Cities Index.
Agenda packet

Concord City Council
February 24, 2026

Document
Agenda packet
Meeting
February 24, 2026
Body
Concord City Council
Pages
310
Original file
41.5 MB
Text extracted from the city's file for reading and search. Open the original on stream2.ci.concord.ca.us. That file is the official record.

Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 7 of 12 ends

Table 4: Project Trip Distribution by Site
Location
Distribution Percentage
Site 1 Site 2 Site 3 Site 4 Site 5 Site 6 Site 7
South on Treat Boulevard 5% 5% 5% 15% 55% 55% 15%
South on Ygnacio Valley Road 17% 15% 15% 2% 8% 8% 15%
East on Oak Grove Road 1% 2% 2% 1% 8% 6% 1%
West on Oak Grove Road 2% 3% 2% 3% 20% 25% 1%
West on Cowell Road 1% 3% 2% 1% 1% 0% 1%
West on Clayton Road 30% 40% 40% 40% 1% 1% 25%
West on Concord Boulevard 30% 15% 15% 10% 1% 0% 30%
North on Bailey Road 2% 3% 3% 12% 3% 4% 2%
North on Kirker Pass Road 6% 8% 10% 4% 1% 0% 7%
East on Concord Boulevard 1% 1% 1% 2% 1% 0% 1%
East on Clayton Road 5% 5% 5% 10% 1% 1% 2%
Source: CCTA Travel Demand Model, Fehr & Peers, 2025.

Intersection Level of Service Analysis
Existing Conditions Analysis
The intersection operations results for the Existing and Existing with Project scenarios are summarized in Table 5. Appendix B provides detailed intersection analysis worksheets for Existing and Existing with Project conditions.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 8 of 12 ends

Table 5: Existing Conditions Intersections Operations Analysis Intersection Peak
Hour
LOS
Standard
Existing Existing with
Project
Delay
(seconds) LOS1 Delay
(seconds) LOS1

1. Treat Boulevard/Oak Grove Road
AM
E

51.3 D 55.8 E
PM 61.8 E 66.1 E

2. Ygnacio Valley Road/Cowell
Road/Montecito Drive
AM
D

36.7 D 38.4 D
PM 67.0 E 69.3 E

3. Ygnacio Valley Road/Ayers
Road/Campus Drive
AM
D

56.6 E 66.1 E
PM 32.4 C 38.7 D

4. Ygnacio Valley Road/Kirker Pass
Road/Clayton Road
AM
E

46.0 D 46.9 D
PM 45.2 D 45.9 D

5. Ayers Road/Clayton Road
AM
E

42.8 D 51.2 D
PM 33.2 C 34.4 C

6. Ayers Road/Concord Boulevard
AM
D

23.5 C 24.7 C
PM 16.0 B 16.3 B

7. Bailey Road/Concord Boulevard
AM
D

68.8 E 78.9 E
PM 33.6 C 35.5 D

8. Bailey Road/Clayton Road
AM
E

51.3 D 51.0 D
PM 50.5 D 50.6 D

9. Treat Boulevard/Denkinger
Road/Clayton Road
AM
E

58.1 E 58.9 E
PM 51.2 D 55.6 E

10. Treat Boulevard/Cowell Road
AM
E

58.0 E 59.3 E
PM 51.7 D 51.8 D
Notes:

1. Level of service per Highway Capacity Manual, 6th Edition.

Bold indicates a potential violation of the city’s level of service policies.

Source: Fehr & Peers, 2025.

As shown in Table 5, violations of the city’s LOS policies were identified at the Ygnacio Valley Road/Ayers Road/Campus Drive and Bailey Road/Concord Boulevard intersections during the AM peak hour. Both intersections were found to operate at LOS E in the AM peak hour, and the proposed project would add more than five seconds of vehicular delay.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 9 of 12 ends

Cumulative Conditions Analysis
The intersection operations results for the Cumulative and Cumulative with Project scenarios are summarized in Table 6. Appendix B includes detailed intersection analysis worksheets for Cumulative and Cumulative with Project conditions.

Table 6: Cumulative Conditions Intersections Operations Analysis Intersection Peak
Hour
LOS
Standard
Cumulative Cumulative with
Project
Delay
(seconds) LOS Delay
(seconds) LOS

1. Treat Boulevard/Oak Grove Road
AM
E

53.5 D 58.1 E
PM 69.9 E 73.3 E

2. Ygnacio Valley Road/Cowell
Road/Montecito Drive
AM
D

45.5 D 48.8 D
PM 88.1 F 94.0 F

3. Ygnacio Valley Road/Ayers
Road/Campus Drive
AM
D

68.4 E 76.1 E
PM 44.0 D 49.9 D

4. Ygnacio Valley Road/Kirker Pass
Road/Clayton Road
AM
E

49.2 D 50.3 D
PM 55.1 E 57.2 E

5. Ayers Road/Clayton Road
AM
E

44.3 D 52.1 D
PM 41.3 D 42.8 D

6. Ayers Road/Concord Boulevard
AM
D

35.3 D 38.2 D
PM 23.5 C 24.0 C

7. Bailey Road/Concord Boulevard
AM
D
125.6 F 134.9 F
PM 86.8 F 97.7 F

8. Bailey Road/Clayton Road
AM
E

68.1 E 67.5 E
PM 46.5 D 46.1 D

9. Treat Boulevard/Denkinger
Road/Clayton Road
AM
E

60.5 E 68.4 E
PM 56.9 E 62.7 E

10. Treat Boulevard/Cowell Road
AM
E

76.2 E 81.3 F
PM 54.9 D 55.5 E
Notes:

1. Level of service per Highway Capacity Manual, 6th Edition.

Bold indicates a potential violation of the city’s level of service policies.

Source: Fehr & Peers, 2025.

As shown in Table 6, violations of the city’s LOS policies were identified in the Cumulative plus Project scenario at the Ygnacio Valley Road/Cowell Road/Montecito Drive (PM peak hour),

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 10 of 12 ends

Ygnacio Valley Road/Ayers Road/Campus Drive (AM Peak Hour), Bailey Road/Concord Boulevard (AM and PM peak hours), and Treat Boulevard/Cowell Road (AM peak hour) intersections.

Intersection Improvements
To alleviate the violations of the city’s level of service policies, operational or physical improvements to the affected intersections were developed. The following improvement recommendations for the Existing with Project condition could be implemented to alleviate the identified deficiencies:
• Intersection 3: Ygnacio Valley Road/Ayers Road/Campus Drive Weekday AM peak hour traffic associated with the project would add 9.5 seconds of delay when it is already operating beyond the LOS threshold under the “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling on Ayers Road turning onto Ygnacio Valley Road heading towards Walnut Creek could be implemented. The improvement would change the LOS from LOS E (delay of 66.1 seconds) to LOS E (delay of 56.0 seconds) in the Existing plus Project scenario. • Intersection 7: Bailey Road/Concord Boulevard
Weekday AM peak hour traffic associated with the project would add 10.1 seconds of delay when it is already operating beyond the LOS threshold under the “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Bailey Road turning onto Concord Boulevard to travel west (towards Downtown Concord) could be implemented. The improvement would change the LOS from LOS E (delay of 78.9 seconds) to LOS D (delay of 53.0 seconds) in the Existing plus Project scenario.

The following improvement recommendations for the Cumulative with Project condition could be implemented to alleviate the identified deficiencies:
• Intersection 2: Ygnacio Valley Road/Cowell Road/Montecito Drive Weekday PM peak hour traffic associated with the project would add 5.9 seconds of delay when it is already operating beyond the LOS threshold under the cumulative “no project” scenario. To resolve this deficiency, the north-eastbound approach on Ygnacio Valley Road heading towards Clayton could be widened from two through lanes to three to decrease the delay. The improvement would change the LOS from LOS F (delay of 94.0 seconds) to LOS D (44.1 seconds) in the Cumulative plus Project scenario. • Intersection 3: Ygnacio Valley Road/Ayers Road/Campus Drive Weekday AM peak hour traffic associated with the project would add 7.7 seconds of delay when it is already operating beyond the LOS threshold under the “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Ayers Road turning onto Ygnacio Valley Road heading towards Walnut

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 11 of 12 ends

Creek could be implemented. The improvement would change the LOS from LOS E (delay of 76.1 seconds) to LOS E (delay of 61.4 seconds) in the Cumulative plus Project scenario. • Intersection 7: Bailey Road/Concord Boulevard
Weekday AM and PM peak hour traffic associated with the project would add more than 5 seconds of delay when it is already operating beyond the LOS threshold under the cumulative “no project” scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Bailey Road turning onto Concord Boulevard to travel west (towards Downtown Concord) could be implemented. The improvement would change the LOS from LOS F (delay of 134.9 seconds) to LOS F (delay of 95.6 seconds) in the AM peak hour in the Cumulative plus Project scenario. In the PM peak hour, the improvement would change the LOS from LOS F (delay of 97.7 seconds) to LOS E (delay of 75.9 seconds) in the Cumulative plus Project scenario. • Intersection 10: Treat Boulevard/Cowell Road
Weekday AM peak hour traffic associated with the project would result in the intersection operating below the relevant LOS standard in the Cumulative plus Project scenario. To resolve this deficiency, a right turn overlap phase for vehicles traveling southbound on Cowell Road turning onto Treat Boulevard to travel west towards Walnut Creek could be implemented. The improvement would change the LOS from a LOS F (delay of 81.3 seconds) to LOS E (76.4 seconds) in the Cumulative plus Project scenario.

Multimodal Transportation Service Objectives
To demonstrate compliance with the County’s Measure J Growth Management Program (approved by the voters of Contra Costa County in November 2004 to extend the county’s half- cent sales tax measure through 2034), the project’s effects on relevant Multimodal Transportation Service Objectives (MTSOs) were assessed. The Contra Costa Transportation Authority’s (CCTA) Technical Procedures (Final Technical Procedures – November 2022, CCTA) outline the conditions and requirements wherein MTSOs should be evaluated. As the project is located in the central portion of the County, the relevant Routes of Regional Significance (RORS) and MTSOs are described in TRANSPAC’s Final Central County Action Plan (CH2MHILL/DKS, September 2017).

The RORS affected by the project include Clayton Road, Treat Boulevard, and Ygnacio Valley Road. As the project adds 50 or more peak hour trips to some sections of these facilities, the relevant MTSOs must be assessed. At specific intersections identified in the Final Central County Action Plan along these RORS wherein the project adds 50 or more peak hour trips, levels of service need to be evaluated and compared to their relevant standard. The analysis outlined in this memorandum includes the required LOS analysis at all potentially affected locations. None of the standards identified in the Final Central County Action Plan were found to be violated. As such, the project is consistent with the requirements of the County’s Measure J Growth Management Program.

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Aaron Elias, City of Concord
Eric Yurkovich, Raimi + Associates
Karly Kaufman, Rincon Consultants
October 24, 2025

Page 12 of 12 ends

Please call Bill Burton at (925) 357-3381 with any questions.

Appendices
Appendix A Traffic Count Worksheets
Appendix B Intersection LOS Worksheets

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Appendix A:

Traffic Count Worksheets

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National Data & Surveying Services
Intersection Turning Movement Count
Location: Treat Blvd & Oak Grove Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1300130022102210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 13 47 24 4 63 440 32 3 17 60 28 0 47 36 11 0 825 7:15 AM 20 51 34 4 73 454 36 2 27 107 30 0 41 58 5 0 942 7:30 AM 18 89 42 13 87 421 41 1 31 146 37 0 63 80 20 0 1089 7:45 AM 27 95 86 6 106 395 28 1 22 195 39 0 49 125 20 0 1194 8:00 AM 34 83 69 7 118 360 41 1 22 183 22 0 61 148 37 0 1186 8:15 AM 27 105 66 6 123 369 43 0 17 147 27 0 54 163 47 0 1194 8:30 AM 41 111 72 7 94 361 52 2 24 129 34 0 62 166 36 0 1191 8:45 AM 34 96 67 3 88 375 54 2 25 128 34 0 52 78 26 0 1062

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 214 677 460 50 752 3175 327 12 185 1095 251 0 429 854 202 0 8683 APPROACH %'s : 15.27% 48.32% 32.83% 3.57% 17.63% 74.43% 7.67% 0.28% 12.08% 71.52% 16.39% 0.00% 28.89% 57.51% 13.60% 0.00% PEAK HR : 7:45 AM 40 TOTAL
PEAK HR VOL : 129 394 293 26 441 1485 164 4 85 654 122 0 226 602 140 0 4765 PEAK HR FACTOR : 0.787 0.887 0.852 0.929 0.896 0.940 0.788 0.500 0.885 0.838 0.782 0.000 0.911 0.907 0.745 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1300130022102210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 68 354 53 1 55 157 27 3 58 129 24 0 65 127 74 0 1195 4:15 PM 56 352 59 5 57 148 46 3 77 134 32 0 72 136 83 0 1260 4:30 PM 52 317 50 2 39 147 40 3 72 123 33 0 56 141 74 0 1149 4:45 PM 46 346 63 1 53 148 47 1 71 133 28 0 57 125 92 0 1211 5:00 PM 50 343 58 2 55 157 44 3 71 124 35 0 70 152 92 0 1256 5:15 PM 57 342 56 2 36 123 33 5 80 144 28 0 64 147 107 0 1224 5:30 PM 47 349 64 1 43 126 38 5 53 143 22 0 61 128 81 0 1161 5:45 PM 53 331 66 2 53 120 38 4 55 132 39 0 70 125 69 0 1157

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 429 2734 469 16 391 1126 313 27 537 1062 241 0 515 1081 672 0 9613 APPROACH %'s : 11.76% 74.95% 12.86% 0.44% 21.06% 60.64% 16.86% 1.45% 29.18% 57.72% 13.10% 0.00% 22.71% 47.66% 29.63% 0.00% PEAK HR : 4:15 PM 12:00 AM TOTAL
PEAK HR VOL : 204 1358 230 10 204 600 177 10 291 514 128 0 255 554 341 0 4876 PEAK HR FACTOR : 0.911 0.964 0.913 0.500 0.895 0.955 0.941 0.833 0.945 0.959 0.914 0.000 0.885 0.911 0.927 0.000 25-080045-001
2/11/2025
04:15 PM - 05:15 PM

0.9670.954 0.957 0.960 0.916
07:45 AM - 08:45 AM

0.998
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.911 0.979 0.841 0.917
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Treat Blvd Treat Blvd Oak Grove Rd Oak Grove Rd

Page 102 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ygnacio Valley Rd & Cowell Rd/Montecito Dr
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1210121021101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 15 73 2 1 1 604 52 0 19 1 118 0 11 2 2 0 901
7:15 AM 2 2 1 2 0 305 5 5 8 4 3 0 4 3 1 1 0 7 01930 915 7:30 AM 35 109 1 0 1 507 60 0 59 5 172 0 11 14 4 0 978
7:45 AM 39 148 2 0 0 468 59 0 83 2 162 0 6 10 10 0 989
8:00 AM 63 163 4 0 7 430 129 0 77 9 92 0 17 8 7 0 1006
8:15 AM 63 146 2 0 2 333 155 0 75 21 38 0 6 8 21 0 870
8:30 AM 55 163 3 2 5 410 157 1 46 6 45 0 7 14 2 0 916
8:45 AM 4 3 1 1 7 715 3 4 3 1 3 4 1 5 5 1 4 3 07540 766

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 335 1039 24 4 26 3653 789 2 457 46 777 0 66 70 53 0 7341 APPROACH %'s : 23.89% 74.11% 1.71% 0.29% 0.58% 81.72% 17.65% 0.04% 35.70% 3.59% 60.70% 0.00% 34.92% 37.04% 28.04% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 159 540 10 0 13 1963 291 0 262 17 533 0 35 41 24 0 3888 PEAK HR FACTOR : 0.631 0.828 0.625 0.000 0.464 0.879 0.564 0.000 0.789 0.472 0.775 0.000 0.515 0.732 0.600 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1210121021101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 7 3 4 7 2 1 0 19 1 6 6 9 1 0 1 2 6 1 3 6 0 07550 1038 4:15 PM 7 1 5 5 4 402 1 6 8 8 3 0 1 1 8 7 4 1 03420 1057 4:30 PM 5 8 5 0 9 925 1 6 5 7 7 0 1 1 2 5 4 4 05040 995 4:45 PM 8 3 5 1 8 804 1 8 1 7 1 0 1 3 1 7 5 7 04830 1075 5:00 PM 59 497 11 2 2 156 77 0 126 5 45 0 7 15 4 0 1006 5:15 PM 7 5 5 1 1 1 0 17 1 7 8 7 2 0 1 3 3 1 1 4 3 02860 1057 5:30 PM 5 9 5 0 8 1 1 25 1 5 4 7 8 0 1 2 8 8 4 8 02350 1011 5:45 PM 7 4 5 4 0 923 1 4 6 6 2 0 1 1 9 1 0 4 0 05370 1020

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 552 4109 72 10 37 1314 611 0 993 66 378 0 35 46 36 0 8259 APPROACH %'s : 11.64% 86.63% 1.52% 0.21% 1.89% 66.97% 31.14% 0.00% 69.10% 4.59% 26.30% 0.00% 29.91% 39.32% 30.77% 0.00% PEAK HR : 4:00 PM 12:00 AM TOTAL
PEAK HR VOL : 285 2053 31 3 20 680 322 0 487 32 202 0 19 17 14 0 4165 PEAK HR FACTOR : 0.858 0.926 0.775 0.375 0.556 0.939 0.885 0.000 0.929 0.615 0.842 0.000 0.679 0.531 0.700 0.000 25-080045-002
2/11/2025
04:00 PM - 05:00 PM

0.9690.943 0.961 0.906 0.735
07:15 AM - 08:15 AM

0.966
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.771 0.935 0.822 0.781
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ygnacio Valley Rd Ygnacio Valley Rd Cowell Rd/Montecito Dr Cowell Rd/Montecito Dr

Page 103 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ygnacio Valley Rd & Ayers Rd/Campus Dr
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
2210121011101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 1 6 7 2 200 4 0 4 4017 1 3 7 0 5 0 3 0 00 723
7:15 AM 22 133 7 0 1 353 11 0 16 3 158 0 50 65 0 0 819
7:30 AM 7 120 8 0 0 377 11 0 29 8 110 1 41 82 0 0 794
7:45 AM 28 187 20 1 1 355 30 0 43 50 63 0 28 54 0 0 860 8:00 AM 39 210 6 0 0 360 41 0 34 18 53 0 30 41 0 0 832
8:15 AM 24 197 3 0 0 414 47 0 28 5 47 0 13 14 1 0 793
8:30 AM 4 2 1 8 1 201 4 5 2 2 5 0 1 6 2 6 1 09600 797
8:45 AM 2 3 1 4 3 400 4 2 0 1 4 0 1 2 0 6 2 03100 682

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 201 1243 52 1 3 3135 183 0 179 93 691 1 224 293 1 0 6300 APPROACH %'s : 13.43% 83.03% 3.47% 0.07% 0.09% 94.40% 5.51% 0.00% 18.57% 9.65% 71.68% 0.10% 43.24% 56.56% 0.19% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 96 650 41 1 2 1445 93 0 122 79 384 1 149 242 0 0 3305 PEAK HR FACTOR : 0.615 0.774 0.513 0.250 0.500 0.958 0.567 0.000 0.709 0.395 0.608 0.250 0.745 0.738 0.000 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 2210121011101 0 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 7 1 5 2 1 810 1 9 4 2 3 0 1 8 3 4 3 05000 887
4:15 PM 7 2 5 5 1 700 2 1 3 1 7 091 4 8 00000 918
4:30 PM 6 9 5 3 1 1 4 01 1 9 1 1 6 0 1 0 2 4 0 06300 883 4:45 PM 7 7 5 3 8 812 1 8 5 2 3 0 1 9 1 5 6 00100 911
5:00 PM 8 3 5 1 9 1 1 00 1 8 5 2 0 0 1 0 2 4 8 01000 879 5:15 PM 8 8 5 1 3 1 1 00 1 8 6 2 4 0 2 0 0 4 6 02200 892 5:30 PM 9 0 5 4 9 1 7 12 2 0 1 1 6 060 3 6 03020 923
5:45 PM 8 4 5 0 5 1 3 02 1 5 8 1 2 0 1 1 0 3 2 04100 822

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 634 4227 89 3 7 1513 151 0 103 9 349 0 21 7 2 0 7115 APPROACH %'s : 12.80% 85.34% 1.80% 0.06% 0.42% 90.54% 9.04% 0.00% 22.34% 1.95% 75.70% 0.00% 70.00% 23.33% 6.67% 0.00% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 338 2119 47 2 4 757 83 0 55 3 186 06320 3605 PEAK HR FACTOR : 0.939 0.965 0.691 0.500 0.500 0.942 0.865 0.000 0.688 0.375 0.830 0.000 0.500 0.375 0.250 0.000 25-080045-003
2/11/2025
04:45 PM - 05:45 PM

0.9760.954 0.963 0.803 0.550
07:15 AM - 08:15 AM

0.961
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.773 0.960 0.828 0.795
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ygnacio Valley Rd Ygnacio Valley Rd Ayers Rd/Campus Dr Ayers Rd/Campus Dr

Page 104 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
2310231023102 2 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 10 44 11 1 15 328 133 0 30 29 3 3 68 144 17 0 836 7:15 AM 21 72 15 1 31 225 158 1 33 30 7 3 57 175 28 0 857 7:30 AM 26 71 36 0 58 213 170 3 41 66 8 6 47 154 23 0 922 7:45 AM 15 94 39 0 86 214 151 2 41 87 12 3 46 165 36 0 991 8:00 AM 35 112 42 0 61 252 119 1 54 96 16 3 61 198 38 0 1088 8:15 AM 34 123 48 1 53 294 75 2 62 112 23 3 91 150 20 1 1092 8:30 AM 31 103 33 1 38 254 87 1 66 75 13 6 79 124 20 0 931 8:45 AM 16 83 39 1 35 234 59 2 31 62 8 0 76 93 19 0 758

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 188 702 263 5 377 2014 952 12 358 557 90 27 525 1203 201 1 7475 APPROACH %'s : 16.23% 60.62% 22.71% 0.43% 11.24% 60.03% 28.38% 0.36% 34.69% 53.97% 8.72% 2.62% 27.20% 62.33% 10.41% 0.05% PEAK HR : 7:45 AM 40 TOTAL
PEAK HR VOL : 115 432 162 2 238 1014 432 6 223 370 64 15 277 637 114 1 4102 PEAK HR FACTOR : 0.821 0.878 0.844 0.500 0.692 0.862 0.715 0.750 0.845 0.826 0.696 0.625 0.761 0.804 0.750 0.250 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 2310231023102 2 . 5 0 . 5 0

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 48 271 63 1 39 73 30 10 109 133 20 3 47 85 34 0 966 4:15 PM 35 366 59 0 37 85 42 3 119 135 19 5 60 78 30 0 1073 4:30 PM 41 345 79 0 37 99 41 2 103 140 18 4 53 122 22 1 1107 4:45 PM 34 360 57 1 43 75 52 1 115 114 21 1 41 91 24 0 1030 5:00 PM 29 316 49 1 31 100 47 7 118 143 15 3 49 76 33 0 1017 5:15 PM 33 378 42 1 54 76 57 4 134 141 17 0 43 87 30 0 1097 5:30 PM 39 311 69 0 42 75 48 3 129 143 23 2 48 98 29 0 1059 5:45 PM 36 359 67 0 53 72 44 7 122 125 10 2 41 81 20 0 1039

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 295 2706 485 4 336 655 361 37 949 1074 143 20 382 718 222 1 8388 APPROACH %'s : 8.45% 77.54% 13.90% 0.11% 24.19% 47.16% 25.99% 2.66% 43.41% 49.13% 6.54% 0.91% 28.87% 54.27% 16.78% 0.08% PEAK HR : 4:30 PM 12:00 AM TOTAL
PEAK HR VOL : 137 1399 227 3 165 350 197 14 470 538 71 8 186 376 109 1 4251 PEAK HR FACTOR : 0.835 0.925 0.718 0.750 0.764 0.875 0.864 0.500 0.877 0.941 0.845 0.500 0.877 0.770 0.826 0.250 25-080045-004
2/11/2025
04:30 PM - 05:30 PM

0.9600.949 0.950 0.931 0.848
07:45 AM - 08:45 AM

0.939
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.863 0.933 0.840 0.866
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ygnacio Valley Rd/Kirker Pass Rd Ygnacio Valley Rd/Kirker Pass Rd Clayton Rd Clayton Rd

Page 105 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayers Rd & Clayton Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1110111013101210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 15 11 6 0 22 91 16 0 4 58 28 0 54 230 11 1 547
7:15 AM 21 20 11 0 37 90 18 0 4 114 36 0 69 309 39 1 769 7:30 AM 25 19 10 0 29 73 12 0 4 116 42 0 45 344 35 0 754 7:45 AM 41 17 16 0 34 64 14 0 7 187 46 2 26 342 42 0 838 8:00 AM 68 31 12 0 49 61 20 0 12 280 70 4 36 333 36 2 1014 8:15 AM 49 44 16 0 38 65 16 0 18 229 73 3 23 279 48 2 903 8:30 AM 45 29 18 0 23 38 17 0 12 154 34 2 15 280 41 2 710 8:45 AM 23 24 17 0 8 35 17 0 6 128 32 0 14 167 23 3 497

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 287 195 106 0 240 517 130 0 67 1266 361 11 282 2284 275 11 6032 APPROACH %'s : 48.81% 33.16% 18.03% 0.00% 27.06% 58.29% 14.66% 0.00% 3.93% 74.25% 21.17% 0.65% 9.89% 80.08% 9.64% 0.39% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 183 111 54 0 150 263 62 0 41 812 231 9 130 1298 161 4 3509 PEAK HR FACTOR : 0.673 0.631 0.844 0.000 0.765 0.901 0.775 0.000 0.569 0.725 0.791 0.563 0.722 0.943 0.839 0.500 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1110111013101210

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 35 36 22 0 17 20 18 0 19 274 29 3 17 160 24 2 676 4:15 PM 31 51 27 0 39 19 10 0 17 263 35 4 11 135 24 3 669 4:30 PM 19 43 18 0 15 39 18 0 18 255 34 0 18 177 28 1 683 4:45 PM 36 55 16 0 27 22 18 0 19 272 43 1 14 155 29 3 710 5:00 PM 38 73 33 0 27 19 16 0 29 264 49 5 24 151 31 7 766 5:15 PM 38 67 36 0 34 23 14 0 20 319 31 1 12 147 32 7 781 5:30 PM 34 74 27 0 25 24 13 0 29 244 37 2 8 173 32 4 726 5:45 PM 30 57 34 0 33 14 12 0 17 283 31 4 11 159 35 3 723

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 261 456 213 0 217 180 119 0 168 2174 289 20 115 1257 235 30 5734 APPROACH %'s : 28.06% 49.03% 22.90% 0.00% 42.05% 34.88% 23.06% 0.00% 6.34% 82.01% 10.90% 0.75% 7.03% 76.79% 14.36% 1.83% PEAK HR : 5:00 PM 12:00 AM TOTAL
PEAK HR VOL : 140 271 130 0 119 80 55 0 95 1110 148 12 55 630 130 21 2996 PEAK HR FACTOR : 0.921 0.916 0.903 0.000 0.875 0.833 0.859 0.000 0.819 0.870 0.755 0.600 0.573 0.910 0.929 0.750 25-080045-005
2/11/2025
05:00 PM - 06:00 PM

0.9590.939 0.894 0.920 0.963
07:30 AM - 08:30 AM

0.865
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.784 0.913 0.747 0.939
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ayers Rd Ayers Rd Clayton Rd Clayton Rd

Page 106 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Ayers Rd & Concord Blvd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1 0 . 5 0 . 5 0110012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 15 10 3 0 0 37 17 0 2 36 36 0 26 160 2 0 344
7:15 AM 33 24 4 0 2 66 21 0 8 35 46 0 20 196 4 0 459
7:30 AM 39 47 6 0 7 59 31 0 10 67 37 0 13 218 9 0 543
7:45 AM 52 16 10 0 13 47 30 0 4 77 31 0 15 221 1 0 517
8:00 AM 43 11 7 0 13 57 24 0 4 112 51 0 9 204 1 0 536
8:15 AM 49 27 9 0 12 42 9 0 7 93 39 0 8 101 7 0 403
8:30 AM 53 32 5 0 4 25 17 0 3 56 30 0 8 119 5 0 357
8:45 AM 3 0 8801 2 0 1 4 05 4 8 2 6 03 1 0 1 20 266

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 314 175 52 0 52 353 163 0 43 524 296 0 102 1320 31 0 3425 APPROACH %'s : 58.04% 32.35% 9.61% 0.00% 9.15% 62.15% 28.70% 0.00% 4.98% 60.72% 34.30% 0.00% 7.02% 90.85% 2.13% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 167 98 27 0 35 229 106 0 26 291 165 0 57 839 15 0 2055 PEAK HR FACTOR : 0.803 0.521 0.675 0.000 0.673 0.867 0.855 0.000 0.650 0.650 0.809 0.000 0.713 0.949 0.417 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1 0 . 5 0 . 5 0110012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 38 25 7 0 3 10 8 0 10 97 32 0 6 65 3 0 304
4:15 PM 40 19 7 0 0 13 9 0 10 103 51 0 5 83 7 0 347
4:30 PM 39 25 12 0 3 14 11 0 12 128 38 0 7 82 4 0 375
4:45 PM 53 24 17 0 0 11 1 0 7 119 43 0 5 82 3 0 365
5:00 PM 4 4 3 7 1 3 02780 1 3 1 0 5 2 8 06 7 4 10 338
5:15 PM 58 37 12 0 0 15 12 0 13 122 33 0 8 72 7 0 389
5:30 PM 5 2 3 1 1 4 008409 1 3 7 4 0 05 5 9 60 365
5:45 PM 51 40 13 0 0 11 5 0 11 110 36 0 2 67 5 0 351

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 375 238 95 0 8 89 58 0 85 921 301 0 44 584 36 0 2834 APPROACH %'s : 52.97% 33.62% 13.42% 0.00% 5.16% 57.42% 37.42% 0.00% 6.50% 70.47% 23.03% 0.00% 6.63% 87.95% 5.42% 0.00% PEAK HR : 4:30 PM 12:00 AM TOTAL
PEAK HR VOL : 194 123 54 0 5 47 32 0 45 474 142 0 26 310 15 0 1467 PEAK HR FACTOR : 0.836 0.831 0.794 0.000 0.417 0.783 0.667 0.000 0.865 0.926 0.826 0.000 0.813 0.945 0.536 0.000 25-080045-006
2/11/2025
04:30 PM - 05:30 PM

0.9430.867 0.750 0.928 0.944
07:15 AM - 08:15 AM

0.946
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.793 0.954 0.722 0.949
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Ayers Rd Ayers Rd Concord Blvd Concord Blvd

Page 107 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Bailey Rd & Concord Blvd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
0100011012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 3 14 0 0 23 87 125 0 10 45 4 0 5 199 2 0 517
7:15 AM 5 17 2 0 32 78 136 0 15 55 8 0 11 223 6 0 588
7:30 AM 7 32 0 0 23 58 131 0 14 82 10 0 16 267 13 0 653 7:45 AM 17 19 4 0 31 66 145 0 33 91 11 0 17 224 8 0 666 8:00 AM 10 24 5 0 34 67 146 0 24 95 18 0 17 225 16 0 681 8:15 AM 14 30 5 0 18 51 78 0 48 118 12 0 6 142 39 0 561 8:30 AM 6 49 7 0 13 73 52 0 25 62 17 0 5 139 21 0 469
8:45 AM 2 21 5 0 22 73 53 0 11 43 11 0 8 132 13 0 394

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 64 206 28 0 196 553 866 0 180 591 91 0 85 1551 118 0 4529 APPROACH %'s : 21.48% 69.13% 9.40% 0.00% 12.14% 34.24% 53.62% 0.00% 20.88% 68.56% 10.56% 0.00% 4.85% 88.43% 6.73% 0.00% PEAK HR : 7:15 AM 38 TOTAL
PEAK HR VOL : 39 92 11 0 120 269 558 0 86 323 47 0 61 939 43 0 2588 PEAK HR FACTOR : 0.574 0.719 0.550 0.000 0.882 0.862 0.955 0.000 0.652 0.850 0.653 0.000 0.897 0.879 0.672 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 0100011012001200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 6 78 5 0 18 28 30 0 66 125 8 0 7 85 20 0 476
4:15 PM 6 68 2 0 15 32 15 0 67 146 13 0 4 96 28 0 492
4:30 PM 8 85 3 0 23 39 12 0 76 141 10 0 6 84 33 0 520
4:45 PM 7 89 9 0 23 32 26 0 65 146 13 0 7 82 35 0 534
5:00 PM 12 77 4 0 16 35 22 0 78 131 13 0 5 82 42 0 517
5:15 PM 7 81 2 0 18 28 18 0 73 161 13 0 3 104 41 0 549
5:30 PM 11 100 7 0 17 25 24 0 60 162 15 0 3 80 30 0 534 5:45 PM 6 80 8 0 19 24 20 0 68 136 7 0 3 79 33 0 483

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 63 658 40 0 149 243 167 0 553 1148 92 0 38 692 262 0 4105 APPROACH %'s : 8.28% 86.47% 5.26% 0.00% 26.65% 43.47% 29.87% 0.00% 30.84% 64.03% 5.13% 0.00% 3.83% 69.76% 26.41% 0.00% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 37 347 22 0 74 120 90 0 276 600 54 0 18 348 148 0 2134 PEAK HR FACTOR : 0.771 0.868 0.611 0.000 0.804 0.857 0.865 0.000 0.885 0.926 0.900 0.000 0.643 0.837 0.881 0.000 25-080045-007
2/11/2025
04:45 PM - 05:45 PM

0.9720.860 0.877 0.941 0.868
07:15 AM - 08:15 AM

0.950
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.888 0.959 0.832 0.881
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Bailey Rd Bailey Rd Concord Blvd Concord Blvd

Page 108 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Bailey Rd/Tomizaki's Champions Kung Fu Dwy & Clayton Rd City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1 0 . 5 0 . 5 0 1 . 5 0 . 5 1013001300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 0020 2 0 2 7 3 0 1 0 7 8 251 3 1 5 82 518
7:15 AM 3100 4 0 4 7 7 0 1 5 9 3 055 3 3 9 1 4 1 597
7:30 AM 4020 2 8 2 7 3 0 2 6 1 4 1 165 4 1 8 1 6 3 725
7:45 AM 4220 4 9 3 8 1 1 2 2 1 7 6 063 3 6 9 1 5 3 736
8:00 AM 2120 7 6 0 6 6 0 3 3 2 7 3 264 3 8 4 2 7 7 883
8:15 AM 10 0 3 0 32 3 69 0 42 222 4 6 4 391 23 7 816
8:30 AM 7010 3 0 3 7 7 1 4 3 1 4 7 354 2 9 3 2 5 5 644
8:45 AM 7000 2 9 5 8 2 1 1 7 1 5 1 1 1 0 3 2 4 8 1 6 6 576

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 37 4 12 0 304 22 598 3 208 1281 13 49 29 2757 144 34 5495 APPROACH %'s : 69.81% 7.55% 22.64% 0.00% 32.79% 2.37% 64.51% 0.32% 13.41% 82.59% 0.84% 3.16% 0.98% 93.02% 4.86% 1.15% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 20 3 9 0 185 8 289 1 123 812 7 24 16 1562 81 20 3160 PEAK HR FACTOR : 0.500 0.375 0.750 0.000 0.609 0.667 0.892 0.250 0.732 0.744 0.438 1.000 0.800 0.934 0.750 0.714 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1 0 . 5 0 . 5 0 1 . 5 0 . 5 1013001300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 12 3 2 0 23 2 33 1 63 318 7 3 8 199 29 5 708
4:15 PM 7130 4 1 3 2 7 0 6 6 3 5 5 553 1 8 5 3 2 7 740
4:30 PM 6410 3 5 4 3 1 2 6 9 3 0 2 211 1 8 5 2 8 8 679
4:45 PM 6220 4 3 2 3 5 2 8 7 3 4 5 455 1 9 1 2 8 6 763
5:00 PM 7160 4 0 3 3 9 2 8 3 3 7 1 58 1 2 2 0 5 1 9 9 810 5:15 PM 6820 3 1 2 3 7 1 9 7 3 5 1 452 1 7 1 2 0 1 738
5:30 PM 16 3 3 0 30 3 32 3 77 355 2 6 2 211 39 5 787
5:45 PM 4530 3 1 6 3 3 0 6 0 3 1 3 334 1 6 8 2 3 5 661

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 64 27 22 0 274 25 267 11 602 2710 32 36 37 1515 218 46 5886 APPROACH %'s : 56.64% 23.89% 19.47% 0.00% 47.49% 4.33% 46.27% 1.91% 17.81% 80.18% 0.95% 1.07% 2.04% 83.43% 12.00% 2.53% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 35 14 13 0 144 10 143 8 344 1422 15 24 21 778 106 21 3098 PEAK HR FACTOR : 0.547 0.438 0.542 0.000 0.837 0.833 0.917 0.667 0.887 0.958 0.750 0.750 0.438 0.922 0.679 0.583 25-080045-008
2/11/2025
04:45 PM - 05:45 PM

0.9560.705 0.908 0.966 0.901
07:30 AM - 08:30 AM

0.895
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.615 0.850 0.769 0.950
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Bailey Rd/Tomizaki's Champions Kung Fu
Dwy
Bailey Rd/Tomizaki's Champions Kung Fu
Dwy Clayton Rd Clayton Rd

Page 109 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Denkinger Rd/Treat Blvd & Clayton Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
22101 1 . 5 0 . 5 013002300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 16 18 21 0 3 181 5 0 10 53 43 2 199 213 6 0 770 7:15 AM 45 25 40 0 7 172 6 0 6 88 31 6 145 274 7 0 852
7:30 AM 47 65 46 0 12 115 19 0 9 105 30 2 129 379 6 0 964 7:45 AM 57 52 54 0 17 103 17 0 16 164 37 1 112 330 9 0 969 8:00 AM 63 94 70 0 32 149 18 0 13 229 55 1 138 321 13 0 1196 8:15 AM 30 49 70 0 33 155 20 0 21 142 44 4 152 289 9 0 1018 8:30 AM 48 50 57 0 22 119 14 0 8 137 26 5 159 252 9 0 906 8:45 AM 44 37 49 0 15 111 15 0 15 114 43 2 146 190 11 0 792

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 350 390 407 0 141 1105 114 0 98 1032 309 23 1180 2248 70 0 7467 APPROACH %'s : 30.51% 34.00% 35.48% 0.00% 10.37% 81.25% 8.38% 0.00% 6.70% 70.59% 21.14% 1.57% 33.73% 64.27% 2.00% 0.00% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 197 260 240 0 94 522 74 0 59 640 166 8 531 1319 37 0 4147 PEAK HR FACTOR : 0.782 0.691 0.857 0.000 0.712 0.842 0.925 0.000 0.702 0.699 0.755 0.500 0.873 0.870 0.712 0.000 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 22101 1 . 5 0 . 5 013002300

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 52 157 126 0 29 95 12 0 20 243 35 2 91 135 17 0 1014 4:15 PM 64 142 126 0 32 79 11 0 22 345 43 3 67 153 18 0 1105 4:30 PM 51 132 114 0 24 63 16 0 27 249 38 3 90 139 24 0 970 4:45 PM 44 121 123 0 41 79 13 0 36 313 38 3 81 170 8 0 1070 5:00 PM 47 160 137 0 43 69 15 0 18 261 32 4 81 154 19 0 1040 5:15 PM 50 134 128 0 35 65 14 0 36 300 39 1 69 126 18 0 1015 5:30 PM 51 130 121 0 23 61 15 0 25 272 41 2 78 148 14 0 981 5:45 PM 54 146 131 0 23 60 14 0 22 263 31 0 73 135 16 0 968

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 413 1122 1006 0 250 571 110 0 206 2246 297 18 630 1160 134 0 8163 APPROACH %'s : 16.25% 44.16% 39.59% 0.00% 26.85% 61.33% 11.82% 0.00% 7.44% 81.17% 10.73% 0.65% 32.74% 60.29% 6.96% 0.00% PEAK HR : 4:15 PM 12:00 AM TOTAL
PEAK HR VOL : 206 555 500 0 140 290 55 0 103 1168 151 13 319 616 69 0 4185 PEAK HR FACTOR : 0.805 0.867 0.912 0.000 0.814 0.918 0.859 0.000 0.715 0.846 0.878 0.813 0.886 0.906 0.719 0.000 25-080045-009
2/11/2025
04:15 PM - 05:15 PM

0.9470.916 0.912 0.869 0.969
07:30 AM - 08:30 AM

0.867
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.768 0.829 0.732 0.918
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Denkinger Rd/Treat Blvd Denkinger Rd/Treat Blvd Clayton Rd Clayton Rd

Page 110 of 310 ends

National Data & Surveying Services
Intersection Turning Movement Count
Location: Treat Blvd & Cowell Rd
City: Concord Project ID:

Control: Signalized Date:

NS/EW Streets:
1210121022102200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 7:00 AM 11 38 18 6 10 348 11 1 23 27 68 0 65 49 7 0 682 7:15 AM 16 46 16 4 7 353 8 0 18 43 102 0 100 56 11 1 781 7:30 AM 11 80 19 3 7 385 7 1 19 74 125 0 109 91 13 1 945 7:45 AM 21 93 29 3 13 271 19 0 35 92 98 0 138 98 22 2 934 8:00 AM 18 121 41 2 18 306 30 1 23 97 70 0 114 99 23 4 967 8:15 AM 22 121 29 1 16 290 31 0 47 68 74 0 128 124 14 4 969 8:30 AM 21 94 27 7 17 298 33 0 23 45 74 0 134 141 21 3 938 8:45 AM 20 88 30 2 17 269 40 0 22 66 61 0 122 99 22 4 862

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 140 681 209 28 105 2520 179 3 210 512 672 0 910 757 133 19 7078 APPROACH %'s : 13.23% 64.37% 19.75% 2.65% 3.74% 89.78% 6.38% 0.11% 15.06% 36.73% 48.21% 0.00% 50.03% 41.62% 7.31% 1.04% PEAK HR : 7:30 AM 39 TOTAL
PEAK HR VOL : 72 415 118 9 54 1252 87 2 124 331 367 0 489 412 72 11 3815 PEAK HR FACTOR : 0.818 0.857 0.720 0.750 0.750 0.813 0.702 0.500 0.660 0.853 0.734 0.000 0.886 0.831 0.783 0.688 Headers NBL NB T NBR NBU SBL SB T SBR SBU EBL EB T EBR EBU WBL WB T WBR WBU 1210121022102200

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L 4:00 PM 44 286 62 4 23 124 42 1 50 150 27 0 52 100 36 1 1002 4:15 PM 56 287 82 8 17 117 28 0 53 87 33 0 62 70 25 1 926 4:30 PM 57 286 58 10 23 127 31 0 54 116 34 0 52 61 40 2 951 4:45 PM 53 302 67 3 25 123 34 2 61 127 32 0 49 76 35 1 990 5:00 PM 63 311 71 2 18 103 32 2 66 115 39 0 56 72 24 2 976 5:15 PM 50 307 83 3 17 101 28 1 58 113 27 0 44 79 28 2 941 5:30 PM 57 324 78 4 16 107 21 0 58 110 25 0 43 76 41 2 962 5:45 PM 45 282 97 8 22 99 27 4 47 102 34 0 49 73 33 0 922

NL NT NR NU S L ST SR SU E L ET ER EU W L WT WR WU TOTA L TOTAL VOLUMES : 425 2385 598 42 161 901 243 10 447 920 251 0 407 607 262 11 7670 APPROACH %'s : 12.32% 69.13% 17.33% 1.22% 12.24% 68.52% 18.48% 0.76% 27.63% 56.86% 15.51% 0.00% 31.62% 47.16% 20.36% 0.85% PEAK HR : 4:45 PM 12:00 AM TOTAL
PEAK HR VOL : 223 1244 299 12 76 434 115 5 243 465 123 0 192 303 128 7 3869 PEAK HR FACTOR : 0.885 0.960 0.901 0.750 0.760 0.882 0.846 0.625 0.920 0.915 0.788 0.000 0.857 0.959 0.780 0.875 25-080045-010
2/11/2025
04:45 PM - 05:45 PM

0.9770.960 0.856 0.944 0.972
07:30 AM - 08:30 AM

0.984
PM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.843 0.872 0.913 0.911
AM

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Total
Treat Blvd Treat Blvd Cowell Rd Cowell Rd

Page 111 of 310 ends

Appendix B:

Intersection LOS Worksheets

Page 112 of 310 ends

HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 654 122 226 602 140 155 394 293 445 1485 164 Future Volume (veh/h) 85 654 122 226 602 140 155 394 293 445 1485 164 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 85 654 122 226 602 140 155 394 293 445 1485 164 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 201 738 292 271 810 353 178 1089 505 470 2257 249 Arrive On Green 0.06 0.21 0.21 0.08 0.23 0.23 0.10 0.32 0.32 0.26 0.48 0.48 Sat Flow, veh/h 3456 3554 1407 3456 3554 1546 1781 3404 1579 1781 4664 515 Grp Volume(v), veh/h 85 654 122 226 602 140 155 394 293 445 1084 565 Grp Sat Flow(s),veh/h/ln 1728 1777 1407 1728 1777 1546 1781 1702 1579 1781 1702 1774 Q Serve(g_s), s 3.6 26.8 11.3 9.7 23.6 11.5 12.9 13.4 23.2 36.8 36.1 36.2 Cycle Q Clear(g_c), s 3.6 26.8 11.3 9.7 23.6 11.5 12.9 13.4 23.2 36.8 36.1 36.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.29
Lane Grp Cap(c), veh/h 201 738 292 271 810 353 178 1089 505 470 1648 859 V/C Ratio(X) 0.42 0.89 0.42 0.83 0.74 0.40 0.87 0.36 0.58 0.95 0.66 0.66 Avail Cap(c_a), veh/h 253 936 371 323 1007 438 214 1089 505 534 1648 859 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 57.7 51.5 68.1 53.8 49.2 66.6 39.2 42.6 54.2 29.3 29.3 Incr Delay (d2), s/veh 0.5 7.4 0.4 12.8 1.6 0.3 26.9 0.3 2.0 24.8 2.1 3.9 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 1.6 12.7 4.0 4.7 10.6 4.5 7.1 5.6 9.3 19.5 14.9 16.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 65.1 51.9 80.9 55.5 49.4 93.5 39.5 44.6 79.0 31.4 33.2 LnGrp LOS E E D F E D F D D E C C
Approach Vol, veh/h 861 968 842 2094
Approach Delay, s/veh 63.6 60.5 51.2 42.0
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.0 78.6 15.8 36.7 43.6 54.0 12.7 39.7 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 18.0 59.0 14.0 39.5 45.0 32.0 11.0 42.5 Max Q Clear Time (g_c+I1), s 14.9 38.2 11.7 28.8 38.8 25.2 5.6 25.6 Green Ext Time (p_c), s 0.1 14.5 0.1 2.4 0.8 3.0 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.3
HCM 6th LOS D

Page 113 of 310 ends

HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 262 17 533 35 41 24 159 540 10 13 1963 291 Future Volume (veh/h) 262 17 533 35 41 24 159 540 10 13 1963 291 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 270 18 0 36 42 25 164 557 10 13 2024 300 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 324 176 111 69 41 166 2427 1083 55 2205 983
Arrive On Green 0.09 0.09 0.00 0.06 0.06 0.06 0.09 0.68 0.68 0.03 0.62 0.62 Sat Flow, veh/h 3456 1870 1585 1781 1099 654 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 270 18 0 36 0 67 164 557 10 13 2024 300 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.5 1.3 0.0 2.9 0.0 5.6 13.8 8.8 0.3 1.1 75.3 13.3 Cycle Q Clear(g_c), s 11.5 1.3 0.0 2.9 0.0 5.6 13.8 8.8 0.3 1.1 75.3 13.3 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 324 176 111 0 110 166 2427 1083 55 2205 983 V/C Ratio(X) 0.83 0.10 0.33 0.00 0.61 0.99 0.23 0.01 0.24 0.92 0.31 Avail Cap(c_a), veh/h 484 480 166 0 368 166 2427 1083 166 2205 983 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.8 62.1 0.0 67.3 0.0 68.5 67.9 8.9 7.6 71.0 25.1 13.3 Incr Delay (d2), s/veh 7.7 0.3 0.0 1.7 0.0 5.4 65.5 0.1 0.0 0.8 7.6 0.8 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 5.4 0.6 0.0 1.4 0.0 2.7 9.2 3.2 0.1 0.5 31.1 5.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.6 62.4 0.0 69.0 0.0 73.9 133.4 9.0 7.6 71.8 32.7 14.1 LnGrp LOS E E E E F A A E C B
Approach Vol, veh/h 288 103 731 2337
Approach Delay, s/veh 73.8 72.2 36.9 30.5
Approach LOS E E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 99.1 13.3 19.6 8.6 108.5 18.1 14.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 64.0 14.0 38.5 14.0 64.0 21.0 31.5 Max Q Clear Time (g_c+I1), s 15.8 77.3 4.9 3.3 3.1 10.8 13.5 7.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.7 0.5 0.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 36.7
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 79 384 149 242 0 97 650 41 2 1445 93 Future Volume (veh/h) 123 79 384 149 242 0 97 650 41 2 1445 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 82 400 155 252 0 101 677 43 2 1505 97 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 150 495 419 166 513 0 272 1800 803 9 1539 686 Arrive On Green 0.08 0.26 0.26 0.09 0.27 0.00 0.08 0.51 0.51 0.01 0.43 0.43 Sat Flow, veh/h 1781 1870 1581 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 128 82 400 155 252 0 101 677 43 2 1505 97 Grp Sat Flow(s),veh/h/ln 1781 1870 1581 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.6 5.1 37.3 13.0 17.0 0.0 4.2 17.4 2.1 0.2 62.5 5.5 Cycle Q Clear(g_c), s 10.6 5.1 37.3 13.0 17.0 0.0 4.2 17.4 2.1 0.2 62.5 5.5 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 150 495 419 166 513 0 272 1800 803 9 1539 686 V/C Ratio(X) 0.86 0.17 0.95 0.93 0.49 0.00 0.37 0.38 0.05 0.21 0.98 0.14 Avail Cap(c_a), veh/h 166 530 448 166 530 0 323 1800 803 166 1539 686 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) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.8 42.4 54.3 67.5 45.7 0.0 65.6 22.6 18.8 74.3 41.8 25.7 Incr Delay (d2), s/veh 28.6 0.1 29.7 49.6 0.3 0.0 0.3 0.6 0.1 4.0 18.0 0.1 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 6.0 2.4 18.4 8.3 8.1 0.0 1.8 7.3 0.8 0.1 30.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 96.4 42.4 83.9 117.2 45.9 0.0 65.9 23.2 18.9 78.3 59.8 25.8 LnGrp LOS F D F F D E C B E E C
Approach Vol, veh/h 610 407 821 1604
Approach Delay, s/veh 81.0 73.1 28.2 57.7
Approach LOS F E C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 4.8 82.0 18.0 45.2 15.8 70.9 16.6 46.6 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.2 19.4 15.0 39.3 6.2 64.5 12.6 19.0 Green Ext Time (p_c), s 0.0 7.3 0.0 0.4 0.1 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 56.6
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 238 370 64 278 637 114 117 432 162 244 1014 432 Future Volume (veh/h) 238 370 64 278 637 114 117 432 162 244 1014 432 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 253 394 68 296 678 121 124 460 172 260 1079 460 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 305 1286 502 345 1148 202 229 2055 635 309 2173 674 Arrive On Green 0.09 0.25 0.25 0.10 0.26 0.26 0.07 0.40 0.40 0.09 0.43 0.43 Sat Flow, veh/h 3456 5106 1577 3456 4360 768 3456 5106 1578 3456 5106 1583 Grp Volume(v), veh/h 253 394 68 296 527 272 124 460 172 260 1079 460 Grp Sat Flow(s),veh/h/ln 1728 1702 1577 1728 1702 1725 1728 1702 1578 1728 1702 1583 Q Serve(g_s), s 10.8 9.4 4.6 12.7 20.3 20.6 5.2 8.9 11.0 11.1 23.1 35.3 Cycle Q Clear(g_c), s 10.8 9.4 4.6 12.7 20.3 20.6 5.2 8.9 11.0 11.1 23.1 35.3 Prop In Lane 1.00 1.00 1.00 0.45 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 305 1286 502 345 896 454 229 2055 635 309 2173 674 V/C Ratio(X) 0.83 0.31 0.14 0.86 0.59 0.60 0.54 0.22 0.27 0.84 0.50 0.68 Avail Cap(c_a), veh/h 806 1821 668 484 896 454 323 2055 635 484 2173 674 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.3 45.5 36.4 66.5 48.2 48.3 67.8 29.4 30.1 67.3 31.4 34.9 Incr Delay (d2), s/veh 2.3 0.2 0.2 8.1 2.8 5.7 0.7 0.1 0.3 4.4 0.8 5.5 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 4.8 4.0 1.8 5.9 8.9 9.5 2.3 3.6 4.2 5.0 9.4 14.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.5 45.7 36.6 74.6 51.0 54.0 68.6 29.5 30.4 71.6 32.2 40.4 LnGrp LOS E D D E D D E C C E C D
Approach Vol, veh/h 715 1095 756 1799
Approach Delay, s/veh 53.3 58.1 36.1 40.0
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 70.8 18.2 46.0 18.4 67.4 20.0 44.3 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 38.0 35.0 39.5 21.0 31.0 21.0 53.5 Max Q Clear Time (g_c+I1), s 7.2 37.3 12.8 22.6 13.1 13.0 14.7 11.4 Green Ext Time (p_c), s 0.1 0.6 0.4 6.2 0.3 4.5 0.3 4.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.0
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 812 231 134 1298 161 183 111 54 150 263 62 Future Volume (veh/h) 50 812 231 134 1298 161 183 111 54 150 263 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 933 266 154 1492 185 210 128 62 172 302 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 102 2324 714 178 1769 788 233 378 317 191 333 278 Arrive On Green 0.06 0.46 0.46 0.10 0.50 0.50 0.13 0.20 0.20 0.11 0.18 0.18 Sat Flow, veh/h 1781 5106 1569 1781 3554 1583 1781 1870 1569 1781 1870 1561 Grp Volume(v), veh/h 57 933 266 154 1492 185 210 128 62 172 302 71 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1777 1583 1781 1870 1569 1781 1870 1561 Q Serve(g_s), s 4.4 17.1 15.6 11.9 50.9 9.3 16.3 8.2 4.6 13.4 22.2 5.5 Cycle Q Clear(g_c), s 4.4 17.1 15.6 11.9 50.9 9.3 16.3 8.2 4.6 13.4 22.2 5.5 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 102 2324 714 178 1769 788 233 378 317 191 333 278 V/C Ratio(X) 0.56 0.40 0.37 0.86 0.84 0.23 0.90 0.34 0.20 0.90 0.91 0.26 Avail Cap(c_a), veh/h 153 2324 714 280 1769 788 267 501 420 191 421 351 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 25.4 25.0 62.1 30.4 20.0 59.9 47.9 46.4 61.8 56.4 49.5 Incr Delay (d2), s/veh 1.8 0.1 0.3 9.6 5.1 0.7 26.5 0.2 0.1 38.0 17.7 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 6.8 5.9 5.8 22.0 3.6 9.0 3.9 1.8 8.1 12.1 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.0 25.5 25.3 71.7 35.5 20.7 86.4 48.0 46.5 99.7 74.1 49.7 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1256 1831 400 545
Approach Delay, s/veh 27.3 37.1 68.0 79.0
Approach LOS C D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 75.2 19.0 33.8 18.0 69.2 22.3 30.4 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 12.0 56.5 15.0 37.5 22.0 46.5 21.0 31.5 Max Q Clear Time (g_c+I1), s 6.4 52.9 15.4 10.2 13.9 19.1 18.3 24.2 Green Ext Time (p_c), s 0.0 2.9 0.0 0.5 0.1 8.0 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 42.8
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 291 165 57 839 15 167 98 27 35 229 106 Future Volume (veh/h) 26 291 165 57 839 15 167 98 27 35 229 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 306 174 60 883 16 176 103 28 37 241 112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 62 755 419 103 1305 24 219 446 121 77 284 132 Arrive On Green 0.03 0.34 0.34 0.06 0.37 0.37 0.12 0.31 0.31 0.04 0.24 0.24 Sat Flow, veh/h 1781 2204 1223 1781 3569 65 1781 1416 385 1781 1208 561 Grp Volume(v), veh/h 27 245 235 60 440 459 176 0 131 37 0 353 Grp Sat Flow(s),veh/h/ln 1781 1777 1650 1781 1777 1857 1781 0 1801 1781 0 1769 Q Serve(g_s), s 1.1 7.6 7.9 2.4 15.1 15.1 7.0 0.0 3.9 1.5 0.0 13.8 Cycle Q Clear(g_c), s 1.1 7.6 7.9 2.4 15.1 15.1 7.0 0.0 3.9 1.5 0.0 13.8 Prop In Lane 1.00 0.74 1.00 0.03 1.00 0.21 1.00 0.32
Lane Grp Cap(c), veh/h 62 608 565 103 650 679 219 0 567 77 0 416 V/C Ratio(X) 0.44 0.40 0.42 0.58 0.68 0.68 0.80 0.00 0.23 0.48 0.00 0.85 Avail Cap(c_a), veh/h 614 1225 1138 614 1225 1281 614 0 745 614 0 732 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.3 18.2 18.3 33.3 19.4 19.4 30.9 0.0 18.4 33.9 0.0 26.5 Incr Delay (d2), s/veh 1.8 0.6 0.7 1.9 1.8 1.7 2.6 0.0 0.1 1.7 0.0 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 0.5 3.0 2.9 1.0 6.0 6.2 3.0 0.0 1.6 0.7 0.0 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.1 18.8 19.0 35.2 21.1 21.1 33.6 0.0 18.4 35.6 0.0 28.4 LnGrp LOS D B B D C C C B D C
Approach Vol, veh/h 507 959 307 390
Approach Delay, s/veh 19.8 22.0 27.1 29.1
Approach LOS B C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 29.8 12.9 21.6 6.5 31.5 7.2 27.3 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 4.4 9.9 9.0 15.8 3.1 17.1 3.5 5.9 Green Ext Time (p_c), s 0.1 4.6 0.2 1.2 0.0 9.4 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 23.5
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 86 323 47 61 939 43 39 92 11 120 269 558 Future Volume (veh/h) 86 323 47 61 939 43 39 92 11 120 269 558 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 91 340 49 64 988 45 41 97 12 126 283 587 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 117 1186 169 86 1257 57 51 122 15 162 364 453 Arrive On Green 0.07 0.38 0.38 0.05 0.36 0.36 0.10 0.10 0.10 0.28 0.28 0.28 Sat Flow, veh/h 1795 3145 449 1795 3489 159 501 1186 147 572 1285 1598 Grp Volume(v), veh/h 91 192 197 64 507 526 150 0 0 409 0 587 Grp Sat Flow(s),veh/h/ln 1795 1791 1803 1795 1791 1857 1834 0 0 1857 0 1598 Q Serve(g_s), s 5.3 7.9 8.1 3.7 26.8 26.8 8.5 0.0 0.0 21.4 0.0 30.0 Cycle Q Clear(g_c), s 5.3 7.9 8.1 3.7 26.8 26.8 8.5 0.0 0.0 21.4 0.0 30.0 Prop In Lane 1.00 0.25 1.00 0.09 0.27 0.08 0.31 1.00
Lane Grp Cap(c), veh/h 117 676 680 86 645 669 188 0 0 526 0 453 V/C Ratio(X) 0.78 0.28 0.29 0.74 0.79 0.79 0.80 0.00 0.00 0.78 0.00 1.30 Avail Cap(c_a), veh/h 763 846 851 763 846 877 866 0 0 526 0 453 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 48.8 23.0 23.1 49.8 30.2 30.2 46.4 0.0 0.0 34.9 0.0 37.9 Incr Delay (d2), s/veh 4.2 0.3 0.3 4.6 4.4 4.2 2.9 0.0 0.0 6.6 0.0 149.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 3.3 3.4 1.8 11.9 12.3 4.0 0.0 0.0 10.4 0.0 30.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.9 23.3 23.4 54.4 34.6 34.5 49.4 0.0 0.0 41.5 0.0 187.1 LnGrp LOS D C C D C C D D F
Approach Vol, veh/h 480 1097 150 996
Approach Delay, s/veh 29.0 35.7 49.4 127.3
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.1 44.9 15.9 11.9 43.1 35.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 5.7 10.1 10.5 7.3 28.8 32.0 Green Ext Time (p_c), s 0.1 3.5 0.5 0.1 9.4 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.8
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 812 7 36 1562 81 20 3 9 186 8 289 Future Volume (veh/h) 147 812 7 36 1562 81 20 3 9 186 8 289 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 165 912 8 40 1755 91 22 3 10 215 0 325 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 2254 20 100 1899 98 140 30 99 793 0 350
Arrive On Green 0.11 0.43 0.43 0.06 0.38 0.38 0.08 0.08 0.08 0.22 0.00 0.22 Sat Flow, veh/h 1781 5220 46 1781 4969 257 1781 379 1264 3563 0 1572 Grp Volume(v), veh/h 165 595 325 40 1202 644 22 0 13 215 0 325 Grp Sat Flow(s),veh/h/ln 1781 1702 1862 1781 1702 1823 1781 0 1643 1781 0 1572 Q Serve(g_s), s 12.8 16.8 16.8 3.0 47.2 47.3 1.6 0.0 1.0 7.0 0.0 28.4 Cycle Q Clear(g_c), s 12.8 16.8 16.8 3.0 47.2 47.3 1.6 0.0 1.0 7.0 0.0 28.4 Prop In Lane 1.00 0.02 1.00 0.14 1.00 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 189 1470 804 100 1301 696 140 0 129 793 0 350 V/C Ratio(X) 0.87 0.40 0.40 0.40 0.92 0.93 0.16 0.00 0.10 0.27 0.00 0.93 Avail Cap(c_a), veh/h 254 1495 818 153 1301 696 140 0 129 903 0 399 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) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.7 27.4 27.4 63.8 41.3 41.3 60.2 0.0 59.9 45.0 0.0 53.3 Incr Delay (d2), s/veh 15.4 0.2 0.4 0.9 12.3 20.1 2.4 0.0 1.6 0.1 0.0 24.9 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 6.5 6.8 7.5 1.4 21.4 24.5 0.8 0.0 0.5 3.1 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.0 27.6 27.8 64.7 53.6 61.4 62.6 0.0 61.5 45.1 0.0 78.2 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 1085 1886 35 540
Approach Delay, s/veh 35.2 56.5 62.2 65.0
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 66.0 36.7 18.8 59.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 20.0 53.5 11.0 Max Q Clear Time (g_c+I1), s 5.0 18.8 30.4 14.8 49.3 3.6 Green Ext Time (p_c), s 0.0 10.0 0.6 0.1 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.3
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 640 166 531 1319 37 197 260 240 94 522 74 Future Volume (veh/h) 67 640 166 531 1319 37 197 260 240 94 522 74 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 736 191 610 1516 43 226 299 276 108 600 85 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 908 233 661 1847 52 274 842 674 130 719 102 Arrive On Green 0.05 0.22 0.22 0.19 0.36 0.36 0.08 0.24 0.24 0.07 0.23 0.23 Sat Flow, veh/h 1781 4043 1037 3456 5103 145 3456 3554 1565 1781 3122 441 Grp Volume(v), veh/h 77 618 309 610 1011 548 226 299 276 108 341 344 Grp Sat Flow(s),veh/h/ln 1781 1702 1676 1728 1702 1843 1728 1777 1565 1781 1777 1786 Q Serve(g_s), s 6.4 25.8 26.3 26.0 40.4 40.5 9.7 10.5 18.4 9.0 27.4 27.5 Cycle Q Clear(g_c), s 6.4 25.8 26.3 26.0 40.4 40.5 9.7 10.5 18.4 9.0 27.4 27.5 Prop In Lane 1.00 0.62 1.00 0.08 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 96 765 377 661 1232 667 274 842 674 130 409 412 V/C Ratio(X) 0.80 0.81 0.82 0.92 0.82 0.82 0.82 0.36 0.41 0.83 0.83 0.84 Avail Cap(c_a), veh/h 131 851 419 760 1350 731 438 936 715 226 468 470 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) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.2 55.1 55.3 59.6 43.4 43.4 68.0 47.7 29.8 68.6 55.0 55.0 Incr Delay (d2), s/veh 15.8 5.8 12.0 10.8 4.3 7.7 3.3 0.4 0.6 5.2 11.8 12.0 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 3.3 11.6 12.2 12.2 17.4 19.5 4.4 4.7 7.1 4.3 13.7 13.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 85.9 60.9 67.3 70.4 47.7 51.1 71.3 48.0 30.4 73.8 66.8 67.0 LnGrp LOS F E E E D D E D C E E E
Approach Vol, veh/h 1004 2169 801 793
Approach Delay, s/veh 64.8 55.0 48.5 67.8
Approach LOS E D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 33.7 39.2 15.9 41.0 13.1 59.8 16.9 40.1 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 33.0 37.5 19.0 39.5 11.0 59.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 28.0 28.3 11.0 20.4 8.4 42.5 11.7 29.5 Green Ext Time (p_c), s 0.7 4.9 0.1 3.9 0.0 11.8 0.2 4.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 124 331 367 500 412 72 81 415 118 56 1252 87 Future Volume (veh/h) 124 331 367 500 412 72 81 415 118 56 1252 87 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 127 338 374 510 420 73 83 423 120 57 1278 89 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 229 880 391 484 972 168 115 1511 673 108 1496 666 Arrive On Green 0.07 0.25 0.25 0.14 0.32 0.32 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 1579 3456 3023 521 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 127 338 374 510 245 248 83 423 120 57 1278 89 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1767 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 5.3 11.9 35.0 21.0 16.3 16.6 6.9 11.7 7.1 4.7 48.8 5.2 Cycle Q Clear(g_c), s 5.3 11.9 35.0 21.0 16.3 16.6 6.9 11.7 7.1 4.7 48.8 5.2 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 229 880 391 484 571 568 115 1511 673 108 1496 666 V/C Ratio(X) 0.55 0.38 0.96 1.05 0.43 0.44 0.72 0.28 0.18 0.53 0.85 0.13 Avail Cap(c_a), veh/h 507 888 395 484 571 568 154 1511 673 154 1496 666 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.9 46.9 55.6 64.5 40.1 40.2 68.8 28.1 26.8 68.4 39.3 26.6 Incr Delay (d2), s/veh 0.8 0.1 33.5 55.9 0.2 0.2 5.8 0.5 0.6 1.5 6.4 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 2.4 5.3 17.5 13.0 7.2 7.3 3.3 5.0 2.8 2.2 22.1 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 47.0 89.1 120.4 40.3 40.4 74.6 28.6 27.4 69.9 45.7 27.1 LnGrp LOS E D F F D D E C C E D C
Approach Vol, veh/h 839 1003 626 1424
Approach Delay, s/veh 69.1 81.0 34.5 45.5
Approach LOS E F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.7 68.7 13.9 53.7 13.1 69.3 25.0 42.7 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 13.0 59.5 22.0 36.5 13.0 59.5 21.0 37.5 Max Q Clear Time (g_c+I1), s 8.9 50.8 7.3 18.6 6.7 13.7 23.0 37.0 Green Ext Time (p_c), s 0.0 6.4 0.2 1.7 0.0 4.9 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.0
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 291 514 128 255 554 341 214 1358 230 214 600 177 Future Volume (veh/h) 291 514 128 255 554 341 214 1358 230 214 600 177 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 300 530 132 263 571 352 221 1400 237 221 619 182 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 348 861 371 311 824 357 244 1562 264 244 1400 404 Arrive On Green 0.10 0.24 0.24 0.09 0.23 0.23 0.14 0.35 0.35 0.14 0.35 0.35 Sat Flow, veh/h 3483 3582 1544 3483 3582 1551 1795 4420 748 1795 3964 1142 Grp Volume(v), veh/h 300 530 132 263 571 352 221 1086 551 221 534 267 Grp Sat Flow(s),veh/h/ln 1742 1791 1544 1742 1791 1551 1795 1716 1737 1795 1716 1675 Q Serve(g_s), s 12.7 19.8 10.6 11.2 21.9 33.9 18.2 44.9 45.0 18.2 17.9 18.4 Cycle Q Clear(g_c), s 12.7 19.8 10.6 11.2 21.9 33.9 18.2 44.9 45.0 18.2 17.9 18.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 0.68
Lane Grp Cap(c), veh/h 348 861 371 311 824 357 244 1212 614 244 1212 592 V/C Ratio(X) 0.86 0.62 0.36 0.84 0.69 0.99 0.91 0.90 0.90 0.91 0.44 0.45 Avail Cap(c_a), veh/h 441 861 371 441 824 357 287 1212 614 287 1212 592 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.5 50.8 47.3 67.3 52.9 57.5 63.8 45.9 45.9 63.8 37.1 37.3 Incr Delay (d2), s/veh 11.4 1.0 0.2 7.3 2.1 43.9 27.3 10.5 18.3 27.3 0.4 0.8 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 6.2 8.9 4.1 5.2 10.0 17.4 10.1 20.5 22.2 10.1 7.5 7.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.9 51.8 47.5 74.6 55.0 101.4 91.2 56.4 64.3 91.2 37.5 38.1 LnGrp LOS E D D E E F F E E F D D
Approach Vol, veh/h 962 1186 1858 1022
Approach Delay, s/veh 59.3 73.1 62.8 49.3
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 24.4 59.0 17.4 41.6 24.4 59.0 19.0 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 24.0 53.0 19.0 34.5 24.0 53.0 19.0 34.5 Max Q Clear Time (g_c+I1), s 20.2 20.4 13.2 21.8 20.2 47.0 14.7 35.9 Green Ext Time (p_c), s 0.2 8.1 0.2 2.0 0.2 5.0 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 61.8
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 487 32 202 19 17 14 288 2053 31 20 680 322 Future Volume (veh/h) 487 32 202 19 17 14 288 2053 31 20 680 322 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 502 33 0 20 18 14 297 2116 32 21 701 332 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 572 317 81 48 38 168 2199 981 77 2018 900
Arrive On Green 0.16 0.17 0.00 0.05 0.05 0.05 0.09 0.61 0.61 0.04 0.56 0.56 Sat Flow, veh/h 3483 1885 1598 1795 983 765 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 502 33 0 20 0 32 297 2116 32 21 701 332 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1748 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 21.1 2.2 0.0 1.6 0.0 2.7 14.0 83.6 1.2 1.7 15.9 17.2 Cycle Q Clear(g_c), s 21.1 2.2 0.0 1.6 0.0 2.7 14.0 83.6 1.2 1.7 15.9 17.2 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 572 317 81 0 86 168 2199 981 77 2018 900 V/C Ratio(X) 0.88 0.10 0.25 0.00 0.37 1.77 0.96 0.03 0.27 0.35 0.37 Avail Cap(c_a), veh/h 836 547 168 0 250 168 2199 981 168 2018 900 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 52.8 0.0 69.1 0.0 69.1 68.0 27.3 11.4 69.5 17.8 18.1 Incr Delay (d2), s/veh 7.4 0.1 0.0 1.6 0.0 2.7 370.7 11.7 0.0 0.7 0.5 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.9 1.1 0.0 0.8 0.0 1.3 23.6 36.0 0.4 0.8 6.5 6.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.6 53.0 0.0 70.7 0.0 71.8 438.7 39.0 11.4 70.2 18.3 19.2 LnGrp LOS E D E E F D B E B B
Approach Vol, veh/h 535 52 2445 1054
Approach Delay, s/veh 67.7 71.3 87.2 19.6
Approach LOS E E F B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 90.5 10.8 30.7 10.4 98.1 28.6 12.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 59.0 14.0 43.5 14.0 59.0 36.0 21.5 Max Q Clear Time (g_c+I1), s 16.0 19.2 3.6 4.2 3.7 85.6 23.1 4.7 Green Ext Time (p_c), s 0.0 9.9 0.0 0.1 0.0 0.0 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 67.0
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 3 186 6 3 2 340 2119 47 4 757 83 Future Volume (veh/h) 55 3 186 6 3 2 340 2119 47 4 757 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 56 3 190 6 3 2 347 2162 48 4 772 85 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 108 250 212 26 92 61 325 2552 1124 18 2255 1006 Arrive On Green 0.06 0.13 0.13 0.01 0.09 0.09 0.09 0.71 0.71 0.01 0.63 0.63 Sat Flow, veh/h 1795 1885 1598 1795 1055 703 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 56 3 190 6 0 5 347 2162 48 4 772 85 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1759 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 4.5 0.2 17.6 0.5 0.0 0.4 14.0 65.6 1.4 0.3 15.3 3.1 Cycle Q Clear(g_c), s 4.5 0.2 17.6 0.5 0.0 0.4 14.0 65.6 1.4 0.3 15.3 3.1 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 250 212 26 0 153 325 2552 1124 18 2255 1006 V/C Ratio(X) 0.52 0.01 0.90 0.23 0.00 0.03 1.07 0.85 0.04 0.22 0.34 0.08 Avail Cap(c_a), veh/h 168 534 453 168 0 498 325 2552 1124 168 2255 1006 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) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 56.5 64.1 73.0 0.0 62.7 68.0 15.6 6.4 73.6 13.1 10.9 Incr Delay (d2), s/veh 1.4 0.0 5.4 1.6 0.0 0.0 68.9 3.7 0.1 2.2 0.1 0.1 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 2.1 0.1 7.5 0.2 0.0 0.2 9.2 24.3 0.5 0.2 5.9 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.8 56.5 69.5 74.6 0.0 62.7 136.9 19.3 6.5 75.8 13.3 10.9 LnGrp LOS E E E E E F B A E B B
Approach Vol, veh/h 249 11 2557 861
Approach Delay, s/veh 69.4 69.2 35.1 13.3
Approach LOS E E D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.5 112.9 6.2 25.4 18.0 100.4 13.0 18.5 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.3 67.6 2.5 19.6 16.0 17.3 6.5 2.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 8.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 32.4
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 478 538 71 187 376 109 140 1399 227 179 350 197 Future Volume (veh/h) 478 538 71 187 376 109 140 1399 227 179 350 197 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 498 560 74 195 392 114 146 1457 236 186 365 205 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 552 1167 463 279 591 165 232 2415 744 235 2420 748 Arrive On Green 0.16 0.23 0.23 0.08 0.15 0.15 0.07 0.47 0.47 0.07 0.47 0.47 Sat Flow, veh/h 3483 5147 1574 3483 3987 1110 3483 5147 1585 3483 5147 1590 Grp Volume(v), veh/h 498 560 74 195 335 171 146 1457 236 186 365 205 Grp Sat Flow(s),veh/h/ln 1742 1716 1574 1742 1716 1667 1742 1716 1585 1742 1716 1590 Q Serve(g_s), s 21.1 14.2 5.2 8.2 13.8 14.6 6.1 31.4 13.9 7.9 6.1 11.8 Cycle Q Clear(g_c), s 21.1 14.2 5.2 8.2 13.8 14.6 6.1 31.4 13.9 7.9 6.1 11.8 Prop In Lane 1.00 1.00 1.00 0.67 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 552 1167 463 279 509 247 232 2415 744 235 2420 748 V/C Ratio(X) 0.90 0.48 0.16 0.70 0.66 0.69 0.63 0.60 0.32 0.79 0.15 0.27 Avail Cap(c_a), veh/h 743 1167 463 1161 766 372 488 2415 744 488 2420 748 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.0 50.3 39.3 67.2 60.3 60.6 68.2 29.5 24.8 68.9 22.7 24.2 Incr Delay (d2), s/veh 9.7 0.4 0.2 1.2 2.1 4.9 1.1 1.1 1.1 2.3 0.1 0.9 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 10.0 6.1 2.1 3.7 6.1 6.5 2.7 12.8 5.4 3.5 2.5 4.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 71.7 50.8 39.5 68.4 62.4 65.5 69.3 30.6 25.9 71.2 22.8 25.1 LnGrp LOS E D D E E E E C C E C C
Approach Vol, veh/h 1132 701 1839 756
Approach Delay, s/veh 59.2 64.8 33.1 35.3
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 77.5 28.8 28.7 15.1 77.4 17.0 40.5 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 21.0 40.0 32.0 33.5 21.0 40.0 50.0 15.5 Max Q Clear Time (g_c+I1), s 8.1 13.8 23.1 16.6 9.9 33.4 10.2 16.2 Green Ext Time (p_c), s 0.2 4.4 0.7 3.8 0.2 5.4 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 1110 148 76 630 130 140 271 130 119 80 55 Future Volume (veh/h) 107 1110 148 76 630 130 140 271 130 119 80 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 111 1156 154 79 656 135 146 282 135 124 83 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 134 2771 849 110 1880 837 171 344 282 147 320 271 Arrive On Green 0.07 0.54 0.54 0.06 0.52 0.52 0.09 0.18 0.18 0.08 0.17 0.17 Sat Flow, veh/h 1795 5147 1577 1795 3582 1595 1795 1885 1546 1795 1885 1598 Grp Volume(v), veh/h 111 1156 154 79 656 135 146 282 135 124 83 57 Grp Sat Flow(s),veh/h/ln 1795 1716 1577 1795 1791 1595 1795 1885 1546 1795 1885 1598 Q Serve(g_s), s 8.5 18.7 7.0 6.0 14.9 6.2 11.2 20.1 10.9 9.5 5.4 4.3 Cycle Q Clear(g_c), s 8.5 18.7 7.0 6.0 14.9 6.2 11.2 20.1 10.9 9.5 5.4 4.3 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 134 2771 849 110 1880 837 171 344 282 147 320 271 V/C Ratio(X) 0.83 0.42 0.18 0.72 0.35 0.16 0.86 0.82 0.48 0.84 0.26 0.21 Avail Cap(c_a), veh/h 231 2771 849 231 1880 837 308 505 414 205 397 337 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 19.2 16.5 64.5 19.3 17.3 62.4 55.0 51.3 63.4 50.5 50.1 Incr Delay (d2), s/veh 4.9 0.1 0.1 3.3 0.5 0.4 4.7 4.2 0.5 14.6 0.2 0.1 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 4.0 7.3 2.6 2.8 6.2 2.4 5.3 9.9 4.3 5.0 2.6 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 19.3 16.6 67.8 19.8 17.7 67.1 59.3 51.7 77.9 50.7 50.2 LnGrp LOS E B B E B B E E D E D D
Approach Vol, veh/h 1421 870 563 264
Approach Delay, s/veh 22.9 23.9 59.5 63.4
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 79.0 15.5 31.0 12.6 80.9 17.3 29.2 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 18.0 49.5 16.0 37.5 18.0 49.5 24.0 29.5 Max Q Clear Time (g_c+I1), s 10.5 16.9 11.5 22.1 8.0 20.7 13.2 7.4 Green Ext Time (p_c), s 0.1 5.1 0.1 1.1 0.0 9.7 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.2
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 474 142 26 310 15 194 123 54 5 47 32 Future Volume (veh/h) 45 474 142 26 310 15 194 123 54 5 47 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 48 504 151 28 330 16 206 131 57 5 50 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 106 905 270 70 1087 53 264 323 141 14 126 86 Arrive On Green 0.06 0.33 0.33 0.04 0.31 0.31 0.15 0.26 0.26 0.01 0.12 0.12 Sat Flow, veh/h 1795 2719 810 1795 3478 168 1795 1244 541 1795 1046 711 Grp Volume(v), veh/h 48 331 324 28 169 177 206 0 188 5 0 84 Grp Sat Flow(s),veh/h/ln 1795 1791 1738 1795 1791 1855 1795 0 1786 1795 0 1757 Q Serve(g_s), s 1.3 7.3 7.4 0.7 3.5 3.5 5.4 0.0 4.2 0.1 0.0 2.1 Cycle Q Clear(g_c), s 1.3 7.3 7.4 0.7 3.5 3.5 5.4 0.0 4.2 0.1 0.0 2.1 Prop In Lane 1.00 0.47 1.00 0.09 1.00 0.30 1.00 0.40
Lane Grp Cap(c), veh/h 106 596 578 70 560 580 264 0 464 14 0 212 V/C Ratio(X) 0.45 0.56 0.56 0.40 0.30 0.30 0.78 0.00 0.41 0.35 0.00 0.40 Avail Cap(c_a), veh/h 925 1845 1790 925 1845 1911 925 0 1104 925 0 1086 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.1 13.3 13.3 22.8 12.7 12.7 19.9 0.0 14.9 23.9 0.0 19.7 Incr Delay (d2), s/veh 1.1 1.2 1.2 1.4 0.4 0.4 1.9 0.0 0.2 5.2 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 0.5 2.6 2.5 0.3 1.2 1.3 2.1 0.0 1.5 0.1 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 23.2 14.4 14.5 24.2 13.1 13.1 21.8 0.0 15.1 29.1 0.0 20.2 LnGrp LOS C B B C B B C B C C
Approach Vol, veh/h 703 374 394 89
Approach Delay, s/veh 15.1 13.9 18.6 20.7
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 21.1 11.1 10.4 6.9 20.2 4.4 17.1 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 2.7 9.4 7.4 4.1 3.3 5.5 2.1 6.2 Green Ext Time (p_c), s 0.0 6.7 0.3 0.3 0.0 3.1 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.0
HCM 6th LOS B

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 276 600 54 18 348 148 37 347 22 74 120 90 Future Volume (veh/h) 276 600 54 18 348 148 37 347 22 74 120 90 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 285 619 56 19 359 153 38 358 23 76 124 93 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 324 1220 110 45 522 219 43 406 26 97 158 219 Arrive On Green 0.18 0.37 0.37 0.03 0.21 0.21 0.26 0.26 0.26 0.14 0.14 0.14 Sat Flow, veh/h 1795 3320 300 1795 2459 1031 169 1588 102 703 1147 1591 Grp Volume(v), veh/h 285 333 342 19 260 252 419 0 0 200 0 93 Grp Sat Flow(s),veh/h/ln 1795 1791 1829 1795 1791 1700 1858 0 0 1850 0 1591 Q Serve(g_s), s 14.4 13.5 13.5 1.0 12.5 12.8 20.2 0.0 0.0 9.7 0.0 5.0 Cycle Q Clear(g_c), s 14.4 13.5 13.5 1.0 12.5 12.8 20.2 0.0 0.0 9.7 0.0 5.0 Prop In Lane 1.00 0.16 1.00 0.61 0.09 0.05 0.38 1.00
Lane Grp Cap(c), veh/h 324 658 672 45 380 361 475 0 0 254 0 219 V/C Ratio(X) 0.88 0.51 0.51 0.42 0.68 0.70 0.88 0.00 0.00 0.79 0.00 0.43 Avail Cap(c_a), veh/h 867 961 981 867 961 912 997 0 0 595 0 512 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 37.2 22.9 22.9 44.8 33.8 34.0 33.3 0.0 0.0 38.9 0.0 36.8 Incr Delay (d2), s/veh 3.1 0.9 0.8 2.3 3.1 3.5 2.2 0.0 0.0 2.0 0.0 0.5 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 6.4 5.6 5.7 0.5 5.6 5.5 9.0 0.0 0.0 4.5 0.0 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.3 23.8 23.8 47.1 36.9 37.5 35.5 0.0 0.0 40.9 0.0 37.3 LnGrp LOS D C C D D D D D D
Approach Vol, veh/h 960 531 419 293
Approach Delay, s/veh 28.7 37.5 35.5 39.8
Approach LOS C D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.3 39.2 28.8 21.8 24.8 17.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 15.5 22.2 16.4 14.8 11.7 Green Ext Time (p_c), s 0.0 6.6 1.6 0.4 4.9 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 33.6
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 368 1422 15 42 778 106 35 14 13 152 10 143 Future Volume (veh/h) 368 1422 15 42 778 106 35 14 13 152 10 143 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 383 1481 16 44 810 110 36 15 14 165 0 149 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 408 2065 22 105 1031 139 141 70 66 460 0 201 Arrive On Green 0.23 0.39 0.39 0.06 0.22 0.22 0.08 0.08 0.08 0.13 0.00 0.13 Sat Flow, veh/h 1795 5248 57 1795 4582 618 1795 897 837 3591 0 1568 Grp Volume(v), veh/h 383 968 529 44 605 315 36 0 29 165 0 149 Grp Sat Flow(s),veh/h/ln 1795 1716 1874 1795 1716 1769 1795 0 1734 1795 0 1568 Q Serve(g_s), s 29.3 33.4 33.4 3.3 23.2 23.5 2.6 0.0 2.2 5.9 0.0 12.8 Cycle Q Clear(g_c), s 29.3 33.4 33.4 3.3 23.2 23.5 2.6 0.0 2.2 5.9 0.0 12.8 Prop In Lane 1.00 0.03 1.00 0.35 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 408 1350 737 105 772 398 141 0 136 460 0 201 V/C Ratio(X) 0.94 0.72 0.72 0.42 0.78 0.79 0.26 0.00 0.21 0.36 0.00 0.74 Avail Cap(c_a), veh/h 539 1507 823 154 772 398 141 0 136 911 0 398 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) 0.61 0.61 0.61 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.2 35.9 35.9 63.6 51.0 51.1 60.6 0.0 60.4 55.8 0.0 58.8 Incr Delay (d2), s/veh 13.2 1.0 1.9 1.0 7.8 14.8 4.3 0.0 3.5 0.2 0.0 2.0 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 14.5 13.9 15.3 1.5 10.7 11.9 1.4 0.0 1.1 2.7 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.4 36.9 37.7 64.6 58.9 65.9 65.0 0.0 64.0 56.0 0.0 60.8 LnGrp LOS E D D E E E E E E E
Approach Vol, veh/h 1880 964 65 314
Approach Delay, s/veh 43.1 61.4 64.5 58.3
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 60.6 23.4 35.8 37.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 42.0 31.5 11.0 Max Q Clear Time (g_c+I1), s 5.3 35.4 14.8 31.3 25.5 4.6 Green Ext Time (p_c), s 0.0 15.3 0.5 0.4 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 50.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 130 of 310 ends

HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 1168 151 319 616 69 206 555 500 140 290 55 Future Volume (veh/h) 116 1168 151 319 616 69 206 555 500 140 290 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 122 1229 159 336 648 73 217 584 526 147 305 58 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 144 1703 220 372 1860 208 266 1039 631 169 926 174 Arrive On Green 0.08 0.37 0.37 0.11 0.40 0.40 0.08 0.29 0.29 0.09 0.31 0.31 Sat Flow, veh/h 1795 4610 596 3483 4697 524 3483 3582 1589 1795 3007 564 Grp Volume(v), veh/h 122 915 473 336 472 249 217 584 526 147 180 183 Grp Sat Flow(s),veh/h/ln 1795 1716 1776 1742 1716 1790 1742 1791 1589 1795 1791 1781 Q Serve(g_s), s 10.1 34.4 34.4 14.3 14.4 14.7 9.2 20.7 43.5 12.1 11.6 11.9 Cycle Q Clear(g_c), s 10.1 34.4 34.4 14.3 14.4 14.7 9.2 20.7 43.5 12.1 11.6 11.9 Prop In Lane 1.00 0.34 1.00 0.29 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 144 1267 656 372 1359 709 266 1039 631 169 551 548 V/C Ratio(X) 0.85 0.72 0.72 0.90 0.35 0.35 0.82 0.56 0.83 0.87 0.33 0.33 Avail Cap(c_a), veh/h 156 1267 656 372 1359 709 441 1039 631 180 551 548 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) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.1 40.7 40.7 66.2 31.7 31.8 68.3 45.2 40.8 67.0 40.0 40.1 Incr Delay (d2), s/veh 29.7 3.6 6.8 22.4 0.2 0.4 2.4 0.9 9.7 31.2 0.5 0.5 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 5.8 14.9 16.0 7.5 6.0 6.4 4.2 9.3 19.2 7.0 5.3 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.8 44.3 47.4 88.6 31.9 32.2 70.6 46.0 50.5 98.2 40.4 40.6 LnGrp LOS F D D F C C E D D F D D
Approach Vol, veh/h 1510 1057 1327 510
Approach Delay, s/veh 49.6 50.0 51.8 57.1
Approach LOS D D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 60.9 19.1 49.0 17.0 64.9 16.4 51.7 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 16.0 54.5 15.0 43.5 13.0 57.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 16.3 36.4 14.1 45.5 12.1 16.7 11.2 13.9 Green Ext Time (p_c), s 0.0 11.2 0.0 0.0 0.0 7.4 0.2 3.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.2
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 218 480 126 220 307 136 235 1161 269 91 491 135 Future Volume (veh/h) 218 480 126 220 307 136 235 1161 269 91 491 135 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 225 495 130 227 316 140 242 1197 277 94 506 139 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 271 583 256 273 395 171 265 1636 729 117 1341 598 Arrive On Green 0.08 0.16 0.16 0.08 0.16 0.16 0.15 0.46 0.46 0.07 0.37 0.37 Sat Flow, veh/h 3483 3582 1576 3483 2418 1046 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 225 495 130 227 232 224 242 1197 277 94 506 139 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1673 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 9.6 20.1 11.3 9.6 18.7 19.4 19.9 40.9 17.1 7.7 15.4 8.9 Cycle Q Clear(g_c), s 9.6 20.1 11.3 9.6 18.7 19.4 19.9 40.9 17.1 7.7 15.4 8.9 Prop In Lane 1.00 1.00 1.00 0.63 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 271 583 256 273 292 273 265 1636 729 117 1341 598 V/C Ratio(X) 0.83 0.85 0.51 0.83 0.79 0.82 0.91 0.73 0.38 0.80 0.38 0.23 Avail Cap(c_a), veh/h 325 872 384 325 436 407 383 1636 729 144 1341 598 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 61.0 57.3 68.2 60.3 60.6 63.0 33.3 26.8 69.1 34.2 32.2 Incr Delay (d2), s/veh 12.2 3.4 0.6 12.5 3.2 4.9 16.2 2.9 1.5 18.7 0.8 0.9 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 4.7 9.4 4.5 4.8 8.7 8.6 10.2 18.0 6.8 4.1 6.8 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.4 64.4 57.9 80.7 63.5 65.5 79.2 36.2 28.3 87.8 35.0 33.1 LnGrp LOS F E E F E E E D C F D C
Approach Vol, veh/h 850 683 1716 739
Approach Delay, s/veh 67.7 69.9 41.0 41.4
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.2 61.6 15.7 30.0 13.8 74.0 15.7 29.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 48.5 14.0 36.5 12.0 68.5 14.0 36.5 Max Q Clear Time (g_c+I1), s 21.9 17.4 11.6 21.4 9.7 42.9 11.6 22.1 Green Ext Time (p_c), s 0.2 5.7 0.1 1.5 0.0 14.5 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.7
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 666 125 318 641 141 168 409 325 449 1526 177 Future Volume (veh/h) 89 666 125 318 641 141 168 409 325 449 1526 177 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 666 125 318 641 141 168 409 325 449 1526 177 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 202 750 298 323 874 380 190 1020 473 474 2127 246 Arrive On Green 0.06 0.21 0.21 0.09 0.25 0.25 0.11 0.30 0.30 0.27 0.46 0.46 Sat Flow, veh/h 3456 3554 1410 3456 3554 1548 1781 3404 1579 1781 4637 537 Grp Volume(v), veh/h 89 666 125 318 641 141 168 409 325 449 1120 583 Grp Sat Flow(s),veh/h/ln 1728 1777 1410 1728 1777 1548 1781 1702 1579 1781 1702 1770 Q Serve(g_s), s 3.7 27.3 11.5 13.8 24.9 11.3 14.0 14.3 27.2 37.1 39.8 39.9 Cycle Q Clear(g_c), s 3.7 27.3 11.5 13.8 24.9 11.3 14.0 14.3 27.2 37.1 39.8 39.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 202 750 298 323 874 380 190 1020 473 474 1562 812 V/C Ratio(X) 0.44 0.89 0.42 0.99 0.73 0.37 0.88 0.40 0.69 0.95 0.72 0.72 Avail Cap(c_a), veh/h 253 936 371 323 1007 438 214 1020 473 534 1562 812 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.2 57.5 51.2 67.9 52.0 46.9 66.1 41.8 46.3 54.0 32.7 32.8 Incr Delay (d2), s/veh 0.6 7.7 0.4 46.1 1.9 0.2 30.2 0.4 4.6 25.1 2.9 5.4 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 1.7 12.9 4.1 8.1 11.2 4.4 7.9 6.1 11.2 19.6 16.7 17.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.8 65.2 51.6 114.0 53.9 47.2 96.2 42.2 50.9 79.1 35.6 38.2 LnGrp LOS E E D F D D F D D E D D
Approach Vol, veh/h 880 1100 902 2152
Approach Delay, s/veh 63.6 70.4 55.4 45.4
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.0 74.8 18.0 37.2 43.9 51.0 12.8 42.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 18.0 59.0 14.0 39.5 45.0 32.0 11.0 42.5 Max Q Clear Time (g_c+I1), s 16.0 41.9 15.8 29.3 39.1 29.2 5.7 26.9 Green Ext Time (p_c), s 0.1 12.8 0.0 2.4 0.8 1.5 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.8
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 266 17 533 35 41 24 159 555 10 13 2012 303 Future Volume (veh/h) 266 17 533 35 41 24 159 555 10 13 2012 303 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 274 18 0 36 42 25 164 572 10 13 2074 312 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 328 178 111 69 41 166 2423 1081 55 2200 981
Arrive On Green 0.09 0.10 0.00 0.06 0.06 0.06 0.09 0.68 0.68 0.03 0.62 0.62 Sat Flow, veh/h 3456 1870 1585 1781 1099 654 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 274 18 0 36 0 67 164 572 10 13 2074 312 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.7 1.3 0.0 2.9 0.0 5.6 13.8 9.2 0.3 1.1 80.1 14.0 Cycle Q Clear(g_c), s 11.7 1.3 0.0 2.9 0.0 5.6 13.8 9.2 0.3 1.1 80.1 14.0 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 328 178 111 0 110 166 2423 1081 55 2200 981 V/C Ratio(X) 0.84 0.10 0.33 0.00 0.61 0.99 0.24 0.01 0.24 0.94 0.32 Avail Cap(c_a), veh/h 484 480 166 0 368 166 2423 1081 166 2200 981 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.7 62.0 0.0 67.3 0.0 68.5 67.9 9.0 7.6 71.0 26.1 13.5 Incr Delay (d2), s/veh 8.1 0.2 0.0 1.7 0.0 5.4 65.5 0.1 0.0 0.8 9.7 0.9 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 5.5 0.6 0.0 1.4 0.0 2.7 9.2 3.3 0.1 0.5 33.7 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 74.8 62.2 0.0 69.0 0.0 73.9 133.4 9.1 7.6 71.8 35.9 14.4 LnGrp LOS E E E E F A A E D B
Approach Vol, veh/h 292 103 746 2399
Approach Delay, s/veh 74.0 72.2 36.4 33.3
Approach LOS E E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 98.9 13.3 19.8 8.6 108.3 18.2 14.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 64.0 14.0 38.5 14.0 64.0 21.0 31.5 Max Q Clear Time (g_c+I1), s 15.8 82.1 4.9 3.3 3.1 11.2 13.7 7.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 5.9 0.5 0.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 38.4
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 79 425 149 242 0 111 655 41 2 1466 93 Future Volume (veh/h) 123 79 425 149 242 0 111 655 41 2 1466 93 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 82 443 155 252 0 116 682 43 2 1527 97 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 150 530 448 166 547 0 274 1734 774 9 1471 656 Arrive On Green 0.08 0.28 0.28 0.09 0.29 0.00 0.08 0.49 0.49 0.01 0.41 0.41 Sat Flow, veh/h 1781 1870 1582 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 128 82 443 155 252 0 116 682 43 2 1527 97 Grp Sat Flow(s),veh/h/ln 1781 1870 1582 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 10.6 4.9 41.8 13.0 16.5 0.0 4.8 18.2 2.1 0.2 62.1 5.7 Cycle Q Clear(g_c), s 10.6 4.9 41.8 13.0 16.5 0.0 4.8 18.2 2.1 0.2 62.1 5.7 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 150 530 448 166 547 0 274 1734 774 9 1471 656 V/C Ratio(X) 0.86 0.15 0.99 0.93 0.46 0.00 0.42 0.39 0.06 0.21 1.04 0.15 Avail Cap(c_a), veh/h 166 530 448 166 547 0 323 1734 774 166 1471 656 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) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.8 40.3 53.5 67.5 43.4 0.0 65.8 24.3 20.2 74.3 44.0 27.4 Incr Delay (d2), s/veh 28.6 0.0 39.3 49.6 0.2 0.0 0.4 0.7 0.1 4.0 33.9 0.1 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 6.0 2.3 21.6 8.3 7.8 0.0 2.1 7.6 0.9 0.1 33.1 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 96.4 40.3 92.8 117.2 43.6 0.0 66.2 25.0 20.3 78.3 77.9 27.6 LnGrp LOS F D F F D E C C E F C
Approach Vol, veh/h 653 407 841 1626
Approach Delay, s/veh 86.9 71.6 30.4 74.9
Approach LOS F E C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 4.8 79.2 18.0 48.0 15.9 68.1 16.6 49.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.2 20.2 15.0 43.8 6.8 64.1 12.6 18.5 Green Ext Time (p_c), s 0.0 7.3 0.0 0.0 0.1 0.0 0.0 1.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 66.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 402 80 278 646 114 119 435 162 246 1019 448 Future Volume (veh/h) 272 402 80 278 646 114 119 435 162 246 1019 448 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 289 428 85 296 687 121 127 463 172 262 1084 477 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 341 1340 519 345 1151 200 229 1998 617 311 2118 657 Arrive On Green 0.10 0.26 0.26 0.10 0.26 0.26 0.07 0.39 0.39 0.09 0.41 0.41 Sat Flow, veh/h 3456 5106 1578 3456 4370 760 3456 5106 1578 3456 5106 1583 Grp Volume(v), veh/h 289 428 85 296 533 275 127 463 172 262 1084 477 Grp Sat Flow(s),veh/h/ln 1728 1702 1578 1728 1702 1726 1728 1702 1578 1728 1702 1583 Q Serve(g_s), s 12.3 10.1 5.7 12.7 20.5 20.9 5.3 9.1 11.2 11.2 23.7 37.9 Cycle Q Clear(g_c), s 12.3 10.1 5.7 12.7 20.5 20.9 5.3 9.1 11.2 11.2 23.7 37.9 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 341 1340 519 345 896 455 229 1998 617 311 2118 657 V/C Ratio(X) 0.85 0.32 0.16 0.86 0.59 0.60 0.55 0.23 0.28 0.84 0.51 0.73 Avail Cap(c_a), veh/h 806 1821 668 484 896 455 323 1998 617 484 2118 657 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.5 44.5 35.7 66.5 48.3 48.4 67.9 30.6 31.2 67.2 32.6 36.8 Incr Delay (d2), s/veh 2.3 0.2 0.2 8.1 2.9 5.9 0.8 0.1 0.3 4.6 0.9 6.9 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 5.5 4.3 2.2 5.9 9.0 9.7 2.4 3.7 4.3 5.1 9.7 15.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 44.7 35.9 74.6 51.2 54.3 68.7 30.6 31.5 71.8 33.5 43.7 LnGrp LOS E D D E D D E C C E C D
Approach Vol, veh/h 802 1104 762 1823
Approach Delay, s/veh 52.4 58.2 37.2 41.7
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.9 69.2 19.8 46.0 18.5 65.7 20.0 45.9 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 38.0 35.0 39.5 21.0 31.0 21.0 53.5 Max Q Clear Time (g_c+I1), s 7.3 39.9 14.3 22.9 13.2 13.2 14.7 12.1 Green Ext Time (p_c), s 0.1 0.0 0.5 6.2 0.3 4.5 0.3 4.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 876 231 136 1350 168 256 128 57 151 269 62 Future Volume (veh/h) 50 876 231 136 1350 168 256 128 57 151 269 62 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 1007 266 156 1552 193 294 147 66 174 309 71 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 102 2203 677 180 1689 753 267 420 353 191 340 284 Arrive On Green 0.06 0.43 0.43 0.10 0.48 0.48 0.15 0.22 0.22 0.11 0.18 0.18 Sat Flow, veh/h 1781 5106 1569 1781 3554 1583 1781 1870 1570 1781 1870 1562 Grp Volume(v), veh/h 57 1007 266 156 1552 193 294 147 66 174 309 71 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1777 1583 1781 1870 1570 1781 1870 1562 Q Serve(g_s), s 4.4 19.6 16.3 12.1 57.0 10.2 21.0 9.3 4.8 13.5 22.7 5.5 Cycle Q Clear(g_c), s 4.4 19.6 16.3 12.1 57.0 10.2 21.0 9.3 4.8 13.5 22.7 5.5 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 102 2203 677 180 1689 753 267 420 353 191 340 284 V/C Ratio(X) 0.56 0.46 0.39 0.87 0.92 0.26 1.10 0.35 0.19 0.91 0.91 0.25 Avail Cap(c_a), veh/h 153 2203 677 280 1689 753 267 501 421 191 421 351 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 28.2 27.3 62.0 34.2 21.9 59.5 45.7 43.9 61.8 56.1 49.1 Incr Delay (d2), s/veh 1.8 0.1 0.4 10.2 9.6 0.8 84.6 0.2 0.1 40.4 18.6 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 7.9 6.2 5.9 25.7 4.0 15.7 4.3 1.9 8.3 12.5 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 66.0 28.3 27.6 72.2 43.8 22.8 144.1 45.9 44.0 102.3 74.8 49.3 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1330 1901 507 554
Approach Delay, s/veh 29.8 44.0 102.6 80.1
Approach LOS C D F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.0 72.0 19.0 36.9 18.2 65.9 25.0 30.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 12.0 56.5 15.0 37.5 22.0 46.5 21.0 31.5 Max Q Clear Time (g_c+I1), s 6.4 59.0 15.5 11.3 14.1 21.6 23.0 24.7 Green Ext Time (p_c), s 0.0 0.0 0.0 0.6 0.1 8.4 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.2
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 297 172 57 851 15 190 98 27 35 229 106 Future Volume (veh/h) 26 297 172 57 851 15 190 98 27 35 229 106 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 313 181 60 896 16 200 103 28 37 241 112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 61 749 423 101 1302 23 243 463 126 76 282 131 Arrive On Green 0.03 0.34 0.34 0.06 0.36 0.36 0.14 0.33 0.33 0.04 0.23 0.23 Sat Flow, veh/h 1781 2189 1236 1781 3570 64 1781 1416 385 1781 1208 561 Grp Volume(v), veh/h 27 253 241 60 446 466 200 0 131 37 0 353 Grp Sat Flow(s),veh/h/ln 1781 1777 1648 1781 1777 1857 1781 0 1801 1781 0 1769 Q Serve(g_s), s 1.1 8.3 8.5 2.5 16.1 16.1 8.3 0.0 4.0 1.5 0.0 14.5 Cycle Q Clear(g_c), s 1.1 8.3 8.5 2.5 16.1 16.1 8.3 0.0 4.0 1.5 0.0 14.5 Prop In Lane 1.00 0.75 1.00 0.03 1.00 0.21 1.00 0.32
Lane Grp Cap(c), veh/h 61 608 564 101 648 677 243 0 589 76 0 413 V/C Ratio(X) 0.44 0.42 0.43 0.59 0.69 0.69 0.82 0.00 0.22 0.48 0.00 0.85 Avail Cap(c_a), veh/h 588 1173 1088 588 1173 1226 588 0 713 588 0 701 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.9 19.1 19.2 34.9 20.4 20.4 31.8 0.0 18.5 35.4 0.0 27.8 Incr Delay (d2), s/veh 1.9 0.6 0.7 2.1 1.9 1.8 2.6 0.0 0.1 1.8 0.0 2.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 3.3 3.2 1.1 6.4 6.7 3.6 0.0 1.6 0.7 0.0 6.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 37.7 19.8 19.9 36.9 22.3 22.2 34.5 0.0 18.6 37.2 0.0 30.0 LnGrp LOS D B B D C C C B D C
Approach Vol, veh/h 521 972 331 390
Approach Delay, s/veh 20.8 23.1 28.2 30.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.3 30.9 14.4 22.2 6.6 32.6 7.2 29.3 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 4.5 10.5 10.3 16.5 3.1 18.1 3.5 6.0 Green Ext Time (p_c), s 0.1 4.8 0.2 1.2 0.0 9.5 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 24.7
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 95 335 48 61 969 49 42 112 11 121 270 566 Future Volume (veh/h) 95 335 48 61 969 49 42 112 11 121 270 566 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 100 353 51 64 1020 52 44 118 12 127 284 596 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 127 1221 175 83 1264 64 54 144 15 155 346 431 Arrive On Green 0.07 0.39 0.39 0.05 0.36 0.36 0.12 0.12 0.12 0.27 0.27 0.27 Sat Flow, veh/h 1795 3143 450 1795 3468 177 465 1247 127 574 1283 1598 Grp Volume(v), veh/h 100 200 204 64 527 545 174 0 0 411 0 596 Grp Sat Flow(s),veh/h/ln 1795 1791 1803 1795 1791 1853 1839 0 0 1856 0 1598 Q Serve(g_s), s 6.1 8.5 8.7 3.9 29.5 29.5 10.3 0.0 0.0 23.1 0.0 30.0 Cycle Q Clear(g_c), s 6.1 8.5 8.7 3.9 29.5 29.5 10.3 0.0 0.0 23.1 0.0 30.0 Prop In Lane 1.00 0.25 1.00 0.10 0.25 0.07 0.31 1.00
Lane Grp Cap(c), veh/h 127 696 700 83 653 675 212 0 0 501 0 431 V/C Ratio(X) 0.79 0.29 0.29 0.77 0.81 0.81 0.82 0.00 0.00 0.82 0.00 1.38 Avail Cap(c_a), veh/h 726 805 810 726 805 833 827 0 0 501 0 431 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.9 23.4 23.4 52.4 31.8 31.8 48.1 0.0 0.0 38.1 0.0 40.6 Incr Delay (d2), s/veh 4.1 0.3 0.3 5.4 5.7 5.5 3.0 0.0 0.0 9.8 0.0 186.3 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 2.9 3.6 3.7 1.9 13.3 13.8 4.8 0.0 0.0 11.6 0.0 33.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.0 23.7 23.8 57.8 37.5 37.3 51.0 0.0 0.0 47.9 0.0 226.9 LnGrp LOS D C C E D D D D F
Approach Vol, veh/h 504 1136 174 1007
Approach Delay, s/veh 29.9 38.5 51.0 153.9
Approach LOS C D D F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.2 48.2 17.8 12.8 45.5 35.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 5.9 10.7 12.3 8.1 31.5 32.0 Green Ext Time (p_c), s 0.1 3.7 0.6 0.1 9.1 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 78.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 147 874 7 36 1562 81 20 3 9 188 8 289 Future Volume (veh/h) 147 874 7 36 1562 81 20 3 9 188 8 289 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 165 982 8 40 1755 91 22 3 10 217 0 325 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 189 2256 18 100 1899 98 140 30 99 793 0 350
Arrive On Green 0.11 0.43 0.43 0.06 0.38 0.38 0.08 0.08 0.08 0.22 0.00 0.22 Sat Flow, veh/h 1781 5224 43 1781 4969 257 1781 379 1264 3563 0 1572 Grp Volume(v), veh/h 165 640 350 40 1202 644 22 0 13 217 0 325 Grp Sat Flow(s),veh/h/ln 1781 1702 1863 1781 1702 1823 1781 0 1643 1781 0 1572 Q Serve(g_s), s 12.8 18.4 18.4 3.0 47.2 47.3 1.6 0.0 1.0 7.1 0.0 28.4 Cycle Q Clear(g_c), s 12.8 18.4 18.4 3.0 47.2 47.3 1.6 0.0 1.0 7.1 0.0 28.4 Prop In Lane 1.00 0.02 1.00 0.14 1.00 0.77 1.00 1.00
Lane Grp Cap(c), veh/h 189 1470 804 100 1301 696 140 0 129 793 0 350 V/C Ratio(X) 0.87 0.44 0.44 0.40 0.92 0.93 0.16 0.00 0.10 0.27 0.00 0.93 Avail Cap(c_a), veh/h 254 1495 818 153 1301 696 140 0 129 903 0 399 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) 0.78 0.78 0.78 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 61.7 27.8 27.8 63.8 41.3 41.3 60.2 0.0 59.9 45.0 0.0 53.3 Incr Delay (d2), s/veh 14.5 0.2 0.4 0.9 12.3 20.1 2.4 0.0 1.6 0.1 0.0 24.9 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 6.5 7.4 8.2 1.4 21.4 24.5 0.8 0.0 0.5 3.1 0.0 13.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 76.1 28.1 28.2 64.7 53.6 61.4 62.6 0.0 61.5 45.1 0.0 78.2 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 1155 1886 35 542
Approach Delay, s/veh 35.0 56.5 62.2 64.9
Approach LOS C E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 11.9 66.0 36.7 18.8 59.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 20.0 53.5 11.0 Max Q Clear Time (g_c+I1), s 5.0 20.4 30.4 14.8 49.3 3.6 Green Ext Time (p_c), s 0.0 11.0 0.6 0.1 3.8 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 67 681 178 547 1411 47 278 293 249 102 532 76 Future Volume (veh/h) 67 681 178 547 1411 47 278 293 249 102 532 76 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 77 783 205 629 1622 54 320 337 286 117 611 87 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 942 244 678 1908 63 366 926 720 139 726 103 Arrive On Green 0.05 0.23 0.23 0.20 0.38 0.38 0.11 0.26 0.26 0.08 0.23 0.23 Sat Flow, veh/h 1781 4032 1046 3456 5074 169 3456 3554 1567 1781 3119 443 Grp Volume(v), veh/h 77 660 328 629 1088 588 320 337 286 117 347 351 Grp Sat Flow(s),veh/h/ln 1781 1702 1674 1728 1702 1839 1728 1777 1567 1781 1777 1786 Q Serve(g_s), s 6.4 27.6 28.0 26.8 44.0 44.0 13.7 11.6 18.2 9.7 28.0 28.1 Cycle Q Clear(g_c), s 6.4 27.6 28.0 26.8 44.0 44.0 13.7 11.6 18.2 9.7 28.0 28.1 Prop In Lane 1.00 0.62 1.00 0.09 1.00 1.00 1.00 0.25
Lane Grp Cap(c), veh/h 96 795 391 678 1280 691 366 926 720 139 413 416 V/C Ratio(X) 0.80 0.83 0.84 0.93 0.85 0.85 0.87 0.36 0.40 0.84 0.84 0.84 Avail Cap(c_a), veh/h 131 851 419 760 1350 729 438 936 724 226 468 470 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) 1.00 1.00 1.00 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 70.2 54.7 54.8 59.2 42.9 42.9 66.1 45.3 27.1 68.2 54.9 54.9 Incr Delay (d2), s/veh 15.8 7.0 14.1 11.6 5.0 8.9 13.8 0.3 0.5 7.1 12.6 12.8 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 3.3 12.5 13.2 12.7 19.0 21.3 6.7 5.2 7.0 4.7 14.0 14.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 85.9 61.6 68.9 70.8 48.0 51.8 79.9 45.6 27.6 75.4 67.5 67.7 LnGrp LOS F E E E D D E D C E E E
Approach Vol, veh/h 1065 2305 943 815
Approach Delay, s/veh 65.6 55.2 51.8 68.7
Approach LOS E E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 34.4 40.5 16.7 44.6 13.1 61.9 20.9 40.4 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 33.0 37.5 19.0 39.5 11.0 59.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 28.8 30.0 11.7 20.2 8.4 46.0 15.7 30.1 Green Ext Time (p_c), s 0.6 4.4 0.1 4.3 0.0 10.4 0.2 3.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 126 332 367 508 416 72 81 431 121 56 1301 92 Future Volume (veh/h) 126 332 367 508 416 72 81 431 121 56 1301 92 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 129 339 374 518 424 73 83 440 123 57 1328 94 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 229 880 391 484 973 166 115 1511 673 108 1496 666 Arrive On Green 0.07 0.25 0.25 0.14 0.32 0.32 0.06 0.43 0.43 0.06 0.42 0.42 Sat Flow, veh/h 3456 3554 1579 3456 3028 517 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 129 339 374 518 247 250 83 440 123 57 1328 94 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1768 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 5.4 11.9 35.0 21.0 16.5 16.7 6.9 12.2 7.3 4.7 51.8 5.5 Cycle Q Clear(g_c), s 5.4 11.9 35.0 21.0 16.5 16.7 6.9 12.2 7.3 4.7 51.8 5.5 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 229 880 391 484 571 568 115 1511 673 108 1496 666 V/C Ratio(X) 0.56 0.39 0.96 1.07 0.43 0.44 0.72 0.29 0.18 0.53 0.89 0.14 Avail Cap(c_a), veh/h 507 888 395 484 571 568 154 1511 673 154 1496 666 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.9 46.9 55.6 64.5 40.1 40.2 68.8 28.3 26.9 68.4 40.1 26.7 Incr Delay (d2), s/veh 0.8 0.1 33.5 61.1 0.2 0.2 5.8 0.5 0.6 1.5 8.2 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 2.4 5.3 17.5 13.3 7.3 7.3 3.3 5.3 2.9 2.2 23.7 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 47.0 89.1 125.6 40.3 40.4 74.6 28.8 27.5 69.9 48.3 27.2 LnGrp LOS E D F F D D E C C E D C
Approach Vol, veh/h 842 1015 646 1479
Approach Delay, s/veh 69.0 83.9 34.4 47.8
Approach LOS E F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.7 68.7 14.0 53.7 13.1 69.3 25.0 42.7 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 13.0 59.5 22.0 36.5 13.0 59.5 21.0 37.5 Max Q Clear Time (g_c+I1), s 8.9 53.8 7.4 18.7 6.7 14.2 23.0 37.0 Green Ext Time (p_c), s 0.0 4.5 0.2 1.7 0.0 5.1 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 59.3
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 299 543 137 302 572 342 221 1391 304 222 621 183 Future Volume (veh/h) 299 543 137 302 572 342 221 1391 304 222 621 183 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 308 560 141 311 590 353 228 1434 313 229 640 189 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 355 821 354 358 824 357 251 1490 324 252 1400 406 Arrive On Green 0.10 0.23 0.23 0.10 0.23 0.23 0.14 0.35 0.35 0.14 0.35 0.35 Sat Flow, veh/h 3483 3582 1543 3483 3582 1551 1795 4217 918 1795 3958 1148 Grp Volume(v), veh/h 308 560 141 311 590 353 228 1166 581 229 553 276 Grp Sat Flow(s),veh/h/ln 1742 1791 1543 1742 1791 1551 1795 1716 1703 1795 1716 1674 Q Serve(g_s), s 13.1 21.4 11.6 13.2 22.8 34.0 18.8 49.9 50.2 18.9 18.6 19.1 Cycle Q Clear(g_c), s 13.1 21.4 11.6 13.2 22.8 34.0 18.8 49.9 50.2 18.9 18.6 19.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.54 1.00 0.69
Lane Grp Cap(c), veh/h 355 821 354 358 824 357 251 1212 602 252 1214 592 V/C Ratio(X) 0.87 0.68 0.40 0.87 0.72 0.99 0.91 0.96 0.97 0.91 0.46 0.47 Avail Cap(c_a), veh/h 441 824 355 441 824 357 287 1212 602 287 1214 592 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.3 52.8 49.0 66.3 53.2 57.6 63.6 47.5 47.6 63.5 37.3 37.5 Incr Delay (d2), s/veh 12.2 1.9 0.3 12.5 2.6 44.7 28.5 18.2 29.1 28.7 0.4 0.8 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 6.4 9.8 4.5 6.4 10.4 17.6 10.5 23.9 25.7 10.5 7.8 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 78.5 54.7 49.3 78.8 55.8 102.2 92.1 65.7 76.7 92.2 37.7 38.3 LnGrp LOS E D D E E F F E E F D D
Approach Vol, veh/h 1009 1254 1975 1058
Approach Delay, s/veh 61.2 74.6 72.0 49.7
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.0 59.1 19.4 39.9 25.0 59.0 19.3 40.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 24.0 53.0 19.0 34.5 24.0 53.0 19.0 34.5 Max Q Clear Time (g_c+I1), s 20.8 21.1 15.2 23.4 20.9 52.2 15.1 36.0 Green Ext Time (p_c), s 0.2 8.4 0.2 2.0 0.2 0.7 0.2 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 66.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 496 32 202 19 17 14 288 2093 31 20 705 328 Future Volume (veh/h) 496 32 202 19 17 14 288 2093 31 20 705 328 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 511 33 0 20 18 14 297 2158 32 21 727 338 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 581 322 81 48 38 168 2190 977 77 2008 896
Arrive On Green 0.17 0.17 0.00 0.05 0.05 0.05 0.09 0.61 0.61 0.04 0.56 0.56 Sat Flow, veh/h 3483 1885 1598 1795 983 765 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 511 33 0 20 0 32 297 2158 32 21 727 338 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1748 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 21.5 2.2 0.0 1.6 0.0 2.7 14.0 88.4 1.2 1.7 16.8 17.7 Cycle Q Clear(g_c), s 21.5 2.2 0.0 1.6 0.0 2.7 14.0 88.4 1.2 1.7 16.8 17.7 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 581 322 81 0 86 168 2190 977 77 2008 896 V/C Ratio(X) 0.88 0.10 0.25 0.00 0.37 1.77 0.99 0.03 0.27 0.36 0.38 Avail Cap(c_a), veh/h 836 547 168 0 250 168 2190 977 168 2008 896 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.0 52.5 0.0 69.1 0.0 69.1 68.0 28.5 11.6 69.5 18.2 18.4 Incr Delay (d2), s/veh 7.7 0.1 0.0 1.6 0.0 2.7 370.7 15.9 0.0 0.7 0.5 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.1 1.1 0.0 0.8 0.0 1.3 23.6 39.2 0.4 0.8 6.9 7.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 52.6 0.0 70.7 0.0 71.8 438.7 44.4 11.6 70.2 18.7 19.6 LnGrp LOS E D E E F D B E B B
Approach Vol, veh/h 544 52 2487 1086
Approach Delay, s/veh 67.8 71.3 91.1 19.9
Approach LOS E E F B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 18.0 90.1 10.8 31.1 10.4 97.7 29.0 12.9 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 59.0 14.0 43.5 14.0 59.0 36.0 21.5 Max Q Clear Time (g_c+I1), s 16.0 19.7 3.6 4.2 3.7 90.4 23.5 4.7 Green Ext Time (p_c), s 0.0 10.3 0.0 0.1 0.0 0.0 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 69.3
HCM 6th LOS E
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 55 3 205 6 3 2 374 2134 47 4 769 83 Future Volume (veh/h) 55 3 205 6 3 2 374 2134 47 4 769 83 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 56 3 209 6 3 2 382 2178 48 4 785 85 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 108 272 231 26 104 70 325 2510 1105 18 2212 987 Arrive On Green 0.06 0.14 0.14 0.01 0.10 0.10 0.09 0.70 0.70 0.01 0.62 0.62 Sat Flow, veh/h 1795 1885 1598 1795 1055 703 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 56 3 209 6 0 5 382 2178 48 4 785 85 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1759 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 4.5 0.2 19.3 0.5 0.0 0.4 14.0 69.7 1.4 0.3 16.1 3.2 Cycle Q Clear(g_c), s 4.5 0.2 19.3 0.5 0.0 0.4 14.0 69.7 1.4 0.3 16.1 3.2 Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 108 272 231 26 0 174 325 2510 1105 18 2212 987 V/C Ratio(X) 0.52 0.01 0.91 0.23 0.00 0.03 1.18 0.87 0.04 0.22 0.35 0.09 Avail Cap(c_a), veh/h 168 534 453 168 0 498 325 2510 1105 168 2212 987 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) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 55.0 63.2 73.0 0.0 61.1 68.0 17.1 6.9 73.6 14.0 11.6 Incr Delay (d2), s/veh 1.4 0.0 5.4 1.6 0.0 0.0 106.3 4.4 0.1 2.2 0.1 0.1 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 2.1 0.1 8.3 0.2 0.0 0.2 10.9 26.3 0.5 0.2 6.3 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.8 55.0 68.6 74.6 0.0 61.1 174.3 21.5 7.0 75.8 14.2 11.6 LnGrp LOS E E E E E F C A E B B
Approach Vol, veh/h 268 11 2608 874
Approach Delay, s/veh 68.7 68.5 43.6 14.2
Approach LOS E E D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.5 111.1 6.2 27.1 18.0 98.6 13.0 20.3 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 14.0 60.0 14.0 42.5 14.0 60.0 14.0 42.5 Max Q Clear Time (g_c+I1), s 2.3 71.7 2.5 21.3 16.0 18.1 6.5 2.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 9.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 38.7
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 503 553 80 187 400 110 147 1407 227 180 354 229 Future Volume (veh/h) 503 553 80 187 400 110 147 1407 227 180 354 229 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 524 576 83 195 417 115 153 1466 236 188 369 239 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 578 1229 482 279 617 164 232 2350 724 237 2358 729 Arrive On Green 0.17 0.24 0.24 0.08 0.15 0.15 0.07 0.46 0.46 0.07 0.46 0.46 Sat Flow, veh/h 3483 5147 1576 3483 4036 1070 3483 5147 1585 3483 5147 1590 Grp Volume(v), veh/h 524 576 83 195 352 180 153 1466 236 188 369 239 Grp Sat Flow(s),veh/h/ln 1742 1716 1576 1742 1716 1675 1742 1716 1585 1742 1716 1590 Q Serve(g_s), s 22.2 14.4 5.8 8.2 14.5 15.3 6.4 32.5 14.3 8.0 6.3 14.4 Cycle Q Clear(g_c), s 22.2 14.4 5.8 8.2 14.5 15.3 6.4 32.5 14.3 8.0 6.3 14.4 Prop In Lane 1.00 1.00 1.00 0.64 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 578 1229 482 279 524 256 232 2350 724 237 2358 729 V/C Ratio(X) 0.91 0.47 0.17 0.70 0.67 0.70 0.66 0.62 0.33 0.79 0.16 0.33 Avail Cap(c_a), veh/h 743 1229 482 1161 766 374 488 2350 724 488 2358 729 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.4 48.9 38.2 67.2 60.0 60.3 68.4 31.0 26.0 68.9 23.7 25.9 Incr Delay (d2), s/veh 11.0 0.4 0.2 1.2 2.1 4.9 1.2 1.3 1.2 2.3 0.1 1.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 10.6 6.2 2.3 3.7 6.4 6.8 2.9 13.3 5.6 3.6 2.5 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.5 49.3 38.5 68.4 62.1 65.2 69.6 32.2 27.2 71.2 23.9 27.1 LnGrp LOS E D D E E E E C C E C C
Approach Vol, veh/h 1183 727 1855 796
Approach Delay, s/veh 58.8 64.6 34.7 36.0
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 75.7 29.9 29.4 15.2 75.5 17.0 42.3 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 21.0 40.0 32.0 33.5 21.0 40.0 50.0 15.5 Max Q Clear Time (g_c+I1), s 8.4 16.4 24.2 17.3 10.0 34.5 10.2 16.4 Green Ext Time (p_c), s 0.2 4.5 0.7 3.9 0.2 4.7 0.3 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.9
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 107 1218 148 77 674 134 176 279 137 122 95 55 Future Volume (veh/h) 107 1218 148 77 674 134 176 279 137 122 95 55 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 111 1269 154 80 702 140 183 291 143 127 99 57 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 134 2741 840 110 1860 828 208 351 288 150 292 247 Arrive On Green 0.07 0.53 0.53 0.06 0.52 0.52 0.12 0.19 0.19 0.08 0.15 0.15 Sat Flow, veh/h 1795 5147 1577 1795 3582 1595 1795 1885 1547 1795 1885 1598 Grp Volume(v), veh/h 111 1269 154 80 702 140 183 291 143 127 99 57 Grp Sat Flow(s),veh/h/ln 1795 1716 1577 1795 1791 1595 1795 1885 1547 1795 1885 1598 Q Serve(g_s), s 8.5 21.4 7.1 6.1 16.4 6.5 14.1 20.8 11.6 9.8 6.6 4.4 Cycle Q Clear(g_c), s 8.5 21.4 7.1 6.1 16.4 6.5 14.1 20.8 11.6 9.8 6.6 4.4 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 134 2741 840 110 1860 828 208 351 288 150 292 247 V/C Ratio(X) 0.83 0.46 0.18 0.73 0.38 0.17 0.88 0.83 0.50 0.84 0.34 0.23 Avail Cap(c_a), veh/h 231 2741 840 231 1860 828 308 505 414 205 397 337 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 63.9 20.3 16.9 64.5 20.1 17.7 61.0 54.8 51.1 63.2 52.8 51.9 Incr Delay (d2), s/veh 4.9 0.1 0.1 3.4 0.6 0.4 13.2 5.1 0.5 15.8 0.3 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.0 8.4 2.6 2.9 6.8 2.5 7.1 10.3 4.6 5.1 3.2 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 68.7 20.4 17.1 67.9 20.7 18.2 74.1 59.9 51.5 79.0 53.1 52.1 LnGrp LOS E C B E C B E E D E D D
Approach Vol, veh/h 1534 922 617 283
Approach Delay, s/veh 23.6 24.4 62.2 64.5
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.5 78.2 15.7 31.6 12.6 80.1 20.2 27.1 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 18.0 49.5 16.0 37.5 18.0 49.5 24.0 29.5 Max Q Clear Time (g_c+I1), s 10.5 18.4 11.8 22.8 8.1 23.4 16.1 8.6 Green Ext Time (p_c), s 0.1 5.5 0.1 1.1 0.1 10.5 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 34.4
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 486 160 26 323 15 205 123 54 5 47 32 Future Volume (veh/h) 45 486 160 26 323 15 205 123 54 5 47 32 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 48 517 170 28 344 16 218 131 57 5 50 34 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 105 907 297 69 1124 52 277 327 142 14 122 83 Arrive On Green 0.06 0.34 0.34 0.04 0.32 0.32 0.15 0.26 0.26 0.01 0.12 0.12 Sat Flow, veh/h 1795 2651 867 1795 3485 162 1795 1244 541 1795 1046 711 Grp Volume(v), veh/h 48 348 339 28 176 184 218 0 188 5 0 84 Grp Sat Flow(s),veh/h/ln 1795 1791 1728 1795 1791 1856 1795 0 1786 1795 0 1757 Q Serve(g_s), s 1.3 8.0 8.1 0.8 3.7 3.7 5.9 0.0 4.4 0.1 0.0 2.2 Cycle Q Clear(g_c), s 1.3 8.0 8.1 0.8 3.7 3.7 5.9 0.0 4.4 0.1 0.0 2.2 Prop In Lane 1.00 0.50 1.00 0.09 1.00 0.30 1.00 0.40
Lane Grp Cap(c), veh/h 105 613 591 69 577 598 277 0 470 14 0 205 V/C Ratio(X) 0.46 0.57 0.57 0.40 0.31 0.31 0.79 0.00 0.40 0.35 0.00 0.41 Avail Cap(c_a), veh/h 893 1781 1718 893 1781 1846 893 0 1065 893 0 1048 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.9 13.5 13.5 23.6 12.8 12.8 20.5 0.0 15.3 24.8 0.0 20.6 Incr Delay (d2), s/veh 1.2 1.2 1.2 1.4 0.4 0.4 1.9 0.0 0.2 5.2 0.0 0.5 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 0.5 2.8 2.8 0.3 1.3 1.4 2.4 0.0 1.6 0.1 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 24.1 14.7 14.8 25.0 13.2 13.2 22.3 0.0 15.5 30.0 0.0 21.1 LnGrp LOS C B B C B B C B C C
Approach Vol, veh/h 735 388 406 89
Approach Delay, s/veh 15.3 14.1 19.2 21.6
Approach LOS B B B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 5.9 22.2 11.8 10.4 6.9 21.2 4.4 17.7 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 25.0 50.0 25.0 30.0 25.0 50.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 2.8 10.1 7.9 4.2 3.3 5.7 2.1 6.4 Green Ext Time (p_c), s 0.0 7.1 0.3 0.3 0.0 3.2 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.3
HCM 6th LOS B

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 281 627 57 18 370 151 39 356 22 77 123 110 Future Volume (veh/h) 281 627 57 18 370 151 39 356 22 77 123 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 290 646 59 19 381 156 40 367 23 79 127 113 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 327 1239 113 44 538 217 45 412 26 99 159 222 Arrive On Green 0.18 0.37 0.37 0.02 0.22 0.22 0.26 0.26 0.26 0.14 0.14 0.14 Sat Flow, veh/h 1795 3317 303 1795 2490 1005 173 1586 99 709 1140 1591 Grp Volume(v), veh/h 290 348 357 19 273 264 430 0 0 206 0 113 Grp Sat Flow(s),veh/h/ln 1795 1791 1829 1795 1791 1704 1859 0 0 1850 0 1591 Q Serve(g_s), s 15.6 14.9 15.0 1.0 13.9 14.2 22.0 0.0 0.0 10.6 0.0 6.5 Cycle Q Clear(g_c), s 15.6 14.9 15.0 1.0 13.9 14.2 22.0 0.0 0.0 10.6 0.0 6.5 Prop In Lane 1.00 0.17 1.00 0.59 0.09 0.05 0.38 1.00
Lane Grp Cap(c), veh/h 327 669 683 44 387 369 483 0 0 258 0 222 V/C Ratio(X) 0.89 0.52 0.52 0.43 0.70 0.72 0.89 0.00 0.00 0.80 0.00 0.51 Avail Cap(c_a), veh/h 818 907 926 818 907 863 941 0 0 562 0 483 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 39.4 24.1 24.1 47.5 35.8 35.9 35.2 0.0 0.0 41.1 0.0 39.4 Incr Delay (d2), s/veh 3.3 0.9 0.9 2.4 3.3 3.7 2.3 0.0 0.0 2.2 0.0 0.7 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 7.0 6.3 6.4 0.5 6.3 6.1 9.9 0.0 0.0 4.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.7 25.0 25.0 49.9 39.1 39.6 37.5 0.0 0.0 43.3 0.0 40.0 LnGrp LOS D C C D D D D D D
Approach Vol, veh/h 995 556 430 319
Approach Delay, s/veh 30.1 39.7 37.5 42.2
Approach LOS C D D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 41.9 30.7 23.0 26.3 18.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 45.0 50.0 50.0 45.0 50.0 30.0 Max Q Clear Time (g_c+I1), s 3.0 17.0 24.0 17.6 16.2 12.6 Green Ext Time (p_c), s 0.0 6.9 1.7 0.4 5.1 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 35.5
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 368 1525 15 42 778 106 35 14 13 157 10 144 Future Volume (veh/h) 368 1525 15 42 778 106 35 14 13 157 10 144 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 383 1589 16 44 810 110 36 15 14 171 0 150 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 408 2067 21 105 1031 139 141 70 66 462 0 202 Arrive On Green 0.23 0.39 0.39 0.06 0.22 0.22 0.08 0.08 0.08 0.13 0.00 0.13 Sat Flow, veh/h 1795 5253 53 1795 4582 618 1795 897 837 3591 0 1568 Grp Volume(v), veh/h 383 1038 567 44 605 315 36 0 29 171 0 150 Grp Sat Flow(s),veh/h/ln 1795 1716 1875 1795 1716 1769 1795 0 1734 1795 0 1568 Q Serve(g_s), s 29.3 36.8 36.8 3.3 23.2 23.5 2.6 0.0 2.2 6.1 0.0 12.9 Cycle Q Clear(g_c), s 29.3 36.8 36.8 3.3 23.2 23.5 2.6 0.0 2.2 6.1 0.0 12.9 Prop In Lane 1.00 0.03 1.00 0.35 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 408 1350 738 105 772 398 141 0 136 462 0 202 V/C Ratio(X) 0.94 0.77 0.77 0.42 0.78 0.79 0.26 0.00 0.21 0.37 0.00 0.74 Avail Cap(c_a), veh/h 539 1507 823 154 772 398 141 0 136 911 0 398 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) 0.51 0.51 0.51 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.2 36.9 36.9 63.6 51.0 51.1 60.6 0.0 60.4 55.8 0.0 58.8 Incr Delay (d2), s/veh 11.5 1.3 2.3 1.0 7.8 14.8 4.3 0.0 3.5 0.2 0.0 2.0 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 14.3 15.3 16.9 1.5 10.7 11.9 1.4 0.0 1.1 2.8 0.0 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 64.7 38.2 39.2 64.6 58.9 65.9 65.0 0.0 64.0 56.0 0.0 60.8 LnGrp LOS E D D E E E E E E E
Approach Vol, veh/h 1988 964 65 321
Approach Delay, s/veh 43.6 61.4 64.5 58.2
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.2 60.6 23.5 35.8 37.0 16.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 12.0 61.5 35.5 42.0 31.5 11.0 Max Q Clear Time (g_c+I1), s 5.3 38.8 14.9 31.3 25.5 4.6 Green Ext Time (p_c), s 0.0 14.9 0.5 0.4 3.4 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 50.6
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Existing+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 1275 181 344 663 75 244 570 510 161 314 57 Future Volume (veh/h) 116 1275 181 344 663 75 244 570 510 161 314 57 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 122 1342 191 362 698 79 257 600 537 169 331 60 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 144 1653 235 372 1831 205 305 1039 631 180 917 164 Arrive On Green 0.08 0.36 0.36 0.11 0.39 0.39 0.09 0.29 0.29 0.10 0.30 0.30 Sat Flow, veh/h 1795 4550 647 3483 4694 527 3483 3582 1589 1795 3032 543 Grp Volume(v), veh/h 122 1012 521 362 509 268 257 600 537 169 194 197 Grp Sat Flow(s),veh/h/ln 1795 1716 1766 1742 1716 1789 1742 1791 1589 1795 1791 1785 Q Serve(g_s), s 10.1 40.0 40.0 15.5 15.9 16.1 10.9 21.4 43.5 14.0 12.7 13.0 Cycle Q Clear(g_c), s 10.1 40.0 40.0 15.5 15.9 16.1 10.9 21.4 43.5 14.0 12.7 13.0 Prop In Lane 1.00 0.37 1.00 0.29 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 144 1247 642 372 1338 698 305 1039 631 180 541 540 V/C Ratio(X) 0.85 0.81 0.81 0.97 0.38 0.38 0.84 0.58 0.85 0.94 0.36 0.37 Avail Cap(c_a), veh/h 156 1247 642 372 1338 698 441 1039 631 180 541 540 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) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.1 43.1 43.1 66.8 32.8 32.8 67.4 45.4 41.2 67.1 40.9 41.0 Incr Delay (d2), s/veh 29.7 5.8 10.7 37.3 0.2 0.4 6.7 1.0 11.1 49.7 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.8 17.6 19.1 8.8 6.6 7.0 5.1 9.6 20.0 8.9 5.8 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.8 48.9 53.9 104.1 33.0 33.3 74.1 46.4 52.3 116.8 41.5 41.6 LnGrp LOS F D D F C C E D D F D D
Approach Vol, veh/h 1655 1139 1394 560
Approach Delay, s/veh 54.1 55.7 53.8 64.3
Approach LOS D E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.0 60.0 20.0 49.0 17.0 64.0 18.1 50.9 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 16.0 54.5 15.0 43.5 13.0 57.5 19.0 39.5 Max Q Clear Time (g_c+I1), s 17.5 42.0 16.0 45.5 12.1 18.1 12.9 15.0 Green Ext Time (p_c), s 0.0 9.2 0.0 0.0 0.0 8.0 0.2 3.3 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.6
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Existing+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 221 482 126 224 309 136 235 1197 276 91 517 137 Future Volume (veh/h) 221 482 126 224 309 136 235 1197 276 91 517 137 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 228 497 130 231 319 140 242 1234 285 94 533 141 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 274 585 257 276 398 171 265 1636 729 117 1341 598 Arrive On Green 0.08 0.16 0.16 0.08 0.16 0.16 0.15 0.46 0.46 0.07 0.37 0.37 Sat Flow, veh/h 3483 3582 1576 3483 2425 1040 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 228 497 130 231 234 225 242 1234 285 94 533 141 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1674 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 9.7 20.2 11.3 9.8 18.8 19.5 19.9 42.8 17.7 7.7 16.4 9.1 Cycle Q Clear(g_c), s 9.7 20.2 11.3 9.8 18.8 19.5 19.9 42.8 17.7 7.7 16.4 9.1 Prop In Lane 1.00 1.00 1.00 0.62 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 274 585 257 276 294 275 265 1636 729 117 1341 598 V/C Ratio(X) 0.83 0.85 0.51 0.84 0.79 0.82 0.91 0.75 0.39 0.80 0.40 0.24 Avail Cap(c_a), veh/h 325 872 384 325 436 407 383 1636 729 144 1341 598 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.1 61.0 57.2 68.1 60.3 60.6 63.0 33.8 27.0 69.1 34.5 32.2 Incr Delay (d2), s/veh 12.7 3.5 0.6 13.1 3.4 5.0 16.2 3.3 1.6 18.7 0.9 0.9 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 4.8 9.4 4.5 4.9 8.8 8.6 10.2 18.9 7.1 4.1 7.3 3.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.8 64.4 57.8 81.2 63.6 65.6 79.2 37.1 28.5 87.8 35.4 33.1 LnGrp LOS F E E F E E E D C F D C
Approach Vol, veh/h 855 690 1761 768
Approach Delay, s/veh 67.8 70.2 41.5 41.4
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.2 61.6 15.8 30.1 13.8 74.0 15.9 30.0 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 48.5 14.0 36.5 12.0 68.5 14.0 36.5 Max Q Clear Time (g_c+I1), s 21.9 18.4 11.7 21.5 9.7 44.8 11.8 22.2 Green Ext Time (p_c), s 0.2 6.0 0.1 1.5 0.0 14.2 0.1 2.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 51.8
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 660 130 250 690 190 160 420 300 470 1550 180 Future Volume (veh/h) 100 660 130 250 690 190 160 420 300 470 1550 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 100 660 130 250 690 190 160 420 300 470 1550 180 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 204 729 288 295 823 358 183 1023 474 497 2210 256 Arrive On Green 0.06 0.21 0.21 0.09 0.23 0.23 0.10 0.30 0.30 0.28 0.48 0.48 Sat Flow, veh/h 3456 3554 1405 3456 3554 1546 1781 3404 1579 1781 4636 538 Grp Volume(v), veh/h 100 660 130 250 690 190 160 420 300 470 1137 593 Grp Sat Flow(s),veh/h/ln 1728 1777 1405 1728 1777 1546 1781 1702 1579 1781 1702 1770 Q Serve(g_s), s 4.2 27.2 12.2 10.7 27.8 16.1 13.3 14.8 24.6 38.8 39.4 39.5 Cycle Q Clear(g_c), s 4.2 27.2 12.2 10.7 27.8 16.1 13.3 14.8 24.6 38.8 39.4 39.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 204 729 288 295 823 358 183 1023 474 497 1623 844 V/C Ratio(X) 0.49 0.91 0.45 0.85 0.84 0.53 0.88 0.41 0.63 0.95 0.70 0.70 Avail Cap(c_a), veh/h 207 817 323 346 959 418 226 1023 474 594 1623 844 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 58.2 52.2 67.6 55.0 50.5 66.4 41.9 45.3 53.0 30.8 30.9 Incr Delay (d2), s/veh 0.7 11.9 0.4 13.8 5.1 0.5 25.8 0.4 3.1 22.3 2.6 4.9 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 1.9 13.3 4.3 5.3 12.9 6.3 7.3 6.2 10.0 20.1 16.3 17.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.1 70.1 52.6 81.4 60.1 50.9 92.1 42.2 48.5 75.2 33.4 35.7 LnGrp LOS E E D F E D F D D E C D
Approach Vol, veh/h 890 1130 880 2200
Approach Delay, s/veh 67.4 63.3 53.4 43.0
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.4 77.5 16.8 36.3 45.8 51.1 12.9 40.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 19.0 62.0 15.0 34.5 50.0 31.0 9.0 40.5 Max Q Clear Time (g_c+I1), s 15.3 41.5 12.7 29.2 40.8 26.6 6.2 29.8 Green Ext Time (p_c), s 0.1 14.9 0.1 1.6 1.1 2.2 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 53.5
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 20 550 40 50 30 160 600 20 20 2140 300 Future Volume (veh/h) 270 20 550 40 50 30 160 600 20 20 2140 300 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 278 21 0 41 52 31 165 619 21 21 2206 309 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 329 177 117 71 42 131 2371 1058 76 2263 1009 Arrive On Green 0.10 0.09 0.00 0.07 0.06 0.06 0.07 0.67 0.67 0.04 0.64 0.64 Sat Flow, veh/h 3456 1870 1585 1781 1098 655 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 278 21 0 41 0 83 165 619 21 21 2206 309 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 11.9 1.5 0.0 3.3 0.0 7.0 11.0 10.5 0.7 1.7 89.2 13.2 Cycle Q Clear(g_c), s 11.9 1.5 0.0 3.3 0.0 7.0 11.0 10.5 0.7 1.7 89.2 13.2 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 329 177 117 0 113 131 2371 1058 76 2263 1009 V/C Ratio(X) 0.84 0.12 0.35 0.00 0.73 1.26 0.26 0.02 0.28 0.97 0.31 Avail Cap(c_a), veh/h 438 449 143 0 339 131 2371 1058 131 2263 1009 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.8 62.2 0.0 67.0 0.0 68.9 69.5 10.1 8.4 69.5 26.1 12.3 Incr Delay (d2), s/veh 10.9 0.3 0.0 1.8 0.0 8.8 165.7 0.1 0.0 0.7 13.9 0.8 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 5.7 0.8 0.0 1.6 0.0 3.4 11.0 3.9 0.2 0.8 38.0 5.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.7 62.5 0.0 68.8 0.0 77.7 235.2 10.1 8.4 70.3 40.0 13.1 LnGrp LOS E E E E F B A E D B
Approach Vol, veh/h 299 124 805 2536
Approach Delay, s/veh 76.6 74.8 56.2 36.9
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 101.5 13.8 19.7 10.4 106.1 18.3 15.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 11.0 71.5 12.0 36.0 11.0 71.5 19.0 29.0 Max Q Clear Time (g_c+I1), s 13.0 91.2 5.3 3.5 3.7 12.5 13.9 9.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.0 6.6 0.4 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 45.5
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 80 450 150 250 0 110 690 50 10 1520 100 Future Volume (veh/h) 140 80 450 150 250 0 110 690 50 10 1520 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 146 83 469 156 260 0 115 719 52 10 1583 104 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 168 486 411 154 472 0 274 1779 794 40 1578 704 Arrive On Green 0.09 0.26 0.26 0.09 0.25 0.00 0.08 0.50 0.50 0.02 0.44 0.44 Sat Flow, veh/h 1781 1870 1581 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 146 83 469 156 260 0 115 719 52 10 1583 104 Grp Sat Flow(s),veh/h/ln 1781 1870 1581 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.1 5.2 39.0 13.0 18.1 0.0 4.8 19.0 2.5 0.8 66.6 5.9 Cycle Q Clear(g_c), s 12.1 5.2 39.0 13.0 18.1 0.0 4.8 19.0 2.5 0.8 66.6 5.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 168 486 411 154 472 0 274 1779 794 40 1578 704 V/C Ratio(X) 0.87 0.17 1.14 1.01 0.55 0.00 0.42 0.40 0.07 0.25 1.00 0.15 Avail Cap(c_a), veh/h 190 486 411 154 472 0 276 1779 794 119 1578 704 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) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.0 43.0 55.5 68.5 48.7 0.0 65.8 23.4 19.3 72.0 41.7 24.8 Incr Delay (d2), s/veh 27.9 0.1 88.6 75.2 0.8 0.0 0.4 0.7 0.2 1.2 23.4 0.1 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 6.8 2.4 25.8 9.2 8.7 0.0 2.1 7.9 1.0 0.4 33.0 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.9 43.0 144.1 143.7 49.5 0.0 66.1 24.1 19.5 73.2 65.1 25.0 LnGrp LOS F D F F D E C B E F C
Approach Vol, veh/h 698 416 886 1697
Approach Delay, s/veh 121.8 84.8 29.3 62.7
Approach LOS F F C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 81.1 17.0 44.5 15.9 72.6 18.1 43.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 10.0 68.5 13.0 39.0 12.0 66.5 16.0 36.0 Max Q Clear Time (g_c+I1), s 2.8 21.0 15.0 41.0 6.8 68.6 14.1 20.1 Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.1 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.4
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 340 440 100 290 650 120 130 490 170 250 1090 460 Future Volume (veh/h) 340 440 100 290 650 120 130 490 170 250 1090 460 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 362 468 106 309 691 128 138 521 181 266 1160 489 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 412 1393 536 357 1112 203 230 1924 594 313 2047 634 Arrive On Green 0.12 0.27 0.27 0.10 0.26 0.26 0.07 0.38 0.38 0.09 0.40 0.40 Sat Flow, veh/h 3456 5106 1578 3456 4331 793 3456 5106 1577 3456 5106 1583 Grp Volume(v), veh/h 362 468 106 309 541 278 138 521 181 266 1160 489 Grp Sat Flow(s),veh/h/ln 1728 1702 1578 1728 1702 1720 1728 1702 1577 1728 1702 1583 Q Serve(g_s), s 15.5 11.0 7.1 13.2 21.1 21.5 5.8 10.6 12.1 11.4 26.4 40.2 Cycle Q Clear(g_c), s 15.5 11.0 7.1 13.2 21.1 21.5 5.8 10.6 12.1 11.4 26.4 40.2 Prop In Lane 1.00 1.00 1.00 0.46 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 412 1393 536 357 874 441 230 1924 594 313 2047 634 V/C Ratio(X) 0.88 0.34 0.20 0.87 0.62 0.63 0.60 0.27 0.30 0.85 0.57 0.77 Avail Cap(c_a), veh/h 576 1481 563 461 874 441 253 1924 594 415 2047 634 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 65.0 43.7 35.1 66.2 49.3 49.4 68.1 32.4 32.9 67.2 34.8 39.0 Incr Delay (d2), s/veh 8.6 0.2 0.3 10.9 3.3 6.7 1.9 0.1 0.4 9.7 1.1 8.8 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 7.2 4.7 2.8 6.3 9.3 10.0 2.6 4.4 4.7 5.4 10.9 16.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 73.6 43.9 35.4 77.2 52.6 56.1 70.0 32.5 33.3 76.9 36.0 47.7 LnGrp LOS E D D E D E E C C E D D
Approach Vol, veh/h 936 1128 840 1915
Approach Delay, s/veh 54.4 60.2 38.9 44.7
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 67.1 22.9 45.0 18.6 63.5 20.5 47.4 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 11.0 52.0 25.0 38.5 18.0 45.0 20.0 43.5 Max Q Clear Time (g_c+I1), s 7.8 42.2 17.5 23.5 13.4 14.1 15.2 13.0 Green Ext Time (p_c), s 0.1 7.4 0.4 6.0 0.2 6.0 0.3 5.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 49.2
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 960 240 140 1410 190 190 120 70 190 270 80 Future Volume (veh/h) 50 960 240 140 1410 190 190 120 70 190 270 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 1043 261 152 1533 207 207 130 76 207 293 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 2363 727 176 1795 800 230 352 295 204 324 271 Arrive On Green 0.06 0.46 0.46 0.10 0.51 0.51 0.13 0.19 0.19 0.11 0.17 0.17 Sat Flow, veh/h 1781 5106 1570 1781 3554 1583 1781 1870 1567 1781 1870 1561 Grp Volume(v), veh/h 54 1043 261 152 1533 207 207 130 76 207 293 87 Grp Sat Flow(s),veh/h/ln 1781 1702 1570 1781 1777 1583 1781 1870 1567 1781 1870 1561 Q Serve(g_s), s 4.1 19.3 15.0 11.8 52.6 10.4 16.0 8.5 5.8 16.0 21.5 6.8 Cycle Q Clear(g_c), s 4.1 19.3 15.0 11.8 52.6 10.4 16.0 8.5 5.8 16.0 21.5 6.8 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 100 2363 727 176 1795 800 230 352 295 204 324 271 V/C Ratio(X) 0.54 0.44 0.36 0.86 0.85 0.26 0.90 0.37 0.26 1.02 0.90 0.32 Avail Cap(c_a), veh/h 115 2363 727 254 1795 800 254 468 392 204 414 346 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 25.4 24.2 62.2 30.1 19.7 60.1 49.6 48.5 62.0 56.7 50.6 Incr Delay (d2), s/veh 1.7 0.1 0.3 13.8 5.4 0.8 28.3 0.2 0.2 67.5 17.1 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 1.9 7.7 5.7 5.9 22.8 4.1 9.0 4.0 0.0 11.1 11.7 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.9 25.5 24.5 75.9 35.6 20.5 88.4 49.8 48.6 129.5 73.8 50.9 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1358 1892 413 587
Approach Delay, s/veh 26.9 37.1 68.9 90.1
Approach LOS C D E F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 76.2 20.0 31.9 17.8 70.3 22.1 29.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 9.0 61.0 16.0 35.0 20.0 50.0 20.0 31.0 Max Q Clear Time (g_c+I1), s 6.1 54.6 18.0 10.5 13.8 21.3 18.0 23.5 Green Ext Time (p_c), s 0.0 5.0 0.0 0.5 0.1 9.2 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 44.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 300 170 80 870 30 170 100 40 160 310 190 Future Volume (veh/h) 30 300 170 80 870 30 170 100 40 160 310 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 316 179 84 916 32 179 105 42 168 326 200 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 63 699 387 108 1196 42 212 428 171 201 359 220 Arrive On Green 0.04 0.32 0.32 0.06 0.34 0.34 0.12 0.34 0.34 0.11 0.33 0.33 Sat Flow, veh/h 1781 2206 1221 1781 3500 122 1781 1270 508 1781 1085 666 Grp Volume(v), veh/h 32 253 242 84 465 483 179 0 147 168 0 526 Grp Sat Flow(s),veh/h/ln 1781 1777 1651 1781 1777 1845 1781 0 1778 1781 0 1751 Q Serve(g_s), s 1.8 11.5 11.9 4.7 23.6 23.6 9.9 0.0 6.0 9.3 0.0 29.0 Cycle Q Clear(g_c), s 1.8 11.5 11.9 4.7 23.6 23.6 9.9 0.0 6.0 9.3 0.0 29.0 Prop In Lane 1.00 0.74 1.00 0.07 1.00 0.29 1.00 0.38
Lane Grp Cap(c), veh/h 63 563 523 108 607 631 212 0 599 201 0 579 V/C Ratio(X) 0.51 0.45 0.46 0.78 0.77 0.77 0.84 0.00 0.25 0.84 0.00 0.91 Avail Cap(c_a), veh/h 106 747 694 229 870 904 370 0 906 405 0 927 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.9 27.5 27.6 46.8 29.6 29.6 43.6 0.0 24.2 43.9 0.0 32.3 Incr Delay (d2), s/veh 2.4 0.8 0.9 4.6 3.3 3.2 3.5 0.0 0.1 3.5 0.0 5.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 4.9 4.7 2.2 10.2 10.6 4.6 0.0 2.5 4.3 0.0 12.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 28.3 28.6 51.4 33.0 32.9 47.1 0.0 24.3 47.4 0.0 37.9 LnGrp LOS D C C D C C D C D D
Approach Vol, veh/h 527 1032 326 694
Approach Delay, s/veh 29.8 34.4 36.8 40.2
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.1 37.0 16.0 37.9 7.6 39.5 15.4 38.5 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 13.0 42.5 21.0 53.5 6.0 49.5 23.0 51.5 Max Q Clear Time (g_c+I1), s 6.7 13.9 11.9 31.0 3.8 25.6 11.3 8.0 Green Ext Time (p_c), s 0.0 4.5 0.2 2.4 0.0 9.0 0.2 0.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 35.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 200 330 180 70 980 50 60 100 20 120 370 760 Future Volume (veh/h) 200 330 180 70 980 50 60 100 20 120 370 760 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 211 347 189 74 1032 53 63 105 21 126 389 800 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 223 855 457 90 1059 54 69 115 23 161 496 563 Arrive On Green 0.12 0.38 0.38 0.05 0.31 0.31 0.11 0.11 0.11 0.35 0.35 0.35 Sat Flow, veh/h 1795 2252 1204 1795 3466 178 606 1010 202 456 1407 1598 Grp Volume(v), veh/h 211 275 261 74 533 552 189 0 0 515 0 800 Grp Sat Flow(s),veh/h/ln 1795 1791 1665 1795 1791 1853 1819 0 0 1862 0 1598 Q Serve(g_s), s 22.5 21.7 22.3 7.9 56.8 56.8 19.8 0.0 0.0 47.7 0.0 68.0 Cycle Q Clear(g_c), s 22.5 21.7 22.3 7.9 56.8 56.8 19.8 0.0 0.0 47.7 0.0 68.0 Prop In Lane 1.00 0.72 1.00 0.10 0.33 0.11 0.24 1.00
Lane Grp Cap(c), veh/h 223 680 632 90 547 566 207 0 0 656 0 563 V/C Ratio(X) 0.94 0.40 0.41 0.82 0.97 0.97 0.91 0.00 0.00 0.78 0.00 1.42 Avail Cap(c_a), veh/h 223 680 632 140 548 567 226 0 0 656 0 563 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 83.8 43.8 44.0 90.7 66.2 66.2 84.5 0.0 0.0 55.9 0.0 62.5 Incr Delay (d2), s/veh 44.4 0.6 0.6 10.7 31.9 31.3 34.1 0.0 0.0 5.7 0.0 199.5 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 13.2 9.9 9.5 4.0 30.7 31.7 11.3 0.0 0.0 23.5 0.0 58.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 128.2 44.4 44.6 101.5 98.1 97.6 118.6 0.0 0.0 61.6 0.0 262.0 LnGrp LOS F D D F F F F E F
Approach Vol, veh/h 747 1159 189 1315
Approach Delay, s/veh 68.2 98.1 118.6 183.5
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.7 78.2 27.0 29.0 64.0 73.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 15.0 68.0 24.0 24.0 59.0 68.0 Max Q Clear Time (g_c+I1), s 9.9 24.3 21.8 24.5 58.8 70.0 Green Ext Time (p_c), s 0.0 5.3 0.1 0.0 0.2 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 125.6
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 930 10 40 1620 90 30 10 10 240 20 550 Future Volume (veh/h) 160 930 10 40 1620 90 30 10 10 240 20 550 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 1011 11 43 1761 98 33 11 11 277 0 598 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 178 2283 25 103 1962 109 115 55 55 1056 0 467 Arrive On Green 0.10 0.44 0.44 0.06 0.40 0.40 0.06 0.06 0.06 0.30 0.00 0.30 Sat Flow, veh/h 1781 5208 57 1781 4948 275 1781 858 858 3563 0 1575 Grp Volume(v), veh/h 174 661 361 43 1211 648 33 0 22 277 0 598 Grp Sat Flow(s),veh/h/ln 1781 1702 1860 1781 1702 1819 1781 0 1716 1781 0 1575 Q Serve(g_s), s 13.6 18.9 18.9 3.3 46.6 46.8 2.5 0.0 1.7 8.3 0.0 41.5 Cycle Q Clear(g_c), s 13.6 18.9 18.9 3.3 46.6 46.8 2.5 0.0 1.7 8.3 0.0 41.5 Prop In Lane 1.00 0.03 1.00 0.15 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 178 1492 815 103 1349 721 115 0 110 1056 0 467 V/C Ratio(X) 0.98 0.44 0.44 0.42 0.90 0.90 0.29 0.00 0.20 0.26 0.00 1.28 Avail Cap(c_a), veh/h 178 1492 815 127 1349 721 115 0 110 1056 0 467 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) 0.63 0.63 0.63 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 62.8 27.4 27.4 63.7 39.6 39.6 62.4 0.0 62.1 37.6 0.0 49.2 Incr Delay (d2), s/veh 46.8 0.2 0.3 1.0 9.6 16.3 6.2 0.0 4.0 0.0 0.0 141.9 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 8.4 7.6 8.4 1.5 20.7 23.6 1.3 0.0 0.9 3.6 0.0 34.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 109.6 27.6 27.7 64.6 49.2 56.0 68.7 0.0 66.1 37.6 0.0 191.1 LnGrp LOS F C C E D E E E D F
Approach Vol, veh/h 1196 1902 55 875
Approach Delay, s/veh 39.6 51.9 67.7 142.5
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 66.9 47.0 18.0 61.0 14.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 10.0 59.5 41.5 14.0 55.5 9.0 Max Q Clear Time (g_c+I1), s 5.3 20.9 43.5 15.6 48.8 4.5 Green Ext Time (p_c), s 0.0 11.3 0.0 0.0 5.9 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.1
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Cumulative AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 730 210 630 1520 40 210 260 240 120 920 100 Future Volume (veh/h) 80 730 210 630 1520 40 210 260 240 120 920 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 793 228 685 1652 43 228 283 261 130 1000 109 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 935 266 714 1965 51 253 1102 814 152 1040 113 Arrive On Green 0.06 0.24 0.24 0.21 0.38 0.38 0.07 0.31 0.31 0.09 0.32 0.32 Sat Flow, veh/h 1781 3941 1123 3456 5117 133 3456 3554 1570 1781 3229 352 Grp Volume(v), veh/h 87 684 337 685 1099 596 228 283 261 130 550 559 Grp Sat Flow(s),veh/h/ln 1781 1702 1660 1728 1702 1846 1728 1777 1570 1781 1777 1804 Q Serve(g_s), s 7.2 28.8 29.1 29.4 44.1 44.1 9.8 9.0 14.5 10.8 45.6 45.6 Cycle Q Clear(g_c), s 7.2 28.8 29.1 29.4 44.1 44.1 9.8 9.0 14.5 10.8 45.6 45.6 Prop In Lane 1.00 0.68 1.00 0.07 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 107 808 394 714 1307 709 253 1102 814 152 572 581 V/C Ratio(X) 0.81 0.85 0.86 0.96 0.84 0.84 0.90 0.26 0.32 0.85 0.96 0.96 Avail Cap(c_a), veh/h 119 874 426 714 1350 732 253 1102 814 214 575 583 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) 1.00 1.00 1.00 0.24 0.24 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.7 54.6 54.7 58.9 42.0 42.0 69.0 38.8 21.0 67.7 49.9 49.9 Incr Delay (d2), s/veh 28.1 7.7 15.5 8.9 1.7 3.1 30.9 0.2 0.3 15.7 28.1 28.0 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 4.1 13.0 13.7 13.6 18.4 20.3 5.4 3.9 5.5 5.6 24.7 25.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.7 62.4 70.3 67.7 43.7 45.1 99.8 39.0 21.3 83.3 78.0 77.9 LnGrp LOS F E E E D D F D C F E E
Approach Vol, veh/h 1108 2380 772 1239
Approach Delay, s/veh 67.5 51.0 51.0 78.5
Approach LOS E D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 36.0 41.1 17.8 52.0 14.0 63.1 16.0 53.8 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 31.0 38.5 18.0 41.5 10.0 59.5 11.0 48.5 Max Q Clear Time (g_c+I1), s 31.4 31.1 12.8 16.5 9.2 46.1 11.8 47.6 Green Ext Time (p_c), s 0.0 4.5 0.1 3.9 0.0 10.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 60.5
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Cumulative AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 380 370 500 450 80 90 440 130 90 1660 140 Future Volume (veh/h) 150 380 370 500 450 80 90 440 130 90 1660 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 153 388 378 510 459 82 92 449 133 92 1694 143 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 806 358 484 903 160 116 1569 699 116 1569 698 Arrive On Green 0.07 0.23 0.23 0.14 0.30 0.30 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 3456 3554 1579 3456 3008 534 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 153 388 378 510 270 271 92 449 133 92 1694 143 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1765 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 6.5 14.2 34.0 21.0 18.8 19.1 7.6 12.1 7.7 7.6 66.2 8.3 Cycle Q Clear(g_c), s 6.5 14.2 34.0 21.0 18.8 19.1 7.6 12.1 7.7 7.6 66.2 8.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 230 806 358 484 533 530 116 1569 699 116 1569 698 V/C Ratio(X) 0.67 0.48 1.06 1.05 0.51 0.51 0.79 0.29 0.19 0.79 1.08 0.20 Avail Cap(c_a), veh/h 253 806 358 484 533 530 119 1569 699 178 1569 698 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 50.4 58.0 64.5 43.3 43.4 69.1 26.8 25.5 69.1 41.9 25.7 Incr Delay (d2), s/veh 4.1 0.2 63.2 55.9 0.3 0.4 26.8 0.5 0.6 6.1 47.6 0.7 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 3.0 6.4 19.7 13.0 8.3 8.4 4.3 5.2 3.0 3.7 38.4 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.5 50.5 121.2 120.4 43.6 43.8 95.9 27.2 26.1 75.2 89.5 26.4 LnGrp LOS E D F F D D F C C E F C
Approach Vol, veh/h 919 1051 674 1929
Approach Delay, s/veh 83.2 80.9 36.4 84.2
Approach LOS F F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.8 71.7 14.0 50.5 13.8 71.7 25.0 39.5 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 10.0 66.0 11.0 44.0 15.0 61.0 21.0 34.0 Max Q Clear Time (g_c+I1), s 9.6 68.2 8.5 21.1 9.6 14.1 23.0 36.0 Green Ext Time (p_c), s 0.0 0.0 0.1 2.0 0.0 5.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 76.2
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 420 520 150 260 590 390 220 1520 230 220 740 260 Future Volume (veh/h) 420 520 150 260 590 390 220 1520 230 220 740 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 433 536 155 268 608 402 227 1567 237 227 763 268 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 464 858 370 315 704 304 252 1802 272 248 1498 521 Arrive On Green 0.13 0.24 0.24 0.09 0.20 0.20 0.14 0.40 0.40 0.14 0.40 0.40 Sat Flow, veh/h 3483 3582 1544 3483 3582 1546 1795 4504 679 1795 3766 1310 Grp Volume(v), veh/h 433 536 155 268 608 402 227 1193 611 227 694 337 Grp Sat Flow(s),veh/h/ln 1742 1791 1544 1742 1791 1546 1795 1716 1752 1795 1716 1645 Q Serve(g_s), s 18.5 20.1 12.7 11.4 24.6 29.5 18.7 48.0 48.2 18.7 22.9 23.2 Cycle Q Clear(g_c), s 18.5 20.1 12.7 11.4 24.6 29.5 18.7 48.0 48.2 18.7 22.9 23.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 0.80
Lane Grp Cap(c), veh/h 464 858 370 315 704 304 252 1372 701 248 1365 654 V/C Ratio(X) 0.93 0.62 0.42 0.85 0.86 1.32 0.90 0.87 0.87 0.91 0.51 0.51 Avail Cap(c_a), veh/h 464 858 370 395 704 304 347 1372 701 251 1365 654 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 51.0 48.2 67.2 58.3 60.3 63.4 41.4 41.5 63.8 34.1 34.2 Incr Delay (d2), s/veh 25.5 1.1 0.3 11.5 10.3 166.1 20.4 7.7 14.1 34.7 0.4 1.0 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 9.7 9.1 4.9 5.5 12.0 25.4 9.9 21.2 23.1 10.9 9.5 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 89.8 52.1 48.5 78.7 68.6 226.3 83.8 49.1 55.6 98.5 34.5 35.1 LnGrp LOS F D D E E F F D E F C D
Approach Vol, veh/h 1124 1278 2031 1258
Approach Delay, s/veh 66.1 120.3 54.9 46.2
Approach LOS E F D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.0 65.7 17.6 41.4 24.7 66.0 24.0 35.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 29.0 52.0 17.0 32.5 21.0 60.0 20.0 29.5 Max Q Clear Time (g_c+I1), s 20.7 25.2 13.4 22.1 20.7 50.2 20.5 31.5 Green Ext Time (p_c), s 0.4 10.3 0.2 1.9 0.0 8.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 69.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 640 40 210 20 20 20 290 2280 40 30 740 370 Future Volume (veh/h) 640 40 210 20 20 20 290 2280 40 30 740 370 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 660 41 0 21 21 21 299 2351 41 31 763 381 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 730 411 84 48 48 322 1978 882 95 1526 681
Arrive On Green 0.21 0.22 0.00 0.05 0.06 0.06 0.18 0.55 0.55 0.05 0.43 0.43 Sat Flow, veh/h 3483 1885 1598 1795 865 865 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 660 41 0 21 0 42 299 2351 41 31 763 381 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1730 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 27.7 2.6 0.0 1.7 0.0 3.5 24.6 82.8 1.8 2.5 23.3 27.0 Cycle Q Clear(g_c), s 27.7 2.6 0.0 1.7 0.0 3.5 24.6 82.8 1.8 2.5 23.3 27.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 730 411 84 0 95 322 1978 882 95 1526 681 V/C Ratio(X) 0.90 0.10 0.25 0.00 0.44 0.93 1.19 0.05 0.32 0.50 0.56 Avail Cap(c_a), veh/h 882 452 144 0 115 443 1978 882 132 1526 681 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.8 46.9 0.0 69.0 0.0 68.6 60.6 33.6 15.4 68.4 31.4 32.4 Incr Delay (d2), s/veh 11.2 0.1 0.0 1.5 0.0 3.2 18.5 90.3 0.0 0.7 1.2 3.3 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 13.3 1.2 0.0 0.8 0.0 1.7 12.6 58.1 0.7 1.2 10.1 11.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.0 47.0 0.0 70.5 0.0 71.8 79.1 123.8 15.5 69.1 32.6 35.8 LnGrp LOS E D E E E F B E C D
Approach Vol, veh/h 701 63 2691 1175
Approach Delay, s/veh 67.7 71.4 117.2 34.6
Approach LOS E E F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.9 69.9 11.0 38.2 12.0 88.8 35.4 13.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 37.0 45.5 12.0 36.0 11.0 71.5 38.0 10.0 Max Q Clear Time (g_c+I1), s 26.6 29.0 3.7 4.6 4.5 84.8 29.7 5.5 Green Ext Time (p_c), s 0.3 7.9 0.0 0.2 0.0 0.0 1.7 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 88.1
HCM 6th LOS F
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 10 210 10 10 10 450 2400 50 10 840 110 Future Volume (veh/h) 70 10 210 10 10 10 450 2400 50 10 840 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 71 10 214 10 10 10 459 2449 51 10 857 112 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 113 278 236 41 93 93 508 2425 1068 41 1984 885 Arrive On Green 0.06 0.15 0.15 0.02 0.11 0.11 0.15 0.68 0.68 0.02 0.55 0.55 Sat Flow, veh/h 1795 1885 1598 1795 865 865 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 71 10 214 10 0 20 459 2449 51 10 857 112 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1730 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 5.8 0.7 19.8 0.8 0.0 1.6 19.4 101.6 1.6 0.8 21.0 5.0 Cycle Q Clear(g_c), s 5.8 0.7 19.8 0.8 0.0 1.6 19.4 101.6 1.6 0.8 21.0 5.0 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 278 236 41 0 185 508 2425 1068 41 1984 885 V/C Ratio(X) 0.63 0.04 0.91 0.25 0.00 0.11 0.90 1.01 0.05 0.25 0.43 0.13 Avail Cap(c_a), veh/h 180 522 442 144 0 444 604 2425 1068 144 1984 885 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) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.5 54.8 62.9 72.0 0.0 60.5 63.0 24.2 8.1 72.0 19.6 16.1 Incr Delay (d2), s/veh 2.1 0.0 5.3 1.1 0.0 0.1 14.0 20.7 0.1 1.1 0.2 0.1 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 2.7 0.3 8.5 0.4 0.0 0.7 9.5 44.2 0.6 0.4 8.5 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.6 54.8 68.3 73.2 0.0 60.6 77.0 45.0 8.2 73.2 19.8 16.1 LnGrp LOS E D E E E E F A E B B
Approach Vol, veh/h 295 30 2959 979
Approach Delay, s/veh 68.4 64.8 49.3 20.0
Approach LOS E E D B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 107.6 7.4 27.6 25.9 89.1 13.5 21.6 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 12.0 65.0 12.0 41.5 26.0 51.0 15.0 38.5 Max Q Clear Time (g_c+I1), s 2.8 103.6 2.8 21.8 21.4 23.0 7.8 3.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.4 9.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 44.0
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 700 580 100 190 470 130 190 1650 230 190 450 310 Future Volume (veh/h) 700 580 100 190 470 130 190 1650 230 190 450 310 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 729 604 104 198 490 135 198 1719 240 198 469 323 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 720 1546 587 279 700 187 244 2039 627 232 2022 624 Arrive On Green 0.21 0.30 0.30 0.08 0.17 0.17 0.07 0.40 0.40 0.07 0.39 0.39 Sat Flow, veh/h 3483 5147 1580 3483 4031 1076 3483 5147 1583 3483 5147 1589 Grp Volume(v), veh/h 729 604 104 198 415 210 198 1719 240 198 469 323 Grp Sat Flow(s),veh/h/ln 1742 1716 1580 1742 1716 1676 1742 1716 1583 1742 1716 1589 Q Serve(g_s), s 31.0 14.0 6.7 8.3 17.0 17.8 8.4 45.4 16.2 8.4 9.1 23.2 Cycle Q Clear(g_c), s 31.0 14.0 6.7 8.3 17.0 17.8 8.4 45.4 16.2 8.4 9.1 23.2 Prop In Lane 1.00 1.00 1.00 0.64 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 720 1546 587 279 596 291 244 2039 627 232 2022 624 V/C Ratio(X) 1.01 0.39 0.18 0.71 0.70 0.72 0.81 0.84 0.38 0.85 0.23 0.52 Avail Cap(c_a), veh/h 720 1818 670 325 823 402 325 2039 627 232 2022 624 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.5 41.6 31.8 67.3 58.2 58.5 68.8 41.1 32.2 69.3 30.4 34.7 Incr Delay (d2), s/veh 36.7 0.2 0.2 4.3 2.1 5.2 8.1 4.5 1.8 24.0 0.3 3.0 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 17.1 5.9 2.6 3.8 7.5 7.9 4.0 19.4 6.5 4.5 3.8 9.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 96.2 41.8 32.0 71.6 60.4 63.8 76.9 45.5 34.0 93.3 30.7 37.8 LnGrp LOS F D C E E E E D C F C D
Approach Vol, veh/h 1437 823 2157 990
Approach Delay, s/veh 68.7 63.9 47.1 45.5
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.5 65.9 36.0 32.6 15.0 66.4 17.0 51.6 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 45.5 31.0 36.0 10.0 49.5 14.0 53.0 Max Q Clear Time (g_c+I1), s 10.4 25.2 33.0 19.8 10.4 47.4 10.3 16.0 Green Ext Time (p_c), s 0.1 5.7 0.0 4.7 0.0 1.9 0.1 6.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 1370 160 90 850 220 160 380 140 140 80 70 Future Volume (veh/h) 170 1370 160 90 850 220 160 380 140 140 80 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 177 1427 167 94 885 229 167 396 146 146 83 73 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 201 2438 746 116 1527 679 191 437 360 170 414 351 Arrive On Green 0.11 0.47 0.47 0.06 0.43 0.43 0.11 0.23 0.23 0.09 0.22 0.22 Sat Flow, veh/h 1795 5147 1574 1795 3582 1594 1795 1885 1553 1795 1885 1598 Grp Volume(v), veh/h 177 1427 167 94 885 229 167 396 146 146 83 73 Grp Sat Flow(s),veh/h/ln 1795 1716 1574 1795 1791 1594 1795 1885 1553 1795 1885 1598 Q Serve(g_s), s 13.6 28.3 8.7 7.2 26.4 13.5 12.8 28.6 11.2 11.2 5.0 5.2 Cycle Q Clear(g_c), s 13.6 28.3 8.7 7.2 26.4 13.5 12.8 28.6 11.2 11.2 5.0 5.2 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 201 2438 746 116 1527 679 191 437 360 170 414 351 V/C Ratio(X) 0.88 0.59 0.22 0.81 0.58 0.34 0.87 0.91 0.41 0.86 0.20 0.21 Avail Cap(c_a), veh/h 256 2438 746 167 1527 679 269 518 427 218 465 394 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 26.8 21.7 64.6 30.6 26.9 61.6 52.3 45.6 62.5 44.6 44.7 Incr Delay (d2), s/veh 20.6 0.4 0.2 11.7 1.6 1.3 15.4 16.4 0.3 19.5 0.1 0.1 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 7.3 11.4 3.3 3.7 11.5 5.4 6.6 15.4 4.4 6.1 2.4 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 81.8 27.2 21.8 76.3 32.2 28.3 77.0 68.7 45.9 82.0 44.7 44.8 LnGrp LOS F C C E C C E E D F D D
Approach Vol, veh/h 1771 1208 709 302
Approach Delay, s/veh 32.1 34.9 66.0 62.7
Approach LOS C C E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.7 65.2 17.2 37.9 13.0 71.8 18.9 36.2 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 20.0 45.5 17.0 38.5 13.0 52.5 21.0 34.5 Max Q Clear Time (g_c+I1), s 15.6 28.4 13.2 30.6 9.2 30.3 14.8 7.2 Green Ext Time (p_c), s 0.1 6.2 0.1 1.2 0.0 11.2 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 41.3
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 480 150 60 310 110 200 480 60 10 70 40 Future Volume (veh/h) 130 480 150 60 310 110 200 480 60 10 70 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 138 511 160 64 330 117 213 511 64 11 74 43 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 177 796 248 112 677 236 263 594 74 30 260 151 Arrive On Green 0.10 0.30 0.30 0.06 0.26 0.26 0.15 0.36 0.36 0.02 0.23 0.23 Sat Flow, veh/h 1795 2687 837 1795 2605 908 1795 1642 206 1795 1118 650 Grp Volume(v), veh/h 138 340 331 64 225 222 213 0 575 11 0 117 Grp Sat Flow(s),veh/h/ln 1795 1791 1733 1795 1791 1722 1795 0 1848 1795 0 1768 Q Serve(g_s), s 5.0 11.0 11.1 2.3 7.1 7.3 7.6 0.0 19.2 0.4 0.0 3.6 Cycle Q Clear(g_c), s 5.0 11.0 11.1 2.3 7.1 7.3 7.6 0.0 19.2 0.4 0.0 3.6 Prop In Lane 1.00 0.48 1.00 0.53 1.00 0.11 1.00 0.37
Lane Grp Cap(c), veh/h 177 530 513 112 465 447 263 0 668 30 0 410 V/C Ratio(X) 0.78 0.64 0.65 0.57 0.48 0.50 0.81 0.00 0.86 0.37 0.00 0.29 Avail Cap(c_a), veh/h 593 1224 1184 297 928 892 836 0 1873 162 0 1129 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 29.3 20.3 20.4 30.3 20.9 20.9 27.5 0.0 19.7 32.4 0.0 21.0 Incr Delay (d2), s/veh 2.8 1.8 1.9 1.7 1.1 1.2 2.3 0.0 1.3 2.8 0.0 0.1 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 2.2 4.4 4.3 1.0 2.9 2.8 3.3 0.0 7.7 0.2 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.0 22.2 22.3 32.0 22.0 22.1 29.8 0.0 21.0 35.2 0.0 21.2 LnGrp LOS C C C C C C C C D C
Approach Vol, veh/h 809 511 788 128
Approach Delay, s/veh 23.9 23.3 23.4 22.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 24.7 13.7 20.0 10.6 22.3 5.1 28.6 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 11.0 45.5 31.0 42.5 22.0 34.5 6.0 67.5 Max Q Clear Time (g_c+I1), s 4.3 13.1 9.6 5.6 7.0 9.3 2.4 21.2 Green Ext Time (p_c), s 0.0 6.6 0.3 0.4 0.1 3.8 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 23.5
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 460 600 110 20 350 150 150 350 30 80 120 250 Future Volume (veh/h) 460 600 110 20 350 150 150 350 30 80 120 250 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 474 619 113 21 361 155 155 361 31 82 124 258 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 493 1270 231 39 411 173 162 377 32 99 150 215 Arrive On Green 0.27 0.42 0.42 0.02 0.17 0.17 0.31 0.31 0.31 0.13 0.13 0.13 Sat Flow, veh/h 1795 3023 551 1795 2453 1036 521 1215 104 736 1113 1591 Grp Volume(v), veh/h 474 366 366 21 262 254 547 0 0 206 0 258 Grp Sat Flow(s),veh/h/ln 1795 1791 1783 1795 1791 1699 1840 0 0 1848 0 1591 Q Serve(g_s), s 46.3 26.5 26.6 2.1 25.4 26.0 51.8 0.0 0.0 19.3 0.0 24.0 Cycle Q Clear(g_c), s 46.3 26.5 26.6 2.1 25.4 26.0 51.8 0.0 0.0 19.3 0.0 24.0 Prop In Lane 1.00 0.31 1.00 0.61 0.28 0.06 0.40 1.00
Lane Grp Cap(c), veh/h 493 752 749 39 300 284 572 0 0 249 0 215 V/C Ratio(X) 0.96 0.49 0.49 0.54 0.87 0.89 0.96 0.00 0.00 0.83 0.00 1.20 Avail Cap(c_a), veh/h 576 846 842 61 332 315 631 0 0 249 0 215 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 63.6 37.6 37.6 86.1 72.2 72.5 60.1 0.0 0.0 74.9 0.0 76.9 Incr Delay (d2), s/veh 25.1 0.7 0.7 4.2 21.4 25.4 23.7 0.0 0.0 18.7 0.0 126.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 24.5 11.9 11.9 1.0 13.4 13.4 27.8 0.0 0.0 10.5 0.0 17.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 88.7 38.3 38.3 90.3 93.6 97.9 83.8 0.0 0.0 93.6 0.0 203.5 LnGrp LOS F D D F F F F F F
Approach Vol, veh/h 1206 537 547 464
Approach Delay, s/veh 58.1 95.5 83.8 154.7
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 79.7 60.2 53.8 34.8 29.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 6.0 84.0 61.0 57.0 33.0 24.0 Max Q Clear Time (g_c+I1), s 4.1 28.6 53.8 48.3 28.0 26.0 Green Ext Time (p_c), s 0.0 7.9 1.4 0.6 1.7 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 86.8
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 1730 20 50 1050 110 40 20 20 170 10 180 Future Volume (veh/h) 380 1730 20 50 1050 110 40 20 20 170 10 180 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 396 1802 21 52 1094 115 42 21 21 184 0 188 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 419 2398 28 111 1351 142 115 56 56 535 0 234 Arrive On Green 0.23 0.46 0.46 0.06 0.29 0.29 0.06 0.06 0.06 0.15 0.00 0.15 Sat Flow, veh/h 1795 5243 61 1795 4727 496 1795 865 865 3591 0 1572 Grp Volume(v), veh/h 396 1179 644 52 794 415 42 0 42 184 0 188 Grp Sat Flow(s),veh/h/ln 1795 1716 1873 1795 1716 1793 1795 0 1730 1795 0 1572 Q Serve(g_s), s 30.4 39.8 39.8 3.9 30.1 30.2 3.1 0.0 3.3 6.4 0.0 16.2 Cycle Q Clear(g_c), s 30.4 39.8 39.8 3.9 30.1 30.2 3.1 0.0 3.3 6.4 0.0 16.2 Prop In Lane 1.00 0.03 1.00 0.28 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 419 1569 857 111 980 512 115 0 111 535 0 234 V/C Ratio(X) 0.94 0.75 0.75 0.47 0.81 0.81 0.36 0.00 0.38 0.34 0.00 0.80 Avail Cap(c_a), veh/h 487 1666 910 128 980 512 115 0 111 846 0 371 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) 0.39 0.39 0.39 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.8 31.4 31.4 63.4 46.5 46.5 62.8 0.0 62.8 53.4 0.0 57.6 Incr Delay (d2), s/veh 12.4 0.8 1.5 1.1 7.2 13.1 8.7 0.0 9.5 0.1 0.0 2.8 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 14.9 16.1 17.8 1.8 13.6 15.1 1.7 0.0 1.7 2.9 0.0 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.2 32.2 32.9 64.6 53.7 59.5 71.4 0.0 72.3 53.6 0.0 60.4 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 2219 1261 84 372
Approach Delay, s/veh 38.3 56.1 71.9 57.0
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.7 69.5 26.4 36.7 45.5 14.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 10.0 68.0 33.0 38.0 40.0 9.0 Max Q Clear Time (g_c+I1), s 5.9 41.8 18.2 32.4 32.2 5.3 Green Ext Time (p_c), s 0.0 18.7 0.6 0.3 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Cumulative PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 1350 180 340 900 80 320 630 560 160 330 110 Future Volume (veh/h) 140 1350 180 340 900 80 320 630 560 160 330 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 147 1421 189 358 947 84 337 663 589 168 347 116 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 170 1762 234 409 1957 173 372 907 590 190 667 219 Arrive On Green 0.09 0.38 0.38 0.12 0.41 0.41 0.11 0.25 0.25 0.11 0.25 0.25 Sat Flow, veh/h 1795 4593 611 3483 4813 426 3483 3582 1588 1795 2645 870 Grp Volume(v), veh/h 147 1061 549 358 674 357 337 663 589 168 233 230 Grp Sat Flow(s),veh/h/ln 1795 1716 1773 1742 1716 1808 1742 1791 1588 1795 1791 1724 Q Serve(g_s), s 12.1 41.4 41.4 15.2 21.8 21.9 14.4 25.4 38.0 13.8 16.8 17.3 Cycle Q Clear(g_c), s 12.1 41.4 41.4 15.2 21.8 21.9 14.4 25.4 38.0 13.8 16.8 17.3 Prop In Lane 1.00 0.34 1.00 0.24 1.00 1.00 1.00 0.50
Lane Grp Cap(c), veh/h 170 1316 680 409 1395 735 372 907 590 190 452 435 V/C Ratio(X) 0.87 0.81 0.81 0.88 0.48 0.49 0.91 0.73 1.00 0.89 0.52 0.53 Avail Cap(c_a), veh/h 251 1316 680 581 1395 735 372 907 590 192 454 437 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) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.0 41.2 41.3 65.1 32.9 32.9 66.3 51.3 47.2 66.2 48.2 48.4 Incr Delay (d2), s/veh 13.3 5.4 9.9 6.7 0.3 0.6 24.7 3.3 36.7 34.3 1.4 1.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.1 18.2 19.6 7.0 9.0 9.6 7.6 11.7 27.8 8.2 7.8 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.3 46.6 51.2 71.8 33.2 33.5 90.9 54.6 83.8 100.5 49.6 50.0 LnGrp LOS F D D E C C F D F F D D
Approach Vol, veh/h 1757 1389 1589 631
Approach Delay, s/veh 50.8 43.2 73.1 63.3
Approach LOS D D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 22.6 63.1 20.8 43.5 19.2 66.5 21.0 43.3 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 25.0 50.0 16.0 38.0 21.0 54.0 16.0 38.0 Max Q Clear Time (g_c+I1), s 17.2 43.4 15.8 40.0 14.1 23.9 16.4 19.3 Green Ext Time (p_c), s 0.4 5.4 0.0 0.0 0.1 10.6 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 56.9
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Cumulative PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 530 130 240 310 180 240 1410 330 130 610 160 Future Volume (veh/h) 240 530 130 240 310 180 240 1410 330 130 610 160 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 247 546 134 247 320 186 247 1454 340 134 629 165 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 291 629 277 291 384 218 270 1648 734 156 1420 633 Arrive On Green 0.08 0.18 0.18 0.08 0.18 0.18 0.15 0.46 0.46 0.09 0.40 0.40 Sat Flow, veh/h 3483 3582 1576 3483 2186 1239 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 247 546 134 247 261 245 247 1454 340 134 629 165 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1634 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 10.5 22.2 11.5 10.5 21.1 21.8 20.3 55.3 21.9 11.0 19.3 10.4 Cycle Q Clear(g_c), s 10.5 22.2 11.5 10.5 21.1 21.8 20.3 55.3 21.9 11.0 19.3 10.4 Prop In Lane 1.00 1.00 1.00 0.76 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 291 629 277 291 315 287 270 1648 734 156 1420 633 V/C Ratio(X) 0.85 0.87 0.48 0.85 0.83 0.85 0.91 0.88 0.46 0.86 0.44 0.26 Avail Cap(c_a), veh/h 302 812 357 302 406 370 383 1648 734 180 1420 633 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.8 60.1 55.7 67.8 59.6 60.0 62.8 36.8 27.8 67.6 33.1 30.5 Incr Delay (d2), s/veh 18.3 6.7 0.5 18.3 8.5 11.8 17.1 7.2 2.1 26.5 1.0 1.0 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 5.4 10.6 4.6 5.4 10.3 10.0 10.5 25.1 8.8 6.2 8.5 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 86.1 66.8 56.2 86.1 68.2 71.8 79.9 44.0 29.9 94.1 34.1 31.5 LnGrp LOS F E E F E E E D C F C C
Approach Vol, veh/h 927 753 2041 928
Approach Delay, s/veh 70.4 75.2 46.0 42.3
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.6 65.0 16.5 31.8 17.0 74.5 16.5 31.8 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 52.0 13.0 34.0 15.0 69.0 13.0 34.0 Max Q Clear Time (g_c+I1), s 22.3 21.3 12.5 23.8 13.0 57.3 12.5 24.2 Green Ext Time (p_c), s 0.2 7.3 0.0 1.5 0.0 9.4 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 54.9
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 672 133 342 729 191 173 435 332 474 1591 193 Future Volume (veh/h) 104 672 133 342 729 191 173 435 332 474 1591 193 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.89 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 104 672 133 342 729 191 173 435 332 474 1591 193 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, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 205 739 293 346 884 385 195 956 443 501 2085 252 Arrive On Green 0.06 0.21 0.21 0.10 0.25 0.25 0.11 0.28 0.28 0.28 0.45 0.45 Sat Flow, veh/h 3456 3554 1407 3456 3554 1548 1781 3404 1578 1781 4612 558 Grp Volume(v), veh/h 104 672 133 342 729 191 173 435 332 474 1174 610 Grp Sat Flow(s),veh/h/ln 1728 1777 1407 1728 1777 1548 1781 1702 1578 1781 1702 1766 Q Serve(g_s), s 4.4 27.7 12.4 14.8 29.1 15.9 14.4 15.8 28.7 39.1 43.2 43.4 Cycle Q Clear(g_c), s 4.4 27.7 12.4 14.8 29.1 15.9 14.4 15.8 28.7 39.1 43.2 43.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.32
Lane Grp Cap(c), veh/h 205 739 293 346 884 385 195 956 443 501 1539 799 V/C Ratio(X) 0.51 0.91 0.45 0.99 0.82 0.50 0.89 0.46 0.75 0.95 0.76 0.76 Avail Cap(c_a), veh/h 207 817 324 346 959 418 226 956 443 594 1539 799 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 58.0 51.9 67.4 53.2 48.3 65.8 44.5 49.1 52.8 34.3 34.4 Incr Delay (d2), s/veh 0.8 12.5 0.4 45.4 5.0 0.4 28.9 0.5 7.4 22.5 3.6 6.9 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 1.9 13.6 4.4 8.7 13.4 6.1 8.0 6.7 12.1 20.3 18.2 19.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.2 70.5 52.4 112.9 58.2 48.6 94.7 45.0 56.5 75.3 38.0 41.3 LnGrp LOS E E D F E D F D E E D D
Approach Vol, veh/h 909 1262 940 2258
Approach Delay, s/veh 67.7 71.6 58.2 46.7
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 20.5 73.8 19.0 36.7 46.2 48.1 12.9 42.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 19.0 62.0 15.0 34.5 50.0 31.0 9.0 40.5 Max Q Clear Time (g_c+I1), s 16.4 45.4 16.8 29.7 41.1 30.7 6.4 31.1 Green Ext Time (p_c), s 0.1 12.9 0.0 1.5 1.1 0.2 0.0 2.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 58.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 274 20 550 40 50 30 160 615 20 20 2189 312 Future Volume (veh/h) 274 20 550 40 50 30 160 615 20 20 2189 312 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 282 21 0 41 52 31 165 634 21 21 2257 322 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 333 179 117 71 42 131 2367 1056 76 2259 1008 Arrive On Green 0.10 0.10 0.00 0.07 0.06 0.06 0.07 0.67 0.67 0.04 0.64 0.64 Sat Flow, veh/h 3456 1870 1585 1781 1098 655 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 282 21 0 41 0 83 165 634 21 21 2257 322 Grp Sat Flow(s),veh/h/ln 1728 1870 1585 1781 0 1753 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.0 1.5 0.0 3.3 0.0 7.0 11.0 10.9 0.7 1.7 95.1 13.9 Cycle Q Clear(g_c), s 12.0 1.5 0.0 3.3 0.0 7.0 11.0 10.9 0.7 1.7 95.1 13.9 Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 333 179 117 0 113 131 2367 1056 76 2259 1008 V/C Ratio(X) 0.85 0.12 0.35 0.00 0.73 1.26 0.27 0.02 0.28 1.00 0.32 Avail Cap(c_a), veh/h 438 449 143 0 339 131 2367 1056 131 2259 1008 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 66.7 62.1 0.0 67.0 0.0 68.9 69.5 10.2 8.5 69.5 27.3 12.5 Incr Delay (d2), s/veh 11.3 0.3 0.0 1.8 0.0 8.8 165.7 0.1 0.0 0.7 18.7 0.8 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 5.8 0.7 0.0 1.6 0.0 3.4 11.0 4.0 0.2 0.8 41.8 5.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 77.9 62.3 0.0 68.8 0.0 77.7 235.2 10.3 8.5 70.3 46.0 13.3 LnGrp LOS E E E E F B A E D B
Approach Vol, veh/h 303 124 820 2600
Approach Delay, s/veh 76.9 74.8 55.5 42.2
Approach LOS E E E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 101.3 13.8 19.8 10.4 105.9 18.5 15.2 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 11.0 71.5 12.0 36.0 11.0 71.5 19.0 29.0 Max Q Clear Time (g_c+I1), s 13.0 97.1 5.3 3.5 3.7 12.9 14.0 9.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 0.0 6.8 0.4 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 48.8
HCM 6th LOS D
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 80 491 150 250 0 124 695 50 10 1541 100 Future Volume (veh/h) 140 80 491 150 250 0 124 695 50 10 1541 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 146 83 511 156 260 0 129 724 52 10 1605 104 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 168 486 411 154 472 0 275 1779 794 40 1577 703 Arrive On Green 0.09 0.26 0.26 0.09 0.25 0.00 0.08 0.50 0.50 0.02 0.44 0.44 Sat Flow, veh/h 1781 1870 1581 1781 1870 0 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 146 83 511 156 260 0 129 724 52 10 1605 104 Grp Sat Flow(s),veh/h/ln 1781 1870 1581 1781 1870 0 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.1 5.2 39.0 13.0 18.1 0.0 5.4 19.2 2.5 0.8 66.6 5.9 Cycle Q Clear(g_c), s 12.1 5.2 39.0 13.0 18.1 0.0 5.4 19.2 2.5 0.8 66.6 5.9 Prop In Lane 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 168 486 411 154 472 0 275 1779 794 40 1577 703 V/C Ratio(X) 0.87 0.17 1.24 1.01 0.55 0.00 0.47 0.41 0.07 0.25 1.02 0.15 Avail Cap(c_a), veh/h 190 486 411 154 472 0 276 1779 794 119 1577 703 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) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.0 43.0 55.5 68.5 48.7 0.0 66.0 23.5 19.3 72.0 41.7 24.8 Incr Delay (d2), s/veh 27.9 0.1 128.3 75.2 0.8 0.0 0.5 0.7 0.2 1.2 27.2 0.1 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 6.8 2.4 30.3 9.2 8.7 0.0 2.3 8.0 1.0 0.4 33.8 2.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 94.9 43.0 183.8 143.7 49.5 0.0 66.5 24.2 19.5 73.2 69.0 25.0 LnGrp LOS F D F F D E C B E F C
Approach Vol, veh/h 740 416 905 1719
Approach Delay, s/veh 150.5 84.8 29.9 66.3
Approach LOS F F C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 81.1 17.0 44.5 15.9 72.6 18.1 43.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 10.0 68.5 13.0 39.0 12.0 66.5 16.0 36.0 Max Q Clear Time (g_c+I1), s 2.8 21.2 15.0 41.0 7.4 68.6 14.1 20.1 Green Ext Time (p_c), s 0.0 8.1 0.0 0.0 0.1 0.0 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 76.1
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 374 472 116 290 659 120 132 493 170 252 1095 476 Future Volume (veh/h) 374 472 116 290 659 120 132 493 170 252 1095 476 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 398 502 123 309 701 128 140 524 181 268 1165 506 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 448 1445 552 357 1114 201 230 1869 577 315 1995 618 Arrive On Green 0.13 0.28 0.28 0.10 0.26 0.26 0.07 0.37 0.37 0.09 0.39 0.39 Sat Flow, veh/h 3456 5106 1578 3456 4342 784 3456 5106 1577 3456 5106 1583 Grp Volume(v), veh/h 398 502 123 309 548 281 140 524 181 268 1165 506 Grp Sat Flow(s),veh/h/ln 1728 1702 1578 1728 1702 1722 1728 1702 1577 1728 1702 1583 Q Serve(g_s), s 17.0 11.7 8.2 13.2 21.4 21.8 5.9 10.9 12.3 11.5 27.0 43.0 Cycle Q Clear(g_c), s 17.0 11.7 8.2 13.2 21.4 21.8 5.9 10.9 12.3 11.5 27.0 43.0 Prop In Lane 1.00 1.00 1.00 0.46 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 448 1445 552 357 874 442 230 1869 577 315 1995 618 V/C Ratio(X) 0.89 0.35 0.22 0.87 0.63 0.64 0.61 0.28 0.31 0.85 0.58 0.82 Avail Cap(c_a), veh/h 576 1481 563 461 874 442 253 1869 577 415 1995 618 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.2 42.8 34.4 66.2 49.4 49.5 68.1 33.6 34.1 67.2 36.1 40.9 Incr Delay (d2), s/veh 11.3 0.2 0.3 10.9 3.4 6.8 2.1 0.1 0.4 9.9 1.3 11.5 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 8.1 5.0 3.2 6.3 9.4 10.1 2.6 4.5 4.8 5.4 11.2 18.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 75.5 43.0 34.7 77.2 52.8 56.4 70.3 33.7 34.5 77.1 37.3 52.4 LnGrp LOS E D C E D E E C C E D D
Approach Vol, veh/h 1023 1138 845 1939
Approach Delay, s/veh 54.6 60.3 39.9 46.8
Approach LOS D E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.0 65.6 24.4 45.0 18.7 61.9 20.5 49.0 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 11.0 52.0 25.0 38.5 18.0 45.0 20.0 43.5 Max Q Clear Time (g_c+I1), s 7.9 45.0 19.0 23.8 13.5 14.3 15.2 13.7 Green Ext Time (p_c), s 0.1 5.6 0.4 6.0 0.2 6.1 0.3 5.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 50.3
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Cumulative+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 1024 240 142 1462 197 263 137 73 191 276 80 Future Volume (veh/h) 50 1024 240 142 1462 197 263 137 73 191 276 80 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 1113 261 154 1589 214 286 149 79 208 300 87 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 2269 697 178 1734 773 254 385 323 204 331 276 Arrive On Green 0.06 0.44 0.44 0.10 0.49 0.49 0.14 0.21 0.21 0.11 0.18 0.18 Sat Flow, veh/h 1781 5106 1569 1781 3554 1583 1781 1870 1569 1781 1870 1561 Grp Volume(v), veh/h 54 1113 261 154 1589 214 286 149 79 208 300 87 Grp Sat Flow(s),veh/h/ln 1781 1702 1569 1781 1777 1583 1781 1870 1569 1781 1870 1561 Q Serve(g_s), s 4.1 21.7 15.5 11.9 58.0 11.2 20.0 9.6 5.9 16.0 22.0 6.8 Cycle Q Clear(g_c), s 4.1 21.7 15.5 11.9 58.0 11.2 20.0 9.6 5.9 16.0 22.0 6.8 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 100 2269 697 178 1734 773 254 385 323 204 331 276 V/C Ratio(X) 0.54 0.49 0.37 0.87 0.92 0.28 1.12 0.39 0.24 1.02 0.91 0.31 Avail Cap(c_a), veh/h 115 2269 697 254 1734 773 254 468 392 204 414 346 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.3 27.6 25.9 62.1 33.2 21.2 60.0 48.0 46.5 62.0 56.5 50.2 Incr Delay (d2), s/veh 1.7 0.2 0.3 14.4 9.2 0.9 93.9 0.2 0.1 68.8 18.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 8.7 5.9 6.0 26.0 4.4 15.6 4.5 2.3 11.1 12.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 65.9 27.8 26.2 76.5 42.3 22.1 153.9 48.2 46.7 130.8 74.5 50.4 LnGrp LOS E C C E D C F D D F E D
Approach Vol, veh/h 1428 1957 514 595
Approach Delay, s/veh 28.9 42.8 106.8 90.7
Approach LOS C D F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 11.9 73.8 20.0 34.3 18.0 67.7 24.0 30.3 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 9.0 61.0 16.0 35.0 20.0 50.0 20.0 31.0 Max Q Clear Time (g_c+I1), s 6.1 60.0 18.0 11.6 13.9 23.7 22.0 24.0 Green Ext Time (p_c), s 0.0 0.9 0.0 0.6 0.1 9.6 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay, s/veh 52.1
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Cumulative+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 306 177 80 882 30 193 100 40 160 310 190 Future Volume (veh/h) 30 306 177 80 882 30 193 100 40 160 310 190 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 32 322 186 84 928 32 203 105 42 168 326 200 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 61 687 388 107 1190 41 235 443 177 200 357 219 Arrive On Green 0.03 0.31 0.31 0.06 0.34 0.34 0.13 0.35 0.35 0.11 0.33 0.33 Sat Flow, veh/h 1781 2188 1236 1781 3501 121 1781 1270 508 1781 1085 666 Grp Volume(v), veh/h 32 260 248 84 471 489 203 0 147 168 0 526 Grp Sat Flow(s),veh/h/ln 1781 1777 1648 1781 1777 1845 1781 0 1778 1781 0 1751 Q Serve(g_s), s 1.9 12.5 12.9 4.9 25.3 25.3 11.9 0.0 6.2 9.8 0.0 30.6 Cycle Q Clear(g_c), s 1.9 12.5 12.9 4.9 25.3 25.3 11.9 0.0 6.2 9.8 0.0 30.6 Prop In Lane 1.00 0.75 1.00 0.07 1.00 0.29 1.00 0.38
Lane Grp Cap(c), veh/h 61 558 518 107 604 627 235 0 620 200 0 576 V/C Ratio(X) 0.52 0.47 0.48 0.78 0.78 0.78 0.86 0.00 0.24 0.84 0.00 0.91 Avail Cap(c_a), veh/h 101 712 660 218 829 861 352 0 863 386 0 882 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.4 29.2 29.4 49.2 31.5 31.5 45.2 0.0 24.5 46.2 0.0 34.2 Incr Delay (d2), s/veh 2.5 0.9 1.0 4.6 4.1 3.9 9.4 0.0 0.1 3.7 0.0 7.1 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 0.9 5.3 5.1 2.3 11.2 11.6 5.8 0.0 2.6 4.5 0.0 13.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.9 30.1 30.4 53.8 35.6 35.4 54.5 0.0 24.6 49.9 0.0 41.3 LnGrp LOS D C C D D D D C D D
Approach Vol, veh/h 540 1044 350 694
Approach Delay, s/veh 31.6 37.0 42.0 43.4
Approach LOS C D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 10.4 38.3 18.0 39.4 7.7 41.1 15.9 41.5 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 13.0 42.5 21.0 53.5 6.0 49.5 23.0 51.5 Max Q Clear Time (g_c+I1), s 6.9 14.9 13.9 32.6 3.9 27.3 11.8 8.2 Green Ext Time (p_c), s 0.0 4.6 0.2 2.3 0.0 8.8 0.2 0.6 Intersection Summary
HCM 6th Ctrl Delay, s/veh 38.2
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Cumulative+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 209 342 181 70 1010 56 63 120 20 121 371 768 Future Volume (veh/h) 209 342 181 70 1010 56 63 120 20 121 371 768 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 220 360 191 74 1063 59 66 126 21 127 391 808 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 221 853 445 90 1044 58 70 133 22 159 490 557 Arrive On Green 0.12 0.38 0.38 0.05 0.30 0.30 0.12 0.12 0.12 0.35 0.35 0.35 Sat Flow, veh/h 1795 2273 1186 1795 3450 191 565 1079 180 457 1406 1598 Grp Volume(v), veh/h 220 282 269 74 552 570 213 0 0 518 0 808 Grp Sat Flow(s),veh/h/ln 1795 1791 1668 1795 1791 1851 1825 0 0 1862 0 1598 Q Serve(g_s), s 23.9 22.8 23.4 8.0 59.0 59.0 22.6 0.0 0.0 48.9 0.0 68.0 Cycle Q Clear(g_c), s 23.9 22.8 23.4 8.0 59.0 59.0 22.6 0.0 0.0 48.9 0.0 68.0 Prop In Lane 1.00 0.71 1.00 0.10 0.31 0.10 0.25 1.00
Lane Grp Cap(c), veh/h 221 672 626 90 542 560 225 0 0 649 0 557 V/C Ratio(X) 1.00 0.42 0.43 0.82 1.02 1.02 0.95 0.00 0.00 0.80 0.00 1.45 Avail Cap(c_a), veh/h 221 672 626 138 542 560 225 0 0 649 0 557 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 85.4 45.2 45.3 91.7 68.0 68.0 84.9 0.0 0.0 57.3 0.0 63.5 Incr Delay (d2), s/veh 59.2 0.6 0.7 11.6 43.3 42.8 45.3 0.0 0.0 6.4 0.0 212.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.8 10.4 10.0 4.0 33.4 34.5 13.5 0.0 0.0 24.2 0.0 60.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 144.6 45.8 46.0 103.3 111.3 110.8 130.2 0.0 0.0 63.7 0.0 276.1 LnGrp LOS F D D F F F F E F
Approach Vol, veh/h 771 1196 213 1326
Approach Delay, s/veh 74.1 110.6 130.2 193.1
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.8 78.2 29.0 29.0 64.0 73.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 15.0 68.0 24.0 24.0 59.0 68.0 Max Q Clear Time (g_c+I1), s 10.0 25.4 24.6 25.9 61.0 70.0 Green Ext Time (p_c), s 0.0 5.5 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 134.9
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 992 10 40 1620 90 30 10 10 242 20 550 Future Volume (veh/h) 160 992 10 40 1620 90 30 10 10 242 20 550 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 1078 11 43 1761 98 33 11 11 279 0 598 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 178 2285 23 103 1962 109 115 55 55 1056 0 467 Arrive On Green 0.10 0.44 0.44 0.06 0.40 0.40 0.06 0.06 0.06 0.30 0.00 0.30 Sat Flow, veh/h 1781 5212 53 1781 4948 275 1781 858 858 3563 0 1575 Grp Volume(v), veh/h 174 704 385 43 1211 648 33 0 22 279 0 598 Grp Sat Flow(s),veh/h/ln 1781 1702 1861 1781 1702 1819 1781 0 1716 1781 0 1575 Q Serve(g_s), s 13.6 20.5 20.5 3.3 46.6 46.8 2.5 0.0 1.7 8.4 0.0 41.5 Cycle Q Clear(g_c), s 13.6 20.5 20.5 3.3 46.6 46.8 2.5 0.0 1.7 8.4 0.0 41.5 Prop In Lane 1.00 0.03 1.00 0.15 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 178 1492 816 103 1349 721 115 0 110 1056 0 467 V/C Ratio(X) 0.98 0.47 0.47 0.42 0.90 0.90 0.29 0.00 0.20 0.26 0.00 1.28 Avail Cap(c_a), veh/h 178 1492 816 127 1349 721 115 0 110 1056 0 467 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) 0.57 0.57 0.57 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 62.8 27.8 27.8 63.7 39.6 39.6 62.4 0.0 62.1 37.6 0.0 49.2 Incr Delay (d2), s/veh 44.3 0.2 0.3 1.0 9.6 16.3 6.2 0.0 4.0 0.0 0.0 141.9 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 8.3 8.2 9.1 1.5 20.7 23.6 1.3 0.0 0.9 3.7 0.0 34.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 107.1 28.0 28.2 64.6 49.2 56.0 68.7 0.0 66.1 37.6 0.0 191.1 LnGrp LOS F C C E D E E E D F
Approach Vol, veh/h 1263 1902 55 877
Approach Delay, s/veh 39.0 51.9 67.7 142.3
Approach LOS D D E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.1 66.9 47.0 18.0 61.0 14.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 10.0 59.5 41.5 14.0 55.5 9.0 Max Q Clear Time (g_c+I1), s 5.3 22.5 43.5 15.6 48.8 4.5 Green Ext Time (p_c), s 0.0 12.1 0.0 0.0 5.9 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 67.5
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement.

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HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Cumulative+Project AM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 80 771 222 646 1612 50 291 293 249 128 930 102 Future Volume (veh/h) 80 771 222 646 1612 50 291 293 249 128 930 102 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 87 838 241 702 1752 54 316 318 271 139 1011 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 961 275 714 1988 61 253 1087 808 161 1043 114 Arrive On Green 0.06 0.24 0.24 0.21 0.39 0.39 0.07 0.31 0.31 0.09 0.32 0.32 Sat Flow, veh/h 1781 3938 1125 3456 5089 157 3456 3554 1570 1781 3227 354 Grp Volume(v), veh/h 87 724 355 702 1172 634 316 318 271 139 557 565 Grp Sat Flow(s),veh/h/ln 1781 1702 1660 1728 1702 1841 1728 1777 1570 1781 1777 1804 Q Serve(g_s), s 7.2 30.6 30.9 30.3 48.0 48.0 11.0 10.2 15.3 11.5 46.3 46.4 Cycle Q Clear(g_c), s 7.2 30.6 30.9 30.3 48.0 48.0 11.0 10.2 15.3 11.5 46.3 46.4 Prop In Lane 1.00 0.68 1.00 0.09 1.00 1.00 1.00 0.20
Lane Grp Cap(c), veh/h 107 831 405 714 1330 719 253 1087 808 161 574 583 V/C Ratio(X) 0.81 0.87 0.88 0.98 0.88 0.88 1.25 0.29 0.34 0.86 0.97 0.97 Avail Cap(c_a), veh/h 119 874 426 714 1350 730 253 1087 808 214 575 583 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) 1.00 1.00 1.00 0.24 0.24 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 69.7 54.4 54.5 59.2 42.5 42.5 69.5 39.7 21.5 67.3 50.0 50.0 Incr Delay (d2), s/veh 28.1 9.6 18.4 12.7 2.3 4.2 139.7 0.2 0.3 19.1 29.9 29.8 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 4.1 14.0 14.8 14.3 20.1 22.2 9.7 4.5 5.8 6.1 25.3 25.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 97.7 64.0 73.0 71.9 44.8 46.6 209.2 39.9 21.9 86.4 79.9 79.9 LnGrp LOS F E E E D D F D C F E E
Approach Vol, veh/h 1166 2508 905 1261
Approach Delay, s/veh 69.3 52.8 93.6 80.6
Approach LOS E D F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 36.0 42.1 18.6 51.4 14.0 64.1 16.0 54.0 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 31.0 38.5 18.0 41.5 10.0 59.5 11.0 48.5 Max Q Clear Time (g_c+I1), s 32.3 32.9 13.5 17.3 9.2 50.0 13.0 48.4 Green Ext Time (p_c), s 0.0 3.7 0.1 4.3 0.0 8.0 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 68.4
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Cumulative+Project AM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 381 370 508 454 80 90 456 133 90 1709 145 Future Volume (veh/h) 152 381 370 508 454 80 90 456 133 90 1709 145 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 155 389 378 518 463 82 92 465 136 92 1744 148 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 806 358 484 904 159 116 1569 699 116 1569 698 Arrive On Green 0.07 0.23 0.23 0.14 0.30 0.30 0.07 0.44 0.44 0.07 0.44 0.44 Sat Flow, veh/h 3456 3554 1579 3456 3012 530 1781 3554 1584 1781 3554 1582 Grp Volume(v), veh/h 155 389 378 518 272 273 92 465 136 92 1744 148 Grp Sat Flow(s),veh/h/ln 1728 1777 1579 1728 1777 1766 1781 1777 1584 1781 1777 1582 Q Serve(g_s), s 6.6 14.3 34.0 21.0 19.0 19.2 7.6 12.6 7.9 7.6 66.2 8.6 Cycle Q Clear(g_c), s 6.6 14.3 34.0 21.0 19.0 19.2 7.6 12.6 7.9 7.6 66.2 8.6 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 230 806 358 484 533 530 116 1569 699 116 1569 698 V/C Ratio(X) 0.67 0.48 1.06 1.07 0.51 0.52 0.79 0.30 0.19 0.79 1.11 0.21 Avail Cap(c_a), veh/h 253 806 358 484 533 530 119 1569 699 178 1569 698 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.4 50.4 58.0 64.5 43.4 43.5 69.1 26.9 25.6 69.1 41.9 25.8 Incr Delay (d2), s/veh 4.5 0.2 63.2 61.1 0.3 0.4 26.8 0.5 0.6 6.1 59.9 0.7 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 3.0 6.4 19.7 13.3 8.4 8.5 4.3 5.4 3.1 3.7 41.0 3.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 72.9 50.5 121.2 125.6 43.7 43.9 95.9 27.4 26.2 75.2 101.8 26.5 LnGrp LOS E D F F D D F C C E F C
Approach Vol, veh/h 922 1063 693 1984
Approach Delay, s/veh 83.3 83.7 36.3 94.9
Approach LOS F F D F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 13.8 71.7 14.0 50.5 13.8 71.7 25.0 39.5 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 10.0 66.0 11.0 44.0 15.0 61.0 21.0 34.0 Max Q Clear Time (g_c+I1), s 9.6 68.2 8.6 21.2 9.6 14.6 23.0 36.0 Green Ext Time (p_c), s 0.0 0.0 0.1 2.0 0.0 5.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 81.3
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
1: Treat Blvd & Oak Grove Rd Cumulative+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 428 549 159 307 608 391 227 1553 304 228 761 266 Future Volume (veh/h) 428 549 159 307 608 391 227 1553 304 228 761 266 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 441 566 164 316 627 403 234 1601 313 235 785 274 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 464 811 349 361 704 304 259 1726 335 251 1493 517 Arrive On Green 0.13 0.23 0.23 0.10 0.20 0.20 0.14 0.40 0.40 0.14 0.40 0.40 Sat Flow, veh/h 3483 3582 1542 3483 3582 1546 1795 4314 838 1795 3772 1305 Grp Volume(v), veh/h 441 566 164 316 627 403 234 1271 643 235 713 346 Grp Sat Flow(s),veh/h/ln 1742 1791 1542 1742 1791 1546 1795 1716 1721 1795 1716 1646 Q Serve(g_s), s 18.8 21.8 13.8 13.4 25.6 29.5 19.2 53.0 53.7 19.4 23.8 24.1 Cycle Q Clear(g_c), s 18.8 21.8 13.8 13.4 25.6 29.5 19.2 53.0 53.7 19.4 23.8 24.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.49 1.00 0.79
Lane Grp Cap(c), veh/h 464 811 349 361 704 304 259 1372 688 251 1358 651 V/C Ratio(X) 0.95 0.70 0.47 0.88 0.89 1.33 0.90 0.93 0.93 0.93 0.53 0.53 Avail Cap(c_a), veh/h 464 811 349 395 704 304 347 1372 688 251 1358 651 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 64.5 53.3 50.2 66.3 58.7 60.3 63.2 42.9 43.1 63.8 34.6 34.7 Incr Delay (d2), s/veh 29.0 2.2 0.4 17.1 13.1 167.4 21.4 12.1 21.5 39.4 0.5 1.1 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 10.1 10.0 5.3 6.8 12.7 25.5 10.2 24.2 26.3 11.5 9.9 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 93.5 55.5 50.6 83.4 71.7 227.7 84.6 55.0 64.6 103.2 35.1 35.7 LnGrp LOS F E D F E F F D E F D D
Approach Vol, veh/h 1171 1346 2148 1294
Approach Delay, s/veh 69.2 121.2 61.1 47.6
Approach LOS E F E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 25.6 65.4 19.5 39.5 25.0 66.0 24.0 35.0 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 29.0 52.0 17.0 32.5 21.0 60.0 20.0 29.5 Max Q Clear Time (g_c+I1), s 21.2 26.1 15.4 23.8 21.4 55.7 20.8 31.5 Green Ext Time (p_c), s 0.4 10.5 0.1 1.9 0.0 3.9 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 73.3
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
2: Ygnacio Valley Rd & Cowell Rd/Montecito Dr Cumulative+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 649 40 210 20 20 20 290 2320 40 30 765 376 Future Volume (veh/h) 649 40 210 20 20 20 290 2320 40 30 765 376 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 669 41 0 21 21 21 299 2392 41 31 789 388 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 738 415 84 48 48 322 1969 878 95 1517 677
Arrive On Green 0.21 0.22 0.00 0.05 0.06 0.06 0.18 0.55 0.55 0.05 0.42 0.42 Sat Flow, veh/h 3483 1885 1598 1795 865 865 1795 3582 1598 1795 3582 1598 Grp Volume(v), veh/h 669 41 0 21 0 42 299 2392 41 31 789 388 Grp Sat Flow(s),veh/h/ln 1742 1885 1598 1795 0 1730 1795 1791 1598 1795 1791 1598 Q Serve(g_s), s 28.1 2.6 0.0 1.7 0.0 3.5 24.6 82.5 1.8 2.5 24.4 27.7 Cycle Q Clear(g_c), s 28.1 2.6 0.0 1.7 0.0 3.5 24.6 82.5 1.8 2.5 24.4 27.7 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 738 415 84 0 95 322 1969 878 95 1517 677 V/C Ratio(X) 0.91 0.10 0.25 0.00 0.44 0.93 1.21 0.05 0.32 0.52 0.57 Avail Cap(c_a), veh/h 882 452 144 0 115 443 1969 878 132 1517 677 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) 1.00 1.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.7 46.6 0.0 69.0 0.0 68.6 60.6 33.8 15.6 68.4 32.0 32.9 Incr Delay (d2), s/veh 11.5 0.1 0.0 1.5 0.0 3.2 18.5 101.5 0.0 0.7 1.3 3.5 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 13.5 1.2 0.0 0.8 0.0 1.7 12.6 61.0 0.7 1.2 10.6 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 69.2 46.7 0.0 70.5 0.0 71.8 79.1 135.3 15.6 69.1 33.2 36.4 LnGrp LOS E D E E E F B E C D
Approach Vol, veh/h 710 63 2732 1208
Approach Delay, s/veh 67.9 71.4 127.3 35.2
Approach LOS E E F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 30.9 69.5 11.0 38.6 12.0 88.5 35.8 13.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 37.0 45.5 12.0 36.0 11.0 71.5 38.0 10.0 Max Q Clear Time (g_c+I1), s 26.6 29.7 3.7 4.6 4.5 84.5 30.1 5.5 Green Ext Time (p_c), s 0.3 7.9 0.0 0.2 0.0 0.0 1.7 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 94.0
HCM 6th LOS F
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

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HCM 6th Signalized Intersection Summary Concord AFFH
3: Ygnacio Valley Rd & Ayers Rd/Campus Dr Cumulative+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 10 229 10 10 10 484 2415 50 10 852 110 Future Volume (veh/h) 70 10 229 10 10 10 484 2415 50 10 852 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 71 10 234 10 10 10 494 2464 51 10 869 112 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 113 302 256 41 103 103 541 2380 1048 41 1905 850 Arrive On Green 0.06 0.16 0.16 0.02 0.12 0.12 0.16 0.66 0.66 0.02 0.53 0.53 Sat Flow, veh/h 1795 1885 1598 1795 865 865 3483 3582 1577 1795 3582 1598 Grp Volume(v), veh/h 71 10 234 10 0 20 494 2464 51 10 869 112 Grp Sat Flow(s),veh/h/ln 1795 1885 1598 1795 0 1730 1742 1791 1577 1795 1791 1598 Q Serve(g_s), s 5.8 0.7 21.6 0.8 0.0 1.5 20.9 99.7 1.7 0.8 22.5 5.3 Cycle Q Clear(g_c), s 5.8 0.7 21.6 0.8 0.0 1.5 20.9 99.7 1.7 0.8 22.5 5.3 Prop In Lane 1.00 1.00 1.00 0.50 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 113 302 256 41 0 207 541 2380 1048 41 1905 850 V/C Ratio(X) 0.63 0.03 0.92 0.25 0.00 0.10 0.91 1.04 0.05 0.25 0.46 0.13 Avail Cap(c_a), veh/h 180 522 442 144 0 444 604 2380 1048 144 1905 850 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) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 68.5 53.2 62.0 72.0 0.0 58.8 62.4 25.2 8.7 72.0 21.7 17.7 Incr Delay (d2), s/veh 2.1 0.0 8.4 1.1 0.0 0.1 16.4 28.3 0.1 1.1 0.2 0.1 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 2.7 0.3 9.5 0.4 0.0 0.7 10.3 46.3 0.6 0.4 9.2 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 70.6 53.2 70.4 73.2 0.0 58.9 78.8 53.5 8.8 73.2 21.9 17.8 LnGrp LOS E D E E E E F A E C B
Approach Vol, veh/h 315 30 3009 991
Approach Delay, s/veh 69.9 63.7 56.9 22.0
Approach LOS E E E C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.4 105.7 7.4 29.5 27.3 85.8 13.5 23.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.5 4.0 6.0 4.0 5.5 Max Green Setting (Gmax), s 12.0 65.0 12.0 41.5 26.0 51.0 15.0 38.5 Max Q Clear Time (g_c+I1), s 2.8 101.7 2.8 23.6 22.9 24.5 7.8 3.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.4 0.4 9.2 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay, s/veh 49.9
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
4: Ygnacio Valley Rd/Kirker Pass Rd & Clayton Rd Cumulative+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 725 595 109 190 494 131 197 1658 230 191 454 342 Future Volume (veh/h) 725 595 109 190 494 131 197 1658 230 191 454 342 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 0.99 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 755 620 114 198 515 136 205 1727 240 199 473 356 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 720 1569 597 279 725 186 251 2016 620 232 1988 614 Arrive On Green 0.21 0.30 0.30 0.08 0.18 0.18 0.07 0.39 0.39 0.07 0.39 0.39 Sat Flow, veh/h 3483 5147 1580 3483 4069 1045 3483 5147 1583 3483 5147 1589 Grp Volume(v), veh/h 755 620 114 198 432 219 205 1727 240 199 473 356 Grp Sat Flow(s),veh/h/ln 1742 1716 1580 1742 1716 1682 1742 1716 1583 1742 1716 1589 Q Serve(g_s), s 31.0 14.3 7.3 8.3 17.8 18.5 8.7 46.1 16.3 8.5 9.3 26.6 Cycle Q Clear(g_c), s 31.0 14.3 7.3 8.3 17.8 18.5 8.7 46.1 16.3 8.5 9.3 26.6 Prop In Lane 1.00 1.00 1.00 0.62 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 720 1569 597 279 611 300 251 2016 620 232 1988 614 V/C Ratio(X) 1.05 0.40 0.19 0.71 0.71 0.73 0.82 0.86 0.39 0.86 0.24 0.58 Avail Cap(c_a), veh/h 720 1818 674 325 823 404 325 2016 620 232 1988 614 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.5 41.2 31.4 67.3 57.9 58.2 68.6 41.8 32.7 69.3 31.1 36.4 Incr Delay (d2), s/veh 47.1 0.2 0.2 4.3 2.4 5.7 9.2 4.9 1.8 24.7 0.3 4.0 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 18.2 6.0 2.8 3.8 7.8 8.3 4.1 19.8 6.5 4.5 3.9 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 106.6 41.4 31.6 71.6 60.3 63.9 77.8 46.7 34.5 94.0 31.4 40.4 LnGrp LOS F D C E E E E D C F C D
Approach Vol, veh/h 1489 849 2172 1028
Approach Delay, s/veh 73.7 63.9 48.3 46.6
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.8 65.0 36.0 33.2 15.0 65.8 17.0 52.2 Change Period (Y+Rc), s 5.0 7.0 5.0 6.5 5.0 7.0 5.0 6.5 Max Green Setting (Gmax), s 14.0 45.5 31.0 36.0 10.0 49.5 14.0 53.0 Max Q Clear Time (g_c+I1), s 10.7 28.6 33.0 20.5 10.5 48.1 10.3 16.3 Green Ext Time (p_c), s 0.1 5.5 0.0 4.8 0.0 1.3 0.1 7.1 Intersection Summary
HCM 6th Ctrl Delay, s/veh 57.2
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

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HCM 6th Signalized Intersection Summary Concord AFFH
5: Ayers Rd & Clayton Rd Cumulative+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 1478 160 91 894 224 196 388 147 143 95 70 Future Volume (veh/h) 170 1478 160 91 894 224 196 388 147 143 95 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.97 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 177 1540 167 95 931 233 204 404 153 149 99 73 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 201 2409 737 117 1509 671 228 443 365 173 385 326 Arrive On Green 0.11 0.47 0.47 0.07 0.42 0.42 0.13 0.23 0.23 0.10 0.20 0.20 Sat Flow, veh/h 1795 5147 1574 1795 3582 1594 1795 1885 1553 1795 1885 1598 Grp Volume(v), veh/h 177 1540 167 95 931 233 204 404 153 149 99 73 Grp Sat Flow(s),veh/h/ln 1795 1716 1574 1795 1791 1594 1795 1885 1553 1795 1885 1598 Q Serve(g_s), s 13.6 31.8 8.8 7.3 28.5 13.9 15.7 29.2 11.7 11.5 6.2 5.3 Cycle Q Clear(g_c), s 13.6 31.8 8.8 7.3 28.5 13.9 15.7 29.2 11.7 11.5 6.2 5.3 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 201 2409 737 117 1509 671 228 443 365 173 385 326 V/C Ratio(X) 0.88 0.64 0.23 0.81 0.62 0.35 0.90 0.91 0.42 0.86 0.26 0.22 Avail Cap(c_a), veh/h 256 2409 737 167 1509 671 269 518 427 218 465 394 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.2 28.3 22.2 64.6 31.7 27.5 60.2 52.1 45.4 62.4 46.8 46.4 Incr Delay (d2), s/veh 20.6 0.6 0.2 12.2 1.9 1.4 24.7 17.4 0.3 20.5 0.1 0.1 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 7.3 12.8 3.4 3.7 12.5 5.6 8.7 15.8 4.6 6.2 2.9 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 81.8 28.8 22.3 76.8 33.6 28.9 84.9 69.6 45.7 82.8 46.9 46.6 LnGrp LOS F C C E C C F E D F D D
Approach Vol, veh/h 1884 1259 761 321
Approach Delay, s/veh 33.2 36.0 68.9 63.5
Approach LOS C D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 19.7 64.5 17.5 38.4 13.1 71.0 21.8 34.1 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 20.0 45.5 17.0 38.5 13.0 52.5 21.0 34.5 Max Q Clear Time (g_c+I1), s 15.6 30.5 13.5 31.2 9.3 33.8 17.7 8.2 Green Ext Time (p_c), s 0.1 6.2 0.1 1.2 0.0 10.9 0.1 0.4 Intersection Summary
HCM 6th Ctrl Delay, s/veh 42.8
HCM 6th LOS D

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HCM 6th Signalized Intersection Summary Concord AFFH
6: Ayers Rd & Concord Blvd Cumulative+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 492 168 60 323 110 211 480 60 10 70 40 Future Volume (veh/h) 130 492 168 60 323 110 211 480 60 10 70 40 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 138 523 179 64 344 117 224 511 64 11 74 43 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 177 801 273 111 708 237 273 592 74 30 251 146 Arrive On Green 0.10 0.31 0.31 0.06 0.27 0.27 0.15 0.36 0.36 0.02 0.22 0.22 Sat Flow, veh/h 1795 2621 893 1795 2635 882 1795 1642 206 1795 1118 650 Grp Volume(v), veh/h 138 357 345 64 232 229 224 0 575 11 0 117 Grp Sat Flow(s),veh/h/ln 1795 1791 1723 1795 1791 1726 1795 0 1848 1795 0 1768 Q Serve(g_s), s 5.1 11.8 11.9 2.4 7.4 7.6 8.3 0.0 19.8 0.4 0.0 3.8 Cycle Q Clear(g_c), s 5.1 11.8 11.9 2.4 7.4 7.6 8.3 0.0 19.8 0.4 0.0 3.8 Prop In Lane 1.00 0.52 1.00 0.51 1.00 0.11 1.00 0.37
Lane Grp Cap(c), veh/h 177 547 526 111 481 464 273 0 666 30 0 397 V/C Ratio(X) 0.78 0.65 0.66 0.58 0.48 0.49 0.82 0.00 0.86 0.37 0.00 0.29 Avail Cap(c_a), veh/h 578 1192 1146 289 904 871 814 0 1824 158 0 1099 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.1 20.6 20.6 31.2 21.0 21.1 28.1 0.0 20.3 33.3 0.0 22.0 Incr Delay (d2), s/veh 2.8 1.9 2.0 1.8 1.1 1.2 2.3 0.0 1.3 2.8 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 4.8 4.6 1.0 3.0 3.0 3.6 0.0 8.0 0.2 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.9 22.5 22.6 33.0 22.1 22.2 30.4 0.0 21.7 36.1 0.0 22.2 LnGrp LOS C C C C C C C C D C
Approach Vol, veh/h 840 525 799 128
Approach Delay, s/veh 24.2 23.5 24.1 23.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 8.2 25.9 14.4 19.9 10.7 23.4 5.1 29.1 Change Period (Y+Rc), s 4.0 5.0 4.0 4.5 4.0 5.0 4.0 4.5 Max Green Setting (Gmax), s 11.0 45.5 31.0 42.5 22.0 34.5 6.0 67.5 Max Q Clear Time (g_c+I1), s 4.4 13.9 10.3 5.8 7.1 9.6 2.4 21.8 Green Ext Time (p_c), s 0.0 6.9 0.3 0.4 0.1 3.9 0.0 2.7 Intersection Summary
HCM 6th Ctrl Delay, s/veh 24.0
HCM 6th LOS C

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HCM 6th Signalized Intersection Summary Concord AFFH
7: Bailey Rd & Concord Blvd Cumulative+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 465 627 113 20 372 153 152 359 30 83 123 270 Future Volume (veh/h) 465 627 113 20 372 153 152 359 30 83 123 270 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 479 646 116 21 384 158 157 370 31 86 127 278 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 497 1291 231 38 424 172 163 384 32 97 143 207 Arrive On Green 0.28 0.43 0.43 0.02 0.17 0.17 0.31 0.31 0.31 0.13 0.13 0.13 Sat Flow, veh/h 1795 3032 544 1795 2486 1009 518 1221 102 746 1102 1590 Grp Volume(v), veh/h 479 381 381 21 275 267 558 0 0 213 0 278 Grp Sat Flow(s),veh/h/ln 1795 1791 1784 1795 1791 1704 1841 0 0 1848 0 1590 Q Serve(g_s), s 48.5 28.6 28.7 2.1 27.8 28.4 55.0 0.0 0.0 20.9 0.0 24.0 Cycle Q Clear(g_c), s 48.5 28.6 28.7 2.1 27.8 28.4 55.0 0.0 0.0 20.9 0.0 24.0 Prop In Lane 1.00 0.30 1.00 0.59 0.28 0.06 0.40 1.00
Lane Grp Cap(c), veh/h 497 762 760 38 305 290 578 0 0 240 0 207 V/C Ratio(X) 0.96 0.50 0.50 0.55 0.90 0.92 0.96 0.00 0.00 0.89 0.00 1.34 Avail Cap(c_a), veh/h 555 816 813 58 320 305 609 0 0 240 0 207 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 65.8 38.6 38.7 89.3 75.0 75.2 62.2 0.0 0.0 78.9 0.0 80.2 Incr Delay (d2), s/veh 27.2 0.7 0.7 4.4 26.9 31.2 26.8 0.0 0.0 29.2 0.0 183.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 25.9 12.9 12.9 1.0 15.1 15.0 29.9 0.0 0.0 11.9 0.0 20.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 93.0 39.4 39.4 93.8 101.9 106.4 89.0 0.0 0.0 108.1 0.0 263.4 LnGrp LOS F D D F F F F F F
Approach Vol, veh/h 1241 563 558 491
Approach Delay, s/veh 60.1 103.7 89.0 196.0
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 9.0 83.5 63.0 56.0 36.4 29.0
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 6.0 84.0 61.0 57.0 33.0 24.0 Max Q Clear Time (g_c+I1), s 4.1 30.7 57.0 50.5 30.4 26.0 Green Ext Time (p_c), s 0.0 8.3 0.9 0.5 1.0 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 97.7
HCM 6th LOS F

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HCM 6th Signalized Intersection Summary Concord AFFH
8: Driveway/Bailey Rd & Clayton Rd Cumulative+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 380 1833 20 50 1050 110 40 20 20 175 10 181 Future Volume (veh/h) 380 1833 20 50 1050 110 40 20 20 175 10 181 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 396 1909 21 52 1094 115 42 21 21 189 0 189 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 419 2400 26 111 1351 142 115 56 56 537 0 235 Arrive On Green 0.23 0.46 0.46 0.06 0.29 0.29 0.06 0.06 0.06 0.15 0.00 0.15 Sat Flow, veh/h 1795 5247 58 1795 4727 496 1795 865 865 3591 0 1572 Grp Volume(v), veh/h 396 1248 682 52 794 415 42 0 42 189 0 189 Grp Sat Flow(s),veh/h/ln 1795 1716 1874 1795 1716 1793 1795 0 1730 1795 0 1572 Q Serve(g_s), s 30.4 43.4 43.5 3.9 30.1 30.2 3.1 0.0 3.3 6.6 0.0 16.3 Cycle Q Clear(g_c), s 30.4 43.4 43.5 3.9 30.1 30.2 3.1 0.0 3.3 6.6 0.0 16.3 Prop In Lane 1.00 0.03 1.00 0.28 1.00 0.50 1.00 1.00
Lane Grp Cap(c), veh/h 419 1569 857 111 980 512 115 0 111 537 0 235 V/C Ratio(X) 0.94 0.80 0.80 0.47 0.81 0.81 0.36 0.00 0.38 0.35 0.00 0.80 Avail Cap(c_a), veh/h 487 1666 910 128 980 512 115 0 111 846 0 371 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) 0.24 0.24 0.24 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.8 32.4 32.4 63.4 46.5 46.5 62.8 0.0 62.8 53.4 0.0 57.5 Incr Delay (d2), s/veh 8.5 0.7 1.3 1.1 7.2 13.1 8.7 0.0 9.5 0.1 0.0 3.0 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 14.4 17.6 19.3 1.8 13.6 15.1 1.7 0.0 1.7 3.0 0.0 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 61.3 33.1 33.7 64.6 53.7 59.5 71.4 0.0 72.3 53.6 0.0 60.5 LnGrp LOS E C C E D E E E D E
Approach Vol, veh/h 2326 1261 84 378
Approach Delay, s/veh 38.1 56.1 71.9 57.1
Approach LOS D E E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 12.7 69.5 26.4 36.7 45.5 14.0
Change Period (Y+Rc), s 4.0 5.5 5.5 4.0 5.5 5.0
Max Green Setting (Gmax), s 10.0 68.0 33.0 38.0 40.0 9.0 Max Q Clear Time (g_c+I1), s 5.9 45.5 18.3 32.4 32.2 5.3 Green Ext Time (p_c), s 0.0 17.5 0.6 0.3 5.3 0.0
Intersection Summary
HCM 6th Ctrl Delay, s/veh 46.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Page 190 of 310 ends

HCM 6th Signalized Intersection Summary Concord AFFH
9: Treat Blvd/Denkinger Rd & Clayton Rd Cumulative+Project PM Peak Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 140 1457 210 365 947 86 358 645 570 181 354 112 Future Volume (veh/h) 140 1457 210 365 947 86 358 645 570 181 354 112 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 147 1534 221 384 997 91 377 679 600 191 373 118 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 170 1705 245 435 1946 177 372 907 602 192 680 212 Arrive On Green 0.09 0.38 0.38 0.12 0.41 0.41 0.11 0.25 0.25 0.11 0.25 0.25 Sat Flow, veh/h 1795 4543 653 3483 4800 437 3483 3582 1588 1795 2683 837 Grp Volume(v), veh/h 147 1158 597 384 712 376 377 679 600 191 247 244 Grp Sat Flow(s),veh/h/ln 1795 1716 1765 1742 1716 1806 1742 1791 1588 1795 1791 1730 Q Serve(g_s), s 12.1 47.7 47.9 16.3 23.4 23.4 16.0 26.2 38.0 16.0 17.9 18.4 Cycle Q Clear(g_c), s 12.1 47.7 47.9 16.3 23.4 23.4 16.0 26.2 38.0 16.0 17.9 18.4 Prop In Lane 1.00 0.37 1.00 0.24 1.00 1.00 1.00 0.48
Lane Grp Cap(c), veh/h 170 1287 662 435 1391 732 372 907 602 192 454 438 V/C Ratio(X) 0.87 0.90 0.90 0.88 0.51 0.51 1.01 0.75 1.00 1.00 0.54 0.56 Avail Cap(c_a), veh/h 251 1287 662 581 1391 732 372 907 602 192 454 438 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) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.0 44.2 44.2 64.6 33.5 33.5 67.0 51.6 46.6 67.0 48.5 48.7 Incr Delay (d2), s/veh 13.3 10.2 17.8 8.4 0.4 0.7 50.5 3.7 36.0 64.2 1.7 2.0 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 6.1 21.7 23.8 7.7 9.7 10.3 9.6 12.1 28.2 10.8 8.3 8.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 80.3 54.4 62.0 73.0 33.8 34.2 117.5 55.3 82.6 131.2 50.3 50.6 LnGrp LOS F D E E C C F E F F D D
Approach Vol, veh/h 1902 1472 1656 682
Approach Delay, s/veh 58.8 44.1 79.3 73.1
Approach LOS E D E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 23.7 61.8 21.0 43.5 19.2 66.3 21.0 43.5 Change Period (Y+Rc), s 5.0 5.5 5.0 5.5 5.0 5.5 5.0 5.5 Max Green Setting (Gmax), s 25.0 50.0 16.0 38.0 21.0 54.0 16.0 38.0 Max Q Clear Time (g_c+I1), s 18.3 49.9 18.0 40.0 14.1 25.4 18.0 20.4 Green Ext Time (p_c), s 0.4 0.1 0.0 0.0 0.1 11.1 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 62.7
HCM 6th LOS E

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HCM 6th Signalized Intersection Summary Concord AFFH
10: Treat Blvd & Cowell Rd Cumulative+Project PM Peak
Fehr & Peers Synchro 12 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 243 532 130 244 312 180 240 1446 337 130 636 162 Future Volume (veh/h) 243 532 130 244 312 180 240 1446 337 130 636 162 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 251 548 134 252 322 186 247 1491 347 134 656 167 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 294 631 278 295 387 218 270 1648 734 156 1420 633 Arrive On Green 0.08 0.18 0.18 0.08 0.18 0.18 0.15 0.46 0.46 0.09 0.40 0.40 Sat Flow, veh/h 3483 3582 1576 3483 2192 1235 1795 3582 1597 1795 3582 1598 Grp Volume(v), veh/h 251 548 134 252 262 246 247 1491 347 134 656 167 Grp Sat Flow(s),veh/h/ln 1742 1791 1576 1742 1791 1635 1795 1791 1597 1795 1791 1598 Q Serve(g_s), s 10.7 22.3 11.5 10.7 21.1 21.9 20.3 57.8 22.5 11.0 20.3 10.6 Cycle Q Clear(g_c), s 10.7 22.3 11.5 10.7 21.1 21.9 20.3 57.8 22.5 11.0 20.3 10.6 Prop In Lane 1.00 1.00 1.00 0.76 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 294 631 278 295 316 289 270 1648 734 156 1420 633 V/C Ratio(X) 0.85 0.87 0.48 0.85 0.83 0.85 0.91 0.90 0.47 0.86 0.46 0.26 Avail Cap(c_a), veh/h 302 812 357 302 406 371 383 1648 734 180 1420 633 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.7 60.1 55.6 67.7 59.6 59.9 62.8 37.5 27.9 67.6 33.5 30.5 Incr Delay (d2), s/veh 18.9 6.8 0.5 19.1 8.5 11.8 17.1 8.6 2.2 26.5 1.1 1.0 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 5.5 10.7 4.6 5.5 10.3 10.0 10.5 26.4 9.0 6.2 9.0 4.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 86.7 66.9 56.1 86.8 68.1 71.7 79.9 46.1 30.1 94.1 34.5 31.5 LnGrp LOS F E E F E E E D C F C C
Approach Vol, veh/h 933 760 2085 957
Approach Delay, s/veh 70.7 75.5 47.5 42.3
Approach LOS E E D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.6 65.0 16.7 32.0 17.0 74.5 16.7 31.9 Change Period (Y+Rc), s 4.0 5.5 4.0 5.5 4.0 5.5 4.0 5.5 Max Green Setting (Gmax), s 32.0 52.0 13.0 34.0 15.0 69.0 13.0 34.0 Max Q Clear Time (g_c+I1), s 22.3 22.3 12.7 23.9 13.0 59.8 12.7 24.3 Green Ext Time (p_c), s 0.2 7.6 0.0 1.5 0.0 7.8 0.0 1.9 Intersection Summary
HCM 6th Ctrl Delay, s/veh 55.5
HCM 6th LOS E

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Detroit
Monument
Ygnacio
Valley
Diamond
Galindo
TreatOak Grove
Market
Clayton
Kirker
Pass
Port Chicago
Sunvalley
Meadow
Concord
Willow Pass
Cowell
City of
Pleasant Hill
City of
Walnut Creek
City of
Clayton
City of
Pittsburg
Mallard
Reservoir
0 1 20.5
Miles
Data Sources: City of Concord (2024), Esri (2024).

City Boundary
Sphere of Influence
County Islands
BART Yellow Line
Freeways
Project Boundary
City Parks
Context Parks and Open Space
Surrounding Cities
Water
North Concord/
Martinez Station
Concord Station
Pleasant Hill/Contra
Costa Centre Station
Attachment 5

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D RAFT M EMORANDUM
To: Eric Yurkovich and Antara Tandon
From: Megan Gregory and Darin Smith
Subject: Concord Affirmatively Furthering Fair Housing Rezoning Project – Financial Feasibility Analysis; EPS #231077
Date: November 7, 2024
The City of Concord’s 2023-2031 Housing Element Update
includes Program 8.6 Fair Housing, which is focused on
increasing housing opportunities by allowing multifamily housing in higher-resource neighborhoods. These higher-resource neighborhoods are identified by the California Tax Credit Allocation Committee (TCAC) and are characterized by quality schools, safety, community amenities, and economic
opportunities. The City of Concord established the Affirmatively Furthering Fair Housing (AFFH) Rezoning Project as a public planning process to rezone properties in higher-resource neighborhoods to allow for multifamily development.

The City engaged Raimi & Associates and Economic & Planning Systems, Inc. (EPS) to evaluate the physical and financial feasibility of rezoning options. To accomplish this task, EPS developed proformas for different residential prototypes incorporating City requirements for affordability, and then applied them to sites serving as case studies to assess development feasibility.

This memorandum describes the current state of development feasibility for multifamily residential projects in Concord. The costs and market assumptions used in this analysis reflect a snapshot in time, and changes in the housing market would impact the feasibility of development.

Attachment 6

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Key Findings
 Multifamily development feasibility is currently impacted by high construction and financing costs, making it difficult to achieve competitive financial returns and get projects started. Costs for labor and materials have escalated quickly in recent years, as have interest rates on construction loans. At the same time, achievable rents have escalated less quickly, and projects that may have been feasible a few years ago are not under current market conditions. Improvements to market conditions – including cost reductions and/or rent escalation – will enhance project feasibility, but it is not certain when such conditions will prevail.
 City goals for this effort involve rezoning at least 20 acres of land in Racially Concentrated Areas of Affluence and higher resource areas to have a maximum density of at least 60 dwelling units per acre to accommodate at least 1,000 total dwelling units. In addition to establishing new maximum densities, the City is interested in requiring a minimum of 30 dwelling units per acre for the properties which will be upzoned through this program. These densities were reached through discussions with City staff and the Ad Hoc Committee.
 The type and quantity of parking plays a key role in overall development costs due to the high cost of structured parking. This analysis finds that constructing structured parking, whether in a wrap- or podium-style, costs $40,000 to $50,000 per space. In contrast, surface parking only costs $5,000 per space, resulting in significantly lower development costs for lower density, garden style apartments. However, surface parking takes up a large amount of space, and therefore it can be difficult to meet the density guidelines set out for this effort and also meet the City’s minimum parking requirements and development standards.
 At the densities identified in the Housing Element and by the Council Ad Hoc Committee, garden style apartments are the only financially feasible residential development prototype at this time. The City intends for this rezoning to achieve densities of no less than 30 dwelling units per acre. The multifamily development prototypes explored in this analysis are assumed to be able to achieve similar rents but will have different construction costs, largely but not wholly attributed to the cost of providing parking.  The value of existing commercial uses exceeds the estimated value of residential redevelopment options in most case study scenarios. For a property to be viable for residential redevelopment, a residential developer would need to be willing to pay more to acquire the site and demolish existing uses to allow for new construction than an investor would be willing to pay to retain the existing buildings and lease them to tenants. At this time, most residential redevelopment scenarios do not meet this threshold.
 Due to the availability of external subsidies and reduced parking requirements, below-market-rate multifamily housing presently is more feasible than market rate multifamily housing. The average land value that affordable projects have paid in Concord and neighboring jurisdictions has been Page 195 of 310 Economic & Planning Systems
Page | 3
higher than what market rate multifamily projects would be able to feasibly achieve under current market conditions. These projects have relied on subsidies such as Low Income Housing Tax Credits to achieve feasibility, and have been able to support higher land acquisition costs despite having lower rents than market-rate projects and comparable construction costs.

Market Context
In recent years the San Francisco Bay Area housing market has experienced significant shifts, including significant increases to construction costs and interest rates. These increases in costs have made development feasibility more difficult. Figure 1 shows a price index of construction costs in California, multifamily rents in Concord, home sales values in Concord and the national mortgage rate. As shown, values are represented relative to a 2014 baseline. In the past decade, and especially the last four years, the costs of construction and mortgage rate increases have outpaced multifamily rents, although for-sale home prices have escalated more than construction costs over the 10- year period. These indicators represent the challenge faced by many developers currently, but also suggest that current circumstances do not reflect longer-term trends and feasibility may improve over the long term.

Figure 1 Housing Market Indicators (2014-2024)

Methodology and Assumptions
This study uses development cost assumptions and residential revenue estimates to find the “residual land value” for each development prototype. The residual land value is the estimated price that a developer may be willing to pay to acquire a site for the

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development they have in mind and is calculated as the difference between what it costs to construct the project and what that project can be sold for once it has been constructed and is occupied. By comparing the calculated residual land value for the residential development prototypes to current commercial land values, this analysis determines whether developers and property owners are likely to convert existing commercial properties to residential developments.

It is important to note that the feasibility analyses contained in this memorandum are based on simplified, generic prototypes meant to represent a typical or average development project. A developer’s choice to ultimately pursue a residential development project in Concord will depend on many factors that are impacted by regional market forces as well as site-specific conditions. While our analysis accounts for some of these factors, the cost and revenue expectations for a particular project will vary based on the size, location, layout, condition, and history of a specific project site, as well as the capabilities, business goals, and proposed project design characteristics of a specific developer.

Prototypes
The prototype residential products used in the feasibility analysis were informed by review of recent developments within the City and surrounding jurisdictions as well as discussions with Raimi & Associates and City staff. City staff has indicated that the project’s advisory group identified 30 dwelling units per acre as the minimum for the properties that will be upzoned for the purposes of this program. This density can be achieved and exceeded with a mix of building types, ranging from for-sale townhomes to multifamily apartment buildings up to seven stories tall. The characteristics for the protype development products are summarized in Table 1. They include three different types of multifamily apartments (garden, wrap, and podium) and townhomes. While townhome projects alone do not achieve the density desired for this effort, there are sites large enough where a mix of townhomes and high density residential is achievable.

The critical differentiator between the multifamily apartment prototypes is the density at which they are built and how parking is provided. Garden apartments are assumed to be built at 40 units per acre, and are assumed to have surface parking, while the wrap project is built at 60 units per acre with wrap-around style parking and the podium apartments are built at 90 units per acre with podium style parking. Townhome units are assumed to be developed at the lowest density, 25 units per acre, with attached parking.

The parking ratios reflect the City’s current minimum parking standards. The feasibility analysis does not assume developers, investors, and tenants would accept less than the existing City-standard minimum parking ratios, due to the suburban environment and limited transit service in the area.

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Table 1 Residential Development Prototypes
Item Townhomes Garden Apartments Wrap Apartments Podium Apartments Tenure Ownership Rental Rental Rental
Building Type Attached Multifamily Multifamily Multifamily Density (units/acre) 25 units/acre 40 units/acre 60 units/acre 90 units/acre Gross Square Feet / Unit 1,275 sq. ft. 1,000 sq. ft. 1,000 sq. ft. 1,000 sq. ft.

Rentable Square Feet / Unit 1,275 sq. ft. 800 sq. ft. 800 sq. ft. 800 sq. ft.

Unit Bedrooms (1) 1.5 per unit 1.5 per unit 1.5 per unit 1.5 per unit Amount of Parking 1.75 per unit 1.75 per unit 1.75 per unit 1.75 per unit Parking Type Attached Garage Surface Wrap Podium
(1) Reflects 50-50 split between 1 bedroom and 2 bedroom units.

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Case Study Sites
Raimi & Associates identified three sites to serve as case studies (see Table 2), and modeled building and parking configurations to assess how to achieve the desired density levels. EPS collaborated with Raimi to ensure that the development prototypes used were consistent across modelling efforts. Raimi tested several densities and unit configurations at each site. EPS utilized the results of Raimi’s modelling to test the feasibility of residential redevelopment relative to the property owners’ option of retaining existing commercial use at the site level.

Table 2 Case Study Sites

Development Cost Assumptions
Housing development cost categories include site preparation, hard costs (e.g., construction labor and materials), and indirect or “soft” costs (e.g., architecture, entitlement, marketing, etc.). EPS also includes the developer’s expected return on investment, expressed as a profit margin for townhomes and yield on cost for multifamily rental.

To estimate hard costs for the development prototypes, the analysis relied on a range of sources including real estate industry cost estimating reports1 and prior EPS experience in evaluating project feasibility. Table 3 below details the cost assumptions and estimated costs per unit for each prototype.

1 Marshall & Swift Cost Estimates. 2024
K-Mart Dental Offices Motel
Address 5100 Clayton Rd 2975 Treat Blvd 3510 Willow Pass Rd Land Area (acres) 6.89 2.06 0.89
Existing Building Sq. Ft. 90,274 26,344 19,820

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Table 3 Development Costs per Unit
Cost Assumptions Townhomes Garden
Apartments
Wrap
Apartments
Podium
Apartments
Gross Sq. Ft. per Unit 1,275 1,000 1,000 1,000
Density Per Acre 25 40 60 75
Number of Bedrooms per Unit 1.5 1.5 1.5 1.5
Number of Parking Spaces per Unit 1.75 1.75 1.75 1.75
Direct Costs
Direct Construction Costs (per sq. ft.) $200 $200 $215 $220 Direct Construction Costs/Unit $255,000 $200,000 $215,000 $220,000 Parking Construction/Space (1) $0 $5,000 $40,000 $50,000 Parking Construction Cost/Unit $0 $8,750 $70,000 $87,500 Site Improvement Cost $30 per land sq. ft. $52,272 $32,670 $21,780 $17,424 Subtotal, Direct Costs $307,272 $241,420 $306,780 $324,924 Indirect and Other Costs 30% of direct costs $92,182 $72,426 $92,034 $97,477 Subtotal Direct and Indirect Costs $399,454 $313,846 $398,814 $422,401 Contingency 10% of direct and indirect costs $39,945 $31,385 $39,881 $42,240 Required Return on Investment
Ownership 15% of direct and indirect costs $59,918
Total Costs per Unit $499,317 $345,231 $438,695 $464,641 Sources: Marshall & Swift; Economic & Planning Systems, Inc. (1) Parking for townhomes is included in the construction costs for the unit.

Assumptions

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Revenues
The following section details revenue assumptions related to the residential units across project types. These assumptions were based on EPS market research in Concord and data provided by City staff.

Market-Rate Residential Revenues
For the market-rate rental units in each scenario, the analysis considers data from CoStar Group on rental multifamily apartments built in Concord and neighboring jurisdictions in the past ten years. The average effective rent per square foot among recently constructed multifamily rental buildings is approximately $4.00. For the townhomes, EPS reviewed recent sales of townhomes constructed since 2010 in Contra Costa County via Redfin. EPS found an average price per square foot of approximately $500.

Affordable Residential Revenues
This analysis assumes all development projects will adhere to Concord’s Inclusionary Housing Ordinance by providing affordable housing on site. The City’s ordinance requires 15 percent of for-sale units to be offered at prices affordable to households earning low and moderate incomes, and 6 percent of rental units to be offered at prices affordable to households earning very low-, low-, and moderate incomes. The California Department of Housing and Community Development (HCD) publishes the maximum income for households occupying affordable housing units.

Appendix Table A-1 shows the values for the low- and moderate-income rates for affordable townhomes in Contra Costa County. Affordable values for BMR units assume that low-income households spend no more than 30 percent of their gross annual income on total housing costs, inclusive of property taxes, insurance, etc., while moderate income households are assumed to spend no more than 35 percent.

Appendix Table A-2 shows the calculation of rent per square foot for one- and two- bedroom inclusionary units. Affordable rents for BMR units assume that households should spend no more than 30 percent of their gross annual income on total housing costs, including utilities.

Table 4 synthesizes the calculation of market and affordable revenues, to find the net townhome revenue and net value per rental unit. For townhomes, the net revenue is based on the price at which the units could be sold, minus the cost of marketing and commissions on unit sales. For apartments, the value is determined based on the “yield on cost” calculation, which divides the annual net operating income (NOI) produced by the project once built and fully operational and occupied by a proportion reflecting what a developer would be willing to spend to construct a unit that produces that NOI. EPS

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assumes the current “yield on cost” requirement is 6.25 percent, meaning the annual NOI would equal 6.25 percent of the supportable value of the unit.2

2 The “yield on cost” assumption (6.25 percent) used in these calculations differ from the

5.00 percent assumption EPS used in the 2023 inclusionary housing feasibility study for the City of Concord. The inclusionary housing study was published in 2023 but conducted based on 2022 market data and assumed lower interest rates for project financing as well. The housing market has changed in the subsequent years, with significant increases in interest rates for mortgages and construction loans as well as increases to capitalization rates for apartment buildings, suggesting developers would need to achieve a higher yield on cost. Bankrate.com shows the annual average mortgage rate increased from 5.53% in 2022 to 7.00% in 2023 and 6.98% through October 2024 (see Mortgage Rate History: 1970s To 2024 | Bankrate). CoStar indicates the average capitalization rate for apartment buildings in Contra Costa County has increased from 4.92% in 2022 to

6.19% through October 2024.

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Table 4 Residential Revenues per Unit

Feasibility Results
Market-Rate Housing Developments
Table 5 shows the calculated residual land value per acre for all four development prototypes.

Total
Townhome Revenues
Average Unit Size 1,275
Gross Market Sale Revenue $500 per sq. ft. $637,500
Gross Affordable Sale Revenue $511,140
Average Gross Revenue Per Unit (1) $618,546
(Less) Cost of Marketing 3% of gross revenue -$18,556
Net Townhome Revenue $599,990
Multifamily Rental Revenues
Average Rentable Square Feet 800
Gross Market Rate Rental Revenue $4.00 per net sq. ft. per month $38,400 Gross Affordable Rental Revenue (2) $3.34 per net sq. ft. per month $32,029 Average Gross Revenue Per Unit (1) $38,018
(less) Operating Expenses -$10,000
(less) Vacancy 6% -$2,281
Residential NOI $25,737
Value per Unit 6.25% yield on cost $411,787
(2) See Table A-2 for detailed calculation of Affordable Rental Revenue.

Sources: Redfin; CoStar Group; Economic & Planning Systems, Inc.

See Table A-1
Assumption
(1) Assumes all development projects will adhere to Concord's Inclusionary Housing Ordinance by providing affordable housing on site. The inclusionary requirement is 15% for ownership and 6% for rental projects.

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Table 5 Residual Land Values

The most feasible multifamily development type appears to be garden style apartments at 40 dwelling units per acre. This outcome can primarily be attributed to costs related to parking. Structured parking, such as wrap and podium style projects, costs significantly more to construct per space than surface and/or covered parking. Townhome development results in a higher residual land value per unit than garden style apartments, however on their own townhomes will not achieve the minimum densities, and result in a lower residual land value per acre than garden style apartments. The wrap and podium apartments show a negative residual land value, meaning that their value as rental properties once completed falls short of their construction costs. Under near-term market conditions, EPS concludes that development at these higher densities is infeasible, though longer-term conditions with more favorable rent escalation relative to construction costs may enable such densities to be financed and constructed.

EPS applied these results to case study sites modeled by Raimi & Associates. These site plans can be found in Appendix B. Table 6 illustrates the distribution of unit types within each case study site, and the resulting land value calculations. As shown, the only scenario with a positive residual site value is the 40 du/ac scenario for the dental office site, which is also the only scenario entirely made up of garden apartments with surface parking. While a 40 du/ac scenario with only garden apartments would result in positive land values at the other two sites, Raimi indicates that it would be a struggle to achieve the City’s existing parking and open space requirements at a consistent 40 du/ac on those sites.

For market-rate developers to acquire land for a new project, they must be able to compete financially and offer the highest price to the landowner. The proformas described above suggest prices that market-rate developers would be able to pay for land for garden apartments, while still yielding adequate returns on their investment. These figures thus must be compared to the prices that other potential buyers may be willing to pay for the sites, whether they intend to use them for new construction or retain the existing uses.

Townhomes Garden Wrap Podium
Estimated Anticipated
Revenues/Values $599,990 $411,787 $411,787 $411,787
Development Costs $499,317 $345,231 $438,695 $464,641
Residual Land Value per Unit $100,673 $66,556 -$26,908 -$52,854 (Less) Return on Residual Land Value -$15,101
Net Residual Land Value Per Unit $85,572 $66,556 -$26,908 -$52,854 Density (Du/ac) 25 40 60 75
Residual Land Value per Acre $2,139,293 $2,662,258 -$1,614,501 -$3,964,070

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Table 6 Case Study Value Estimates

Option 1 Option 2 Option 1 Option 2 Option 1 Option 2
Overall Density / Acre 60 du/ac 40 du/ac 60 du/ac 40 du/ac 60 du/ac 40 du/ac Number of Units
Townhomes 0 42 0 0 0 6
Garden 0 0 0 84 0 0
Wrap 416 255 0 0 0 0
Podium 0 0 127 0 56 32
Total Units 416 297 127 84 56 38
Residual Land Values
Townhomes $85,572 per unit $0 $3,594,012 $0 $0 $0 $513,430 Garden $66,556 per unit $0 $0 $0 $5,590,742 $0 $0
Wrap -$26,908 per unit -$11,193,872 -$6,861,628 $0 $0 $0 $0 Podium -$52,854 per unit $0 $0 -$6,712,492 $0 -$2,959,839 -$1,691,337 Total Site Value -$11,193,872 -$3,267,617 -$6,712,492 $5,590,742 -$2,959,839 -$1,177,906 Assumption K-Mart MotelDental Offices

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100% Affordable Housing Developments
Affordable housing developers tend to have a different financing structure than market rate developers and can utilize tax credit programs and relaxed development requirements, like parking minimums, to achieve project feasibility.

One of the most common sources of funding is the Low-Income Housing Tax Credit (LIHTC) Program, administered in California by the California Tax Credit Allocation Committee (TCAC). In 2023, 152 projects submitted applications to TCAC for the more competitive and lucrative federal “9 percent” tax credit allocation, and only 57 of those projects received the credit. For the less lucrative “4 percent” tax credits, 224 projects submitted applications, with 127 projects receiving an award. As indicated by these award rates, LIHTCs are competitive, and there are a number of hurdles affordable housing developers have to go through before they can achieve a feasible project.

When applying for tax credit funding from TCAC, developers report the costs associated with their projects, including land acquisition costs. A review of recent projects receiving tax credit funding in Concord and Walnut Creek indicates the average land and acquisition cost per acre is approximately $6.9 million (see Appendix Table A-3). This figure greatly exceeds the supportable residual land values that EPS has estimated for even the most feasible market-rate prototype – garden-style apartments at 40 units per acre – suggesting that affordable housing developers are able to out-compete market- rate developers for developable properties due to the subsidies that affordable housing builders receive. Thus, it is possible that the most feasible development on the three subject sites may actually be or include buildings that are 100% affordable housing, rather than the market-rate projects with inclusionary units that EPS and Raimi have modeled.

Commercial Land Values
Table 7 shows the average recent sale prices in Concord and nearby jurisdictions for existing properties under three commercial land uses: retail, office, and motel/hotel.

These uses reflect the typical zoning for commercial land in the project area. The values are based on property sales in the last 5 years sourced from CoStar Group. The sample of retail property sales is from Concord and includes sales to owner users as well as investments. It is unclear whether all the new owners of the investment properties intend to redevelop or retain the existing commercial. Notably one of the retail properties (2400 Willow Pass Rd) included in the sample was purchased by Meta Housing Corporation, an affordable housing developer, suggesting that this particular site may be redeveloped into affordable housing. The sample of office properties include recent medical office building sales in Concord which appear to have been retained as commercial uses. While there haven’t been recent motel or hotel sales in Concord, EPS reviewed recent sales in Martinez and Walnut Creek, both of which appear to have been retained as hospitality uses. As shown, hospitality uses have the highest average price per building square foot and price per acre, while retail uses have the lowest.

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Table 7 Commercial Property Values based on Comparable Sales

Table 8 applies these values to the existing commercial property at each subject site and then compares those values to the calculated residential land values for both market rate and below market rate projects.

Table 8 Value Comparisons

Item Price Per
Building Sq. Ft.

Price Per
Acre
Retail $371.88 $4,269,495
Office $428.60 $5,576,653
Motel / Hotel $471.77 $9,009,302
Sources: CoStar Group; Economic & Planning Systems, Inc.

K-Mart Dental Offices Motel
Land Area (AC) 6.89 2.06 0.89
Building Size (SF) 90,274 26,344 19,820
Existing Value Estimate
Using Price per Acre $29,416,820 $11,487,904 $8,018,279 Using Price per Building SF $33,570,767 $11,291,062 $9,350,464 Market Rate Residential Land Value Estimates
Option 1 - 60 du/ac -$11,193,872 -$6,712,492 -$2,959,839 Option 2 - 40 du/ac -$3,267,617 $5,590,742 -$1,177,906
Below Market Rate Residential Land Value $47,365,471 $14,161,520 $6,118,326 Sources: Costar Group; California Tax Credit Allocation Committee; Raimi & Associates; Economic & Planing Sy stems, Inc.

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Under these parameters, the estimated property values would be maximized by retaining the existing buildings for commercial uses (assuming the buildings could retain or attract viable tenants as necessary) rather than demolishing the buildings and developing a market rate residential project. This suggests that it is unlikely that property owners or prospective buyers would consider redeveloping these properties for market-rate residential development until market conditions improve through restrained construction costs and/or greater escalation of market residential rents and home values. The land purchase prices for 100% affordable residential development have been higher than the estimated residual land value for market rate development, suggesting that an affordable multifamily housing project is currently more feasible than a market rate one. This finding is consistent with observable trends; Table 9 indicates Concord currently has more affordable multifamily housing in the pipeline than market rate multifamily development, both in terms of numbers of projects and total units.

Table 9 Concord Development Pipeline

Projects Total Units
Market Rate Multifamily 2 262
Below Market Rate Multifamily 4 501
Townhomes 4 98
Single Family Subdivision 11 120
Rehabilitation 1 286
Assisted Living Facility 1 150
Total 23 1,417
Source: City of Concord

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