s/veh 2.0 0.5 0.5 16.5 0.3 0.6 3.9 0.0 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.2 0.2 2.2 0.1 0.2 6.6 0.0 7.3 LnGrp Delay(d),s/veh 60.2 0.5 0.5 75.9 0.3 0.6 57.1 0.0 61.7 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 1318 1186 379
Approach Delay, s/veh 5.3 3.8 59.5
Approach LOS A A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.5 95.3 24.2 11.4 94.4
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 5.8 2.0 17.1 5.9 2.0
Green Ext Time (p_c), s 0.0 32.3 1.5 0.2 32.3
Intersection Summary
HCM 2010 Ctrl Delay 11.8
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
2: Rindge Ln & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1317 53 53 1001 27 53 27 106 106 53 106 Future Volume (veh/h) 53 1317 53 53 1001 27 53 27 106 106 53 106 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 53 1317 53 53 1001 27 53 27 106 106 53 106 Adj No. of Lanes 121130010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 68 2069 926 68 2977 80 60 40 85 164 73 396
Arrive On Green 0.08 1.00 1.00 0.08 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 5091 137 96 161 341 472 293 1583 Grp Volume(v), veh/h 53 1317 53 53 666 362 186 0 0 159 0 106 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1695 1839 598 0 0 766 0 1583 Q Serve(g_s), s 3.8 0.0 0.0 3.8 0.0 0.0 7.4 0.0 0.0 0.0 0.0 7.0 Cycle Q Clear(g_c), s 3.8 0.0 0.0 3.8 0.0 0.0 32.5 0.0 0.0 25.1 0.0 7.0 Prop In Lane 1.00 1.00 1.00 0.07 0.28 0.57 0.67 1.00
Lane Grp Cap(c), veh/h 68 2069 926 68 1982 1075 185 0 0 238 0 396 V/C Ratio(X) 0.78 0.64 0.06 0.78 0.34 0.34 1.00 0.00 0.00 0.67 0.00 0.27 Avail Cap(c_a), veh/h 198 2069 926 198 1982 1075 185 0 0 238 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.83 0.83 0.83 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.5 0.0 0.0 59.5 0.0 0.0 52.8 0.0 0.0 45.3 0.0 39.2 Incr Delay (d2), s/veh 14.4 1.3 0.1 14.5 0.4 0.7 67.3 0.0 0.0 7.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.4 0.0 2.1 0.1 0.2 10.1 0.0 0.0 5.9 0.0 3.1 LnGrp Delay(d),s/veh 73.8 1.3 0.1 73.9 0.4 0.7 120.1 0.0 0.0 52.4 0.0 39.5 LnGrp LOS EAAEAAF D D
Approach Vol, veh/h 1423 1081 186 265
Approach Delay, s/veh 3.9 4.1 120.1 47.2
Approach LOS A A F D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 10.5 81.5 38.0 10.5 81.5
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 5.8 2.0 27.1 5.8 2.0
Green Ext Time (p_c), s 0.0 0.0 35.1 1.2 0.0 35.1
Intersection Summary
HCM 2010 Ctrl Delay 15.2
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
3: Dow Ave & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1843 53 53 1053 27 53 22 53 106 22 106 Future Volume (veh/h) 53 1843 53 53 1053 27 53 22 53 106 22 106 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 53 1843 53 53 1053 27 53 22 53 106 22 106 Adj No. of Lanes 120130010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 434 2560 73 228 3715 95 129 59 105 155 33 122 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 520 3514 101 237 5099 131 481 318 564 612 177 653 Grp Volume(v), veh/h 53 924 972 53 700 380 128 0 0 234 0 0 Grp Sat Flow(s),veh/h/ln 520 1770 1845 237 1695 1840 1363 0 0 1443 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.9 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 10.6 0.0 0.0 20.6 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.07 0.41 0.41 0.45 0.45
Lane Grp Cap(c), veh/h 434 1289 1344 228 2470 1340 294 0 0 310 0 0 V/C Ratio(X) 0.12 0.72 0.72 0.23 0.28 0.28 0.44 0.00 0.00 0.76 0.00 0.00 Avail Cap(c_a), veh/h 434 1289 1344 228 2470 1340 409 0 0 425 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 51.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 3.4 3.4 1.9 0.2 0.4 1.0 0.0 0.0 5.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.2 1.3 0.1 0.1 0.2 4.2 0.0 0.0 8.6 0.0 0.0 LnGrp Delay(d),s/veh 0.6 3.4 3.4 1.9 0.2 0.4 48.0 0.0 0.0 56.4 0.0 0.0 LnGrp LOS AAAAAAD E
Approach Vol, veh/h 1949 1133 128 234
Approach Delay, s/veh 3.3 0.4 48.0 56.4
Approach LOS A A D E
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.8 100.2 29.8 100.2
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 34.5 84.5 34.5 84.5
Max Q Clear Time (g_c+I1), s 12.6 2.0 22.6 2.0
Green Ext Time (p_c), s 2.3 64.1 1.7 64.1
Intersection Summary
HCM 2010 Ctrl Delay 7.6
HCM 2010 LOS A
HCM 2010 Signalized Intersection Summary MBB
4: Inglewood Ave & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 494 1050 453 283 590 214 139 1030 265 128 1372 498 Future Volume (veh/h) 494 1050 453 283 590 214 139 1030 265 128 1372 498 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 494 1050 453 283 590 214 139 1030 265 128 1372 498 Adj No. of Lanes 221130121121
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 550 1039 572 280 1081 383 176 1118 500 183 1103 746 Arrive On Green 0.05 0.10 0.10 0.16 0.29 0.29 0.07 0.32 0.32 0.06 0.31 0.31 Sat Flow, veh/h 3442 3539 1583 1774 3707 1314 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 494 1050 453 283 538 266 139 1030 265 128 1372 498 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1695 1631 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 18.6 38.2 33.5 20.5 17.4 17.9 6.9 36.5 17.9 6.3 40.5 31.5 Cycle Q Clear(g_c), s 18.6 38.2 33.5 20.5 17.4 17.9 6.9 36.5 17.9 6.3 40.5 31.5 Prop In Lane 1.00 1.00 1.00 0.81 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 550 1039 572 280 989 476 176 1118 500 183 1103 746 V/C Ratio(X) 0.90 1.01 0.79 1.01 0.54 0.56 0.79 0.92 0.53 0.70 1.24 0.67 Avail Cap(c_a), veh/h 569 1039 572 280 989 476 185 1118 500 200 1103 746 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.5 58.7 47.6 54.7 38.8 39.0 33.5 42.9 36.5 33.4 44.8 26.5 Incr Delay (d2), s/veh 11.3 24.3 6.8 56.8 2.2 4.7 19.6 12.3 1.1 9.3 117.7 2.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.7 22.2 15.8 14.4 8.4 8.7 4.3 19.8 7.9 3.6 37.8 14.3 LnGrp Delay(d),s/veh 71.8 83.0 54.4 111.6 40.9 43.6 53.0 55.2 37.6 42.7 162.5 28.8 LnGrp LOS E F D F D D D E D D F C
Approach Vol, veh/h 1997 1087 1434 1998
Approach Delay, s/veh 73.8 60.0 51.8 121.5
Approach LOS E E D F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.8 46.6 26.0 43.7 14.3 46.0 26.3 43.4 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 9.5 40.5 20.5 37.5 9.5 40.5 21.5 36.5 Max Q Clear Time (g_c+I1), s 8.3 38.5 22.5 40.2 8.9 42.5 20.6 19.9 Green Ext Time (p_c), s 0.0 1.9 0.0 0.0 0.0 0.0 0.2 12.6 Intersection Summary
HCM 2010 Ctrl Delay 81.3
HCM 2010 LOS F
Synchro Worksheets
Future Volumes with Two Westbound Through
Lanes
Attachment D
HCM 2010 Signalized Intersection Summary MBB
1: Manhattan Beach Blvd & Doolittle Dr Timing Plan: AM Plan AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 211 527 11 27 1317 106 0 0 0 106 0 53 Future Volume (veh/h) 211 527 11 27 1317 106 0 0 0 106 0 53 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 211 527 11 27 1317 106 80 37 53
Adj No. of Lanes 220120 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 264 2752 57 42 2402 193 129 50 72
Arrive On Green 0.15 1.00 1.00 0.05 1.00 1.00 0.07 0.07 0.07 Sat Flow, veh/h 3442 3545 74 1774 3319 266 1774 694 994 Grp Volume(v), veh/h 211 263 275 27 700 723 80 0 90
Grp Sat Flow(s),veh/h/ln 1721 1770 1850 1774 1770 1816 1774 0 1687 Q Serve(g_s), s 7.7 0.0 0.0 1.9 0.0 0.0 5.7 0.0 6.8
Cycle Q Clear(g_c), s 7.7 0.0 0.0 1.9 0.0 0.0 5.7 0.0 6.8 Prop In Lane 1.00 0.04 1.00 0.15 1.00 0.59
Lane Grp Cap(c), veh/h 264 1374 1436 42 1281 1314 129 0 123 V/C Ratio(X) 0.80 0.19 0.19 0.64 0.55 0.55 0.62 0.00 0.73 Avail Cap(c_a), veh/h 384 1374 1436 198 1281 1314 444 0 422 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.72 0.72 0.72 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.1 0.0 0.0 61.3 0.0 0.0 58.5 0.0 59.0 Incr Delay (d2), s/veh 6.2 0.3 0.2 10.8 1.2 1.2 4.8 0.0 8.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.9 0.1 0.1 1.1 0.4 0.4 3.0 0.0 3.5 LnGrp Delay(d),s/veh 60.3 0.3 0.2 72.1 1.2 1.2 63.3 0.0 67.2 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 749 1450 170
Approach Delay, s/veh 17.2 2.5 65.4
Approach LOS B A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 8.6 106.4 15.0 15.5 99.6
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 3.9 2.0 8.8 9.7 2.0
Green Ext Time (p_c), s 0.0 24.7 0.7 0.3 24.7
Intersection Summary
HCM 2010 Ctrl Delay 11.7
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
2: Rindge Ln & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 580 27 27 1369 106 53 27 106 106 27 106 Future Volume (veh/h) 106 580 27 27 1369 106 53 27 106 106 27 106 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 106 580 27 27 1369 106 53 27 106 106 27 106 Adj No. of Lanes 121120010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 129 2120 949 42 1833 141 64 43 94 178 40 396 Arrive On Green 0.14 1.00 1.00 0.05 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 3330 257 115 170 377 511 159 1583 Grp Volume(v), veh/h 106 580 27 27 725 750 186 0 0 133 0 106 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1817 662 0 0 671 0 1583 Q Serve(g_s), s 7.5 0.0 0.0 1.9 0.0 0.0 8.7 0.0 0.0 0.0 0.0 7.0 Cycle Q Clear(g_c), s 7.5 0.0 0.0 1.9 0.0 0.0 32.5 0.0 0.0 23.8 0.0 7.0 Prop In Lane 1.00 1.00 1.00 0.14 0.28 0.57 0.80 1.00
Lane Grp Cap(c), veh/h 129 2120 949 42 974 1001 201 0 0 217 0 396 V/C Ratio(X) 0.82 0.27 0.03 0.64 0.74 0.75 0.92 0.00 0.00 0.61 0.00 0.27 Avail Cap(c_a), veh/h 198 2120 949 198 974 1001 201 0 0 217 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 0.09 0.09 0.09 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 54.8 0.0 0.0 61.3 0.0 0.0 52.2 0.0 0.0 45.1 0.0 39.2 Incr Delay (d2), s/veh 14.7 0.3 0.1 1.4 0.5 0.5 42.9 0.0 0.0 5.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.2 0.1 0.0 1.0 0.1 0.1 9.1 0.0 0.0 4.7 0.0 3.1 LnGrp Delay(d),s/veh 69.5 0.3 0.1 62.8 0.5 0.5 95.0 0.0 0.0 50.0 0.0 39.5 LnGrp LOS EAAEAAF D D
Approach Vol, veh/h 713 1502 186 239
Approach Delay, s/veh 10.6 1.6 95.0 45.4
Approach LOS B A F D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 8.6 83.4 38.0 14.9 77.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 3.9 2.0 25.8 9.5 2.0
Green Ext Time (p_c), s 0.0 0.0 28.4 1.3 0.1 28.4
Intersection Summary
HCM 2010 Ctrl Delay 14.6
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
3: Dow Ave & Manhattan Beach Blvd Timing Plan: AM Plan
AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 843 0 106 1896 106 53 53 53 53 27 53 Future Volume (veh/h) 106 843 0 106 1896 106 53 53 53 53 27 53 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 106 843 0 106 1896 106 53 53 53 53 27 53 Adj No. of Lanes 120120010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 224 2792 0 568 2691 149 90 76 64 96 49 70
Arrive On Green 1.00 1.00 0.00 1.00 1.00 1.00 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 214 3632 0 650 3410 189 418 597 508 451 390 557 Grp Volume(v), veh/h 106 843 0 106 975 1027 159 0 0 133 0 0 Grp Sat Flow(s),veh/h/ln 214 1770 0 650 1770 1829 1524 0 0 1398 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 1.2 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 13.3 0.0 0.0 12.1 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.10 0.33 0.33 0.40 0.40
Lane Grp Cap(c), veh/h 224 2792 0 568 1396 1443 230 0 0 215 0 0 V/C Ratio(X) 0.47 0.30 0.00 0.19 0.70 0.71 0.69 0.00 0.00 0.62 0.00 0.00 Avail Cap(c_a), veh/h 224 2792 0 568 1396 1443 326 0 0 308 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.09 0.09 0.09 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 55.3 0.0 0.0 54.6 0.0 0.0 Incr Delay (d2), s/veh 7.0 0.3 0.0 0.1 0.3 0.3 3.7 0.0 0.0 2.9 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.4 0.1 0.0 0.0 0.1 0.1 5.8 0.0 0.0 4.8 0.0 0.0 LnGrp Delay(d),s/veh 7.0 0.3 0.0 0.1 0.3 0.3 59.0 0.0 0.0 57.4 0.0 0.0 LnGrp LOS A A AAAE E
Approach Vol, veh/h 949 2108 159 133
Approach Delay, s/veh 1.0 0.3 59.0 57.4
Approach LOS AAEE
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 21.9 108.1 21.9 108.1
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 24.5 94.5 24.5 94.5
Max Q Clear Time (g_c+I1), s 15.3 2.0 14.1 2.0
Green Ext Time (p_c), s 1.1 75.1 1.2 75.1
Intersection Summary
HCM 2010 Ctrl Delay 5.5
HCM 2010 LOS A
Notes
HCM 2010 Signalized Intersection Summary MBB
4: Inglewood Ave & Manhattan Beach Blvd Timing Plan: AM Plan AGA Engineers, Inc
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 465 419 132 178 1146 157 363 1380 289 132 1041 682 Future Volume (veh/h) 465 419 132 178 1146 157 363 1380 289 132 1041 682 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 465 419 132 178 1146 157 363 1380 289 132 1041 682 Adj No. of Lanes 221121121121
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 463 1036 463 204 966 432 349 1249 559 180 912 408 Arrive On Green 0.13 0.29 0.29 0.12 0.27 0.27 0.17 0.35 0.35 0.07 0.26 0.26 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 465 419 132 178 1146 157 363 1380 289 132 1041 682 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 17.5 12.3 8.4 12.8 35.5 10.4 21.5 45.9 18.8 7.0 33.5 33.5 Cycle Q Clear(g_c), s 17.5 12.3 8.4 12.8 35.5 10.4 21.5 45.9 18.8 7.0 33.5 33.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 463 1036 463 204 966 432 349 1249 559 180 912 408 V/C Ratio(X) 1.00 0.40 0.28 0.87 1.19 0.36 1.04 1.10 0.52 0.73 1.14 1.67 Avail Cap(c_a), veh/h 463 1036 463 252 966 432 349 1249 559 281 912 408 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.3 36.9 35.5 56.6 47.3 38.1 41.0 42.1 33.3 36.0 48.2 48.3 Incr Delay (d2), s/veh 42.0 1.1 1.5 23.0 94.1 2.4 59.2 59.3 0.8 5.7 76.8 312.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.0 6.2 3.9 7.6 30.0 4.8 18.2 32.7 8.3 3.7 26.1 50.1 LnGrp Delay(d),s/veh 98.2 38.0 37.0 79.6 141.4 40.5 100.1 101.3 34.1 41.7 125.1 361.0 LnGrp LOS F D D E F D F F C D F F
Approach Vol, veh/h 1016 1481 2032 1855
Approach Delay, s/veh 65.4 123.3 91.6 205.9
Approach LOS E F F F
Timer 12345678
Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.6 51.4 20.5 43.5 27.0 39.0 23.0 41.0 Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Max Green Setting (Gmax), s 16.5 38.5 18.5 34.5 21.5 33.5 17.5 35.5 Max Q Clear Time (g_c+I1), s 9.0 47.9 14.8 14.3 23.5 35.5 19.5 37.5 Green Ext Time (p_c), s 0.2 0.0 0.2 12.4 0.0 0.0 0.0 0.0 Intersection Summary
HCM 2010 Ctrl Delay 128.0
HCM 2010 LOS F
HCM 2010 Signalized Intersection Summary MBB
1: Manhattan Beach Blvd & Doolittle Dr Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 1159 53 53 1106 27 0 0 0 211 0 158 Future Volume (veh/h) 106 1159 53 53 1106 27 0 0 0 211 0 158 Number 7 4 14 3 8 18 1 6 16
Initial Q (Qb), veh 000000 000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 106 1159 53 53 1106 27 184 37 158
Adj No. of Lanes 220120 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222 222
Cap, veh/h 157 2382 109 68 2415 59 255 44 190
Arrive On Green 0.09 1.00 1.00 0.08 1.00 1.00 0.14 0.14 0.14 Sat Flow, veh/h 3442 3447 158 1774 3531 86 1774 309 1320 Grp Volume(v), veh/h 106 595 617 53 554 579 184 0 195
Grp Sat Flow(s),veh/h/ln 1721 1770 1835 1774 1770 1848 1774 0 1630 Q Serve(g_s), s 3.9 0.0 0.0 3.8 0.0 0.0 12.9 0.0 15.1
Cycle Q Clear(g_c), s 3.9 0.0 0.0 3.8 0.0 0.0 12.9 0.0 15.1 Prop In Lane 1.00 0.09 1.00 0.05 1.00 0.81
Lane Grp Cap(c), veh/h 157 1223 1268 68 1210 1264 255 0 234 V/C Ratio(X) 0.68 0.49 0.49 0.78 0.46 0.46 0.72 0.00 0.83 Avail Cap(c_a), veh/h 384 1223 1268 198 1210 1264 444 0 407 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.39 0.39 0.39 0.90 0.90 0.90 1.00 0.00 1.00 Uniform Delay (d), s/veh 58.2 0.0 0.0 59.5 0.0 0.0 53.2 0.0 54.2 Incr Delay (d2), s/veh 2.0 0.5 0.5 15.6 1.1 1.1 3.9 0.0 7.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 0.2 0.2 2.1 0.4 0.4 6.6 0.0 7.3 LnGrp Delay(d),s/veh 60.2 0.5 0.5 75.0 1.1 1.1 57.1 0.0 61.7 LnGrp LOS EAAEAA E E
Approach Vol, veh/h 1318 1186 379
Approach Delay, s/veh 5.3 4.4 59.5
Approach LOS A A E
Timer 12345678
Assigned Phs 3 4 6 7 8
Phs Duration (G+Y+Rc), s 10.5 95.3 24.2 11.4 94.4
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 14.5 66.5 32.5 14.5 66.5
Max Q Clear Time (g_c+I1), s 5.8 2.0 17.1 5.9 2.0
Green Ext Time (p_c), s 0.0 32.3 1.5 0.2 32.3
Intersection Summary
HCM 2010 Ctrl Delay 12.1
HCM 2010 LOS B
Notes
HCM 2010 Signalized Intersection Summary MBB
2: Rindge Ln & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1317 53 53 1001 27 53 27 106 106 53 106 Future Volume (veh/h) 53 1317 53 53 1001 27 53 27 106 106 53 106 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1900 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 53 1317 53 53 1001 27 53 27 106 106 53 106 Adj No. of Lanes 121120010011
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 68 2069 926 68 2058 56 60 40 85 164 73 396
Arrive On Green 0.08 1.00 1.00 0.08 1.00 1.00 0.25 0.25 0.25 0.25 0.25 0.25 Sat Flow, veh/h 1774 3539 1583 1774 3521 95 96 161 341 472 293 1583 Grp Volume(v), veh/h 53 1317 53 53 503 525 186 0 0 159 0 106 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1846 598 0 0 766 0 1583 Q Serve(g_s), s 3.8 0.0 0.0 3.8 0.0 0.0 7.4 0.0 0.0 0.0 0.0 7.0 Cycle Q Clear(g_c), s 3.8 0.0 0.0 3.8 0.0 0.0 32.5 0.0 0.0 25.1 0.0 7.0 Prop In Lane 1.00 1.00 1.00 0.05 0.28 0.57 0.67 1.00
Lane Grp Cap(c), veh/h 68 2069 926 68 1035 1079 185 0 0 238 0 396 V/C Ratio(X) 0.78 0.64 0.06 0.78 0.49 0.49 1.00 0.00 0.00 0.67 0.00 0.27 Avail Cap(c_a), veh/h 198 2069 926 198 1035 1079 185 0 0 238 0 396 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.83 0.83 0.83 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 59.5 0.0 0.0 59.5 0.0 0.0 52.8 0.0 0.0 45.3 0.0 39.2 Incr Delay (d2), s/veh 14.4 1.3 0.1 14.5 1.4 1.3 67.3 0.0 0.0 7.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.4 0.0 2.1 0.4 0.4 10.1 0.0 0.0 5.9 0.0 3.1 LnGrp Delay(d),s/veh 73.8 1.3 0.1 73.9 1.4 1.3 120.1 0.0 0.0 52.4 0.0 39.5 LnGrp LOS EAAEAAF D D
Approach Vol, veh/h 1423 1081 186 265
Approach Delay, s/veh 3.9 4.9 120.1 47.2
Approach LOS A A F D
Timer 12345678
Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 38.0 10.5 81.5 38.0 10.5 81.5
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 32.5 14.5 66.5 32.5 14.5 66.5 Max Q Clear Time (g_c+I1), s 34.5 5.8 2.0 27.1 5.8 2.0
Green Ext Time (p_c), s 0.0 0.0 34.9 1.2 0.0 34.9
Intersection Summary
HCM 2010 Ctrl Delay 15.5
HCM 2010 LOS B
HCM 2010 Signalized Intersection Summary MBB
3: Dow Ave & Manhattan Beach Blvd Timing Plan: PM

AGA ENGINEERS INC
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 1843 53 53 1053 27 53 22 53 106 22 106 Future Volume (veh/h) 53 1843 53 53 1053 27 53 22 53 106 22 106 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 53 1843 53 53 1053 27 53 22 53 106 22 106 Adj No. of Lanes 120120010010
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 222222222222
Cap, veh/h 434 2560 73 228 2569 66 129 59 105 155 33 122 Arrive On Green 1.00 1.00 1.00 1.00 1.00 1.00 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 520 3514 101 237 3526 90 481 318 564 612 177 653 Grp Volume(v), veh/h 53 924 972 53 528 552 128 0 0 234 0 0 Grp Sat Flow(s),veh/h/ln 520 1770 1845 237 1770 1847 1363 0 0 1443 0 0 Q Serve(g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 9.9 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 10.6 0.0 0.0 20.6 0.0 0.0 Prop In Lane 1.00 0.05 1.00 0.05 0.41 0.41 0.45 0.45
Lane Grp Cap(c), veh/h 434 1289 1344 228 1289 1345 294 0 0 310 0 0 V/C Ratio(X) 0.12 0.72 0.72 0.23 0.41 0.41 0.44 0.00 0.00 0.76 0.00 0.00 Avail Cap(c_a), veh/h 434 1289 1344 228 1289 1345 409 0 0 425 0 0 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.75 0.75 0.75 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 47.0 0.0 0.0 51.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 3.4 3.4 1.8 0.7 0.7 1.0 0.0 0.0 5.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.2 1.3 0.1 0.3 0.3 4.2 0.0 0.0 8.6 0.0 0.0 LnGrp Delay(d),s/veh 0.6 3.4 3.4 1.8 0.7 0.7 48.0 0.0 0.0 56.4 0.0 0.0 LnGrp LOS AAAAAAD E
Approach Vol, veh/h 1949 1133 128 234
Approach Delay, s/veh 3.3 0.8 48.0 56.4
Approach LOS A A D E
Timer 12345678
Assigned Phs 2468
Phs Duration (G+Y+Rc), s 29.8 100.2 29.8 100.2
Change Period (Y+Rc), s 5.5 5.5 5.5 5.5
Max Green Setting (Gmax), s 34.5 84.5 34.5 84.5
Max Q Clear Time (g_c+I1), s 12.6 2.0 22.6 2.0
Green Ext Time (p_c), s 2.3 63.9 1.7 63.9
Intersection Summary
HCM 2010 Ctrl Delay 7.8
HCM 2010 LOS A
HCM 2010 Signalized Intersection Summary MBB
4: Inglewood Ave & Manhattan Beach Blvd Timing Plan: PM

TRANSPORTATION CONSULTING ENGINEERS
211 Imperial Highway, Suite 208, Fullerton, CA 92835
(714) 992-4592 FAX (714) 992-2883 E-Mail: [email protected] MEMORANDUM February 8, 2023
To: Gary Solsona, P.E.,Q.S.D., Public Works Manager, Cannon From: Greg Wong, P.E., Vice President, AGA Engineers, Inc.

Subject: Traffic Analysis for the Proposed Lane Reduction on Manhattan Beach Boulevard in the City of Redondo Beach
The bicycle lane westbound Manhattan Beach Boulevard is proposed to end at the Redondo Beach Performing Arts Center driveway, which is approximately 450 feet west of Aviation Boulevard. Based on the existing traffic volumes, there is a heavy demand (343 veh/hr) for the westbound right turn during the AM peak hour (see figure below). This amount of right turn traffic typically requires an exclusive turn lane.

The right turn would need to be removed if the bicycle lane were to extend to Aviation Boulevard. Without the right turn lane, all right turn vehicles would utilize the number two through lane, which would impact the westbound through flow of traffic. Although there is not a very heavy pedestrian demand along the north crosswalk, vehicles turning westbound right are required to wait for a pedestrian to cross. If the right turn lane is removed, the westbound right turn vehicles would also need to wait for pedestrians in the number two through lane, thereby blocking the through traffic. Due to the above concerns and potential impacts to the westbound through traffic, it is recommended to maintain the existing westbound right turn lane.

Existing Traffic Volumes
Manhattan Beach Boulevard at Aviation Boulevard
AM Peak Hour PM Peak Hour
9 Peds 23 Peds

MANHATTAN BEACH BOULEVARD
RESURFACING – AVIATION BOULEVARD

TO INGLEWOOD AVENUE PROJECT,
JOB NO. 41160
OCTOBER 3, 2023
PROJECT SCOPE – RESURFACING AND SIGNAL MODS
• REHABILITATE AND RESTRIPE

CORRIDOR
(APPROX. 1 MILE)
• INSTALL CLASS II

BUFFERED BIKE LANES
• TRAFFIC SIGNAL

MODIFICATIONS

AT MBB/DOW AVE
• PROTECTED EB/WB

LEFT TURNS
PROJECT SCOPE – ROADWAY MODIFICATIONS
• WB U-TURN BETWEEN GIBSON PL AND MCBAIN AVE
• CURB EXTENSION BETWEEN BLOSSOM LN AND DOOLITTLE DR
PROJECT SCOPE – LANDSCAPING
• MEDIAN AND LANDSCAPING IMPROVEMENTS
• NEW TREES AND SHRUBBERY ON SOUTH SIDE

BETWEEN JOHNSTON AND DOW

CLASS II BUFFER BIKE LANES
• ON JANUARY 18, 2021, CITY COUNCIL DIRECTED STAFF TO PROCEED WITH

THE CLASS II BUFFERED BIKE LANE DESIGN ALTERNATIVE
• POSSIBLE THROUGH REDUCTION OF WESTBOUND LANES FROM 3 TO 2 • TRAFFIC ANALYSIS DETERMINED LEVEL OF SERVICE NOT EXPECTED TO CHANGE

PROPOSED FUNDING

FUNDING
SOURCE
CIP 2023-2028

APPROVED
AMOUNT

ADDITIONAL

AVAILABLE FUNDING
TOTAL
State Gas Tax $ 694,035 $ 694,035
Measure
M
$ 200,000 Additional Grant:
$1,034,214
$1,234,214
Prop C $1,535,679 $1,535,679
STPL $1,316,790 Unallocated:
$431,183
Metro Exchange
(STPL less 2% Admin Fee)
$1,713,014
Capital Funds $ 143,058 $ 143,058
TOTAL $3,889,562 $1,465,397 $5,320,000
• TOTAL ESTIMATED CONSTRUCTION COST: $5.32M

SURFACE TRANSPORTATION PROGRAM LOCAL FUNDS
• FEDERAL FUNDING MUST OBTAIN APPROVAL FROM THE STATE THROUGH THE E-76 APPROVAL PROCESS PRIOR TO ADVERTISING FOR BIDS (>1 YEAR)
• METRO’S LIMITED FUNDING EXCHANGE PROGRAM ALLOWS LOCAL AGENCIES TO ASSIGN STPL FUNDS BACK TO METRO IN EXCHANGE FOR EQUIVALENT “LOCAL TRANSPORTATION FUNDS” FOR USE IMMEDIATELY, LESS A 2% ADMIN FEE.
• REMOVES THE UNCERTAINTY OF DELAYS AND THE NEED TO GO THROUGH THE STATE’S CUMBERSOME

FEDERAL FUNDING AUTHORIZATION PROCESSES
• $1.3M STPL ALLOCATED IN CIP 2023-28
• ADDITIONAL $431K UNALLOCATED STPL AVAILABLE FROM METRO PRIOR YEAR APPROPRIATIONS • STAFF RECOMMENDS APPROPRIATING THE $1.7M TOTAL STPL BALANCE TO THE PROJECT AND

APPROVE THE EXCHANGE AGREEMENT WITH METRO

PROJECTED SCHEDULE
• FALL 2023 – BIDDING AND CONSTRUCTION CONTRACT AWARD
• IMMEDIATE ORDERING OF LONG LEAD TIME SIGNAL EQUIPMENT (APPROX. 6-8 MONTH LEAD TIME)
• CONSTRUCTION BEGINS MID-2024
• CONSTRUCTION DURATION – 5 MONTHS
RECOMMENDATIONS:
• APPROVE PLANS AND SPECIFICATIONS FOR THE MANHATTAN BEACH BOULEVARD RESURFACING – AVIATION BOULEVARD TO INGLEWOOD AVENUE PROJECT, JOB NO. 41160, AND AUTHORIZATION FOR THE CITY

CLERK TO ADVERTISE THE PROJECT
• ADOPT RESOLUTION AUTHORIZING A 2023-2024 FISCAL YEAR BUDGET MODIFICATION TO APPROPRIATE $431,183 IN STPL UNALLOCATED FUND

BALANCE TO THE PROJECT
• APPROVE AN EXCHANGE AGREEMENT AND ASSIGNMENT OF FEDERAL

STPL FUNDS WITH THE LOS ANGELES COUNTY METROPOLITAN

TRANSPORTATION AUTHORITY FOR THE PROJECT

Redondo Beach City CouncilOctober 3, 2023

Redondo Beach City Council
October 3, 2023