Long Beach City Council
April 18, 2023

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 26 2 0 39 2 2 119 0 0 91 9
Future Volume (vph) 0 26 2 0 39 2 2 119 0 0 91 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.99 0.99 1.00 0.99
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1846 1851 1861 1840
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1846 1851 1857 1840
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 28 2 0 42 2 2 129 0 0 99 10
RTOR Reduction (vph) 010010000040
Lane Group Flow (vph) 0 29 0 0 43 0 0 131 0 0 105 0
Turn Type NA NA Perm NA NA
Protected Phases 2684
Permitted Phases 8 4
Actuated Green, G (s) 15.5 15.5 15.5 15.5
Effective Green, g (s) 15.5 15.5 15.5 15.5
Actuated g/C Ratio 0.39 0.39 0.39 0.39
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 715 717 719 713
v/s Ratio Prot 0.02 c0.02 0.06
v/s Ratio Perm c0.07
v/c Ratio 0.04 0.06 0.18 0.15
Uniform Delay, d1 7.6 7.7 8.1 8.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.6 0.4
Delay (s) 7.7 7.7 8.6 8.4
Level of Service AAAA
Approach Delay (s) 7.7 7.7 8.6 8.4
Approach LOS AAAA
Intersection Summary
HCM 2000 Control Delay 8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Pine Ave & W Ocean Blvd/E Ocean Blvd 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 783 32 138 1780 73 124 23 96 46 12 51 Future Volume (veh/h) 58 783 32 138 1780 73 124 23 96 46 12 51 Initial Q (Qb), veh 0 00000000000
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 63 851 35 150 1935 79 135 25 104 50 13 55 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 22222222222
Cap, veh/h 196 3308 136 507 3434 1066 238 343 291 123 21 104 Arrive On Green 0.03 0.66 0.66 0.03 0.45 0.45 0.08 0.18 0.18 0.07 0.07 0.07 Sat Flow, veh/h 1781 5031 206 1781 5106 1585 1781 1870 1585 1044 322 1585 Grp Volume(v), veh/h 63 575 311 150 1935 79 135 25 104 63 0 55 Grp Sat Flow(s),veh/h/ln1781 1702 1833 1781 1702 1585 1781 1870 1585 1366 0 1585 Q Serve(g_s), s 1.4 8.4 8.4 3.2 33.5 3.4 8.2 1.3 6.9 5.2 0.0 4.0 Cycle Q Clear(g_c), s 1.4 8.4 8.4 3.2 33.5 3.4 8.2 1.3 6.9 5.4 0.0 4.0 Prop In Lane 1.00 0.11 1.00 1.00 1.00 1.00 0.79 1.00
Lane Grp Cap(c), veh/h 196 2238 1205 507 3434 1066 238 343 291 144 0 104 V/C Ratio(X) 0.32 0.26 0.26 0.30 0.56 0.07 0.57 0.07 0.36 0.44 0.00 0.53 Avail Cap(c_a), veh/h 307 2238 1205 592 3434 1066 251 784 664 452 0 466 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 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 0.99 0.00 0.99 Uniform Delay (d), s/veh 12.1 8.5 8.5 6.3 20.0 11.7 45.3 40.6 42.8 54.8 0.0 54.2 Incr Delay (d2), s/veh 0.4 0.3 0.5 0.1 0.6 0.1 1.5 0.1 0.7 2.1 0.0 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/ln0.6 3.0 3.4 1.2 14.4 1.2 3.7 0.6 2.8 1.9 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.4 8.7 9.0 6.4 20.6 11.8 46.8 40.7 43.6 56.9 0.0 58.3 LnGrp LOS B A A A C B D D D E A E
Approach Vol, veh/h 949 2164 264 118
Approach Delay, s/veh 9.1 19.3 45.0 57.6
Approach LOS A B D E
Timer - Assigned Phs 1 23456 8
Phs Duration (G+Y+Rc), s9.3 84.0 14.1 12.6 7.5 85.8 26.7 Change Period (Y+Rc), s 4.0 5.1 4.0 * 4.7 4.0 5.1 * 4.7 Max Green Setting (Gmax), s 11.0 44.9 11.0 * 35 11.0 44.9 * 50 Max Q Clear Time (g_c+I1), s 5.2 10.4 10.2 7.4 3.4 35.5 8.9 Green Ext Time (p_c), s 0.1 9.9 0.0 0.5 0.0 8.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
10: Locust Ave & E 8th St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 46 8 0 31 20 3 18 12 4 13 6
Future Volume (veh/h) 0 46 8 0 31 20 3 18 12 4 13 6
Initial Q (Qb), veh 0 00000000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 50 9 0 34 22 3 20 13 4 14 7
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, % 0 22022222222
Cap, veh/h 0 946 170 0 650 421 473 296 193 462 329 165
Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.61 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 0 1543 278 0 1061 686 1391 1058 688 1376 1176 588 Grp Volume(v), veh/h 0 0 59 0 0 56 3 0 33 4 0 21
Grp Sat Flow(s),veh/h/ln 0 0 1820 0 0 1747 1391 0 1747 1376 0 1764 Q Serve(g_s), s 0.0 0.0 1.0 0.0 0.0 1.0 0.1 0.0 1.0 0.2 0.0 0.7 Cycle Q Clear(g_c), s 0.0 0.0 1.0 0.0 0.0 1.0 0.8 0.0 1.0 1.2 0.0 0.7 Prop In Lane 0.00 0.15 0.00 0.39 1.00 0.39 1.00 0.33
Lane Grp Cap(c), veh/h 0 0 1116 0 0 1071 473 0 489 462 0 494 V/C Ratio(X) 0.00 0.00 0.05 0.00 0.00 0.05 0.01 0.00 0.07 0.01 0.00 0.04 Avail Cap(c_a), veh/h 0 0 1116 0 0 1071 473 0 489 462 0 494 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 5.8 0.0 0.0 5.8 20.0 0.0 19.8 20.3 0.0 19.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.4 0.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 5.9 0.0 0.0 5.9 20.0 0.0 20.1 20.3 0.0 19.7 LnGrp LOS A AAAAABACCAB
Approach Vol, veh/h 59 56 36 25
Approach Delay, s/veh 5.9 5.9 20.1 19.8
Approach LOS A A C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 50.0 25.0 50.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 46.0 21.0 46.0 21.0
Max Q Clear Time (g_c+I1), s 3.0 3.2 3.0 3.0
Green Ext Time (p_c), s 0.4 0.0 0.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
11: Locust Ave & E 7th St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 17 1044 0 29 10034
Future Volume (veh/h) 0 0 0 17 1044 0 29 10034
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 18 1135 0 32 10034
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 47 3144 0 478 14 0 0 524 444
Arrive On Green 0.20 0.20 0.00 0.28 0.28 0.00 0.00 0.28 0.28 Sat Flow, veh/h 77 5361 0 1371 48 0 0 1870 1585
Grp Volume(v), veh/h 434 719 0 33 00034
Grp Sat Flow(s),veh/h/ln 1866 1702 0 1419 0 0 0 1870 1585 Q Serve(g_s), s 15.1 13.6 0.0 1.2 0.0 0.0 0.0 0.1 0.1
Cycle Q Clear(g_c), s 15.1 13.6 0.0 1.3 0.0 0.0 0.0 0.1 0.1 Prop In Lane 0.04 0.00 0.97 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1130 2061 0 492 0 0 0 524 444
V/C Ratio(X) 0.38 0.35 0.00 0.07 0.00 0.00 0.00 0.01 0.01 Avail Cap(c_a), veh/h 1130 2061 0 492 0 0 0 524 444
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.00 1.00 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 17.3 0.0 19.9 0.0 0.0 0.0 19.5 19.5 Incr Delay (d2), s/veh 0.9 0.4 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 6.2 0.0 0.4 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 17.7 0.0 20.2 0.0 0.0 0.0 19.5 19.5 LnGrp LOS B B A C AAABB
Approach Vol, veh/h 1153 33 7
Approach Delay, s/veh 18.1 20.2 19.5
Approach LOS B C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 50.0 25.0 25.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 45.4 21.0 21.0
Max Q Clear Time (g_c+I1), s 17.1 3.3 2.1
Green Ext Time (p_c), s 12.6 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
12: E 6th St & Locust Ave 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 35 543 0 0 24 0
Future Volume (veh/h) 35 543 0 0 24 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0
Adj Flow Rate, veh/h 38 590 26 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 0
Cap, veh/h 289 4356 0 0
Arrive On Green 0.31 0.31 0.00 0.00
Sat Flow, veh/h 248 4794 0
Grp Volume(v), veh/h 233 395 0.0
Grp Sat Flow(s),veh/h/ln1791 1549
Q Serve(g_s), s 0.0 6.9
Cycle Q Clear(g_c), s 6.7 6.9
Prop In Lane 0.16
Lane Grp Cap(c), veh/h 1737 2908
V/C Ratio(X) 0.13 0.14
Avail Cap(c_a), veh/h 1737 2908
HCM Platoon Ratio 0.33 0.33
Upstream Filter(I) 0.98 0.98
Uniform Delay (d), s/veh 3.9 4.0
Incr Delay (d2), s/veh 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.1 4.1
LnGrp LOS A A
Approach Vol, veh/h 628
Approach Delay, s/veh 4.1
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 75.0
Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 45.4
Max Q Clear Time (g_c+I1), s 8.9
Green Ext Time (p_c), s 6.5
Intersection Summary
HCM 6th Ctrl Delay 4.1
HCM 6th LOS A
HCM 6th AWSC
13: The Promenade & E 5th St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 21 10 7 26 10 5
Future Vol, veh/h 21 10 7 26 10 5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 23 11 8 28 11 5
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7 7.2 7.1

HCM LOS A A A

Lane NBLn1 EBLn1WBLn1
Vol Left, % 67% 0% 21%
Vol Thru, % 0% 68% 79%
Vol Right, % 33% 32% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 15 31 33
LT Vol 10 0 7
Through Vol 0 21 26
RT Vol 5 10 0
Lane Flow Rate 16 34 36
Geometry Grp 1 1 1
Degree of Util (X) 0.018 0.036 0.04
Departure Headway (Hd) 3.988 3.795 4.029
Convergence, Y/N Yes Yes Yes
Cap 897 945 891
Service Time 2.015 1.809 2.042
HCM Lane V/C Ratio 0.018 0.036 0.04
HCM Control Delay 7.1 7 7.2
HCM Lane LOS A A A
HCM 95th-tile Q 0.1 0.1 0.1
HCM 6th AWSC
14: The Promenade N/The Promenade & E 4th St 08/24/2022 Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 8.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 158 0 0 177 11 0 0 0 12 0 10
Future Vol, veh/h 5 158 0 0 177 11 0 0 0 12 0 10
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 Heavy Vehicles, % 2 22222222222
Mvmt Flow 5 172 0 0 192 12 0 0 0 13 0 11
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.3 8.4 0 7.7

HCM LOS A A - A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 3% 0% 55%
Vol Thru, % 100% 97% 94% 0%
Vol Right, % 0% 0% 6% 45%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 0 163 188 22
LT Vol 0 5 0 12
Through Vol 0 158 177 0
RT Vol 0 0 11 10
Lane Flow Rate 0 177 204 24
Geometry Grp 1111
Degree of Util (X) 0 0.204 0.231 0.03
Departure Headway (Hd) 4.785 4.135 4.072 4.587
Convergence, Y/N Yes Yes Yes Yes
Cap 0 861 875 785
Service Time 2.786 2.195 2.13 2.587
HCM Lane V/C Ratio 0 0.206 0.233 0.031
HCM Control Delay 7.8 8.3 8.4 7.7
HCM Lane LOS N A A A
HCM 95th-tile Q 0 0.8 0.9 0.1
HCM 6th Signalized Intersection Summary
15: E 3rd St & The Promenade N 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 16 709 0 14 00000
Future Volume (veh/h) 0 0 0 16 709 0 14 00000
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 17 771 0 15 00000
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 1534 3060 0 126 0 0 0 40 0
Arrive On Green 0.28 0.28 0.00 0.02 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1418 0 0 0 1870 0
Grp Volume(v), veh/h 17 771 0 15 00000
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1418 0 0 0 1870 0
Q Serve(g_s), s 0.5 12.5 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 12.5 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 1534 3060 0 126 0 0 0 40 0
V/C Ratio(X) 0.01 0.25 0.00 0.12 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 1534 3060 0 489 0 0 0 519 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 3.9 8.2 0.0 36.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.9 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.9 8.4 0.0 36.8 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A D AAAAA
Approach Vol, veh/h 788 15 0
Approach Delay, s/veh 8.3 36.8 0.0
Approach LOS A D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 69.2 5.8 5.8
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 45.4 * 21 * 21
Max Q Clear Time (g_c+I1), s 14.5 2.8 0.0
Green Ext Time (p_c), s 8.7 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.8
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Long Beach Blvd & E 8th St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 15 19 1 10 11 23 413 11 13 392 28 Future Volume (veh/h) 13 15 19 1 10 11 23 413 11 13 392 28 Initial Q (Qb), veh 0 00000000000
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 14 16 21 1 11 12 25 449 12 14 426 30 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 22222222222
Cap, veh/h 212 39 51 200 44 48 32 2316 62 19 2182 153
Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.02 0.66 0.66 0.01 0.65 0.65 Sat Flow, veh/h 1388 734 963 1371 818 892 1781 3536 94 1781 3368 236 Grp Volume(v), veh/h 14 0 37 1 0 23 25 225 236 14 224 232 Grp Sat Flow(s),veh/h/ln1388 0 1697 1371 0 1710 1781 1777 1853 1781 1777 1828 Q Serve(g_s), s 0.5 0.0 1.0 0.0 0.0 0.6 0.6 2.3 2.3 0.4 2.4 2.4 Cycle Q Clear(g_c), s 1.1 0.0 1.0 1.0 0.0 0.6 0.6 2.3 2.3 0.4 2.4 2.4 Prop In Lane 1.00 0.57 1.00 0.52 1.00 0.05 1.00 0.13
Lane Grp Cap(c), veh/h 212 0 91 200 0 91 32 1164 1214 19 1151 1184 V/C Ratio(X) 0.07 0.00 0.41 0.01 0.00 0.25 0.79 0.19 0.19 0.74 0.19 0.20 Avail Cap(c_a), veh/h 1007 0 1063 985 0 1071 115 1164 1214 115 1151 1184 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 0.00 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 21.5 0.0 21.2 21.7 0.0 21.0 22.7 3.2 3.2 22.8 3.3 3.3 Incr Delay (d2), s/veh 0.0 0.0 1.1 0.0 0.0 1.1 14.6 0.4 0.4 18.3 0.4 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/ln0.1 0.0 0.4 0.0 0.0 0.2 0.4 0.5 0.5 0.2 0.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 22.3 21.7 0.0 22.1 37.3 3.5 3.5 41.1 3.7 3.7 LnGrp LOS C A C C A C D A A D A A
Approach Vol, veh/h 51 24 486 470
Approach Delay, s/veh 22.1 22.1 5.3 4.8
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.8 34.0 7.5 4.5 34.3 7.5
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 3.0 30.0 29.0 3.0 30.0 29.0 Max Q Clear Time (g_c+I1), s 2.6 4.4 3.0 2.4 4.3 3.1
Green Ext Time (p_c), s 0.0 4.0 0.1 0.0 4.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.3
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
17: E 7th St & Long Beach Blvd 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 124 868 74 119 459 0 0 454 65 Future Volume (veh/h) 0 0 0 124 868 74 119 459 0 0 454 65 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 135 943 80 129 499 0 0 493 71
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 566 1624 504 143 1940 0 0 1466 654
Arrive On Green 0.32 0.32 0.32 0.16 1.00 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1781 5106 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 135 943 80 129 499 0 0 493 71
Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 4.2 11.6 2.7 5.3 0.0 0.0 0.0 7.1 2.1
Cycle Q Clear(g_c), s 4.2 11.6 2.7 5.3 0.0 0.0 0.0 7.1 2.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 566 1624 504 143 1940 0 0 1466 654 V/C Ratio(X) 0.24 0.58 0.16 0.91 0.26 0.00 0.00 0.34 0.11 Avail Cap(c_a), veh/h 829 2376 738 143 1940 0 0 1466 654 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 18.9 21.4 18.4 31.2 0.0 0.0 0.0 15.0 13.5 Incr Delay (d2), s/veh 0.3 0.5 0.2 46.6 0.3 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 1.7 4.4 1.0 3.9 0.1 0.0 0.0 2.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.2 21.9 18.6 77.9 0.3 0.0 0.0 15.6 13.9 LnGrp LOS B C BEAAABB
Approach Vol, veh/h 1158 628 564
Approach Delay, s/veh 21.3 16.2 15.4
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s10.0 36.0 29.0 46.0
Change Period (Y+Rc), s 4.0 5.1 5.1 5.1
Max Green Setting (Gmax), s 6.0 19.9 34.9 29.9
Max Q Clear Time (g_c+I1), s 7.3 9.1 13.6 2.0
Green Ext Time (p_c), s 0.0 3.0 10.3 4.3
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Long Beach Blvd & E 6th St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 413 51 0 0 0 0 438 35 97 486 0 Future Volume (veh/h) 89 413 51 0 0 0 0 438 35 97 486 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 97 449 55 0 476 38 105 528 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 356 1021 317 0 1987 886 132 2440 0
Arrive On Green 0.07 0.07 0.07 0.00 1.00 1.00 0.15 1.00 0.00 Sat Flow, veh/h 1781 5106 1585 0 3647 1585 1781 3647 0
Grp Volume(v), veh/h 97 449 55 0 476 38 105 528 0
Grp Sat Flow(s),veh/h/ln1781 1702 1585 0 1777 1585 1781 1777 0 Q Serve(g_s), s 3.9 6.3 2.5 0.0 0.0 0.0 4.3 0.0 0.0
Cycle Q Clear(g_c), s 3.9 6.3 2.5 0.0 0.0 0.0 4.3 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 356 1021 317 0 1987 886 132 2440 0 V/C Ratio(X) 0.27 0.44 0.17 0.00 0.24 0.04 0.79 0.22 0.00 Avail Cap(c_a), veh/h 843 2417 750 0 1987 886 143 2440 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 29.8 31.0 29.2 0.0 0.0 0.0 31.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.4 0.4 0.0 0.3 0.1 20.6 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.7 2.7 2.2 0.0 0.1 0.0 2.4 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.4 31.4 29.5 0.0 0.3 0.1 52.0 0.2 0.0 LnGrp LOS C C C A A A D A A
Approach Vol, veh/h 601 514 633
Approach Delay, s/veh 31.1 0.3 8.8
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 55.5 19.5 9.6 45.9
Change Period (Y+Rc), s 4.0 4.5 4.0 4.0
Max Green Setting (Gmax), s 31.0 35.5 6.0 21.0
Max Q Clear Time (g_c+I1), s 2.0 8.3 6.3 2.0
Green Ext Time (p_c), s 4.6 5.3 0.0 3.7
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
HCM 6th TWSC
19: E 5th St & Long Beach Blvd 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Intersection
Int Delay, s/veh 0.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 22 0 0 3 0 385 42 0 505 36
Future Vol, veh/h 0 0 22 0 0 3 0 385 42 0 505 36
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 24 0 0 3 0 418 46 0 549 39
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 294 - - 232 - 0 0 - - 0
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy - - 6.94 - - 6.94 ------
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy - - 3.32 - - 3.32 ------
Pot Cap-1 Maneuver 0 0 702 0 0 770 0 - - 0 - -
Stage 1 0 0 - 0 0 - 0 - - 0 - -
Stage 2 0 0 - 0 0 - 0 - - 0 - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 702 - - 770 ------
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 10.3 9.7 0 0

HCM LOS B A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR
Capacity (veh/h) - - 702 770 - -
HCM Lane V/C Ratio - - 0.034 0.004 - -
HCM Control Delay (s) - - 10.3 9.7 - -
HCM Lane LOS - - B A - -
HCM 95th %tile Q(veh) - - 0.1 0 - -
HCM 6th Signalized Intersection Summary
20: Long Beach Blvd & E 4th St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 108 20 45 118 72 21 322 28 64 384 60 Future Volume (veh/h) 30 108 20 45 118 72 21 322 28 64 384 60 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 33 117 22 49 128 78 23 350 30 70 417 65 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, % 222222222222
Cap, veh/h 172 267 50 229 190 116 36 2000 171 89 1953 302 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.04 1.00 1.00 0.10 1.00 1.00 Sat Flow, veh/h 1176 1531 288 1250 1088 663 1781 3314 283 1781 3084 477 Grp Volume(v), veh/h 33 0 139 49 0 206 23 187 193 70 239 243 Grp Sat Flow(s),veh/h/ln 1176 0 1819 1250 0 1751 1781 1777 1820 1781 1777 1784 Q Serve(g_s), s 2.0 0.0 5.1 2.7 0.0 8.3 1.0 0.0 0.0 2.9 0.0 0.0 Cycle Q Clear(g_c), s 10.3 0.0 5.1 7.9 0.0 8.3 1.0 0.0 0.0 2.9 0.0 0.0 Prop In Lane 1.00 0.16 1.00 0.38 1.00 0.16 1.00 0.27
Lane Grp Cap(c), veh/h 172 0 317 229 0 305 36 1073 1098 89 1125 1130 V/C Ratio(X) 0.19 0.00 0.44 0.21 0.00 0.67 0.64 0.17 0.18 0.79 0.21 0.21 Avail Cap(c_a), veh/h 379 0 638 449 0 614 143 1073 1098 143 1125 1130 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.8 0.0 27.7 31.2 0.0 29.0 35.7 0.0 0.0 33.4 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 1.1 0.6 0.0 3.1 6.6 0.4 0.3 5.6 0.4 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 0.6 0.0 2.3 0.8 0.0 3.6 0.5 0.1 0.1 1.3 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.4 0.0 28.8 31.8 0.0 32.1 42.3 0.4 0.3 39.0 0.4 0.4 LnGrp LOS C A C C A C D A A D A A
Approach Vol, veh/h 172 255 403 552
Approach Delay, s/veh 29.9 32.0 2.7 5.3
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.5 51.7 17.8 7.7 49.5 17.8
Change Period (Y+Rc), s 4.0 * 4.2 * 4.7 4.0 * 4.2 * 4.7 Max Green Setting (Gmax), s 6.0 * 30 * 26 6.0 * 30 * 26 Max Q Clear Time (g_c+I1), s 3.0 2.0 10.3 4.9 2.0 12.3
Green Ext Time (p_c), s 0.0 4.4 1.4 0.0 3.3 0.8
Intersection Summary
HCM 6th Ctrl Delay 12.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
21: E 3rd St & Long Beach Blvd 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 20 574 63 77 317 0 0 326 124 Future Volume (veh/h) 0 0 0 20 574 63 77 317 0 0 326 124 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 22 624 68 84 345 0 0 354 135
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 477 951 424 107 2153 0 0 1750 781
Arrive On Green 0.27 0.27 0.27 0.12 1.00 0.00 0.00 0.99 0.99 Sat Flow, veh/h 1781 3554 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 22 624 68 84 345 0 0 354 135
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 0.7 11.7 2.5 3.4 0.0 0.0 0.0 0.1 0.1
Cycle Q Clear(g_c), s 0.7 11.7 2.5 3.4 0.0 0.0 0.0 0.1 0.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 477 951 424 107 2153 0 0 1750 781 V/C Ratio(X) 0.05 0.66 0.16 0.79 0.16 0.00 0.00 0.20 0.17 Avail Cap(c_a), veh/h 834 1663 742 143 2153 0 0 1750 781 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 20.4 24.4 21.0 32.5 0.0 0.0 0.0 0.3 0.3 Incr Delay (d2), s/veh 0.1 1.1 0.2 13.2 0.2 0.0 0.0 0.3 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 %ile BackOfQ(50%),veh/ln 0.3 4.8 0.9 1.8 0.0 0.0 0.0 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.4 25.5 21.3 45.8 0.2 0.0 0.0 0.5 0.8 LnGrp LOS CCCD AAAAA
Approach Vol, veh/h 714 429 489
Approach Delay, s/veh 24.9 9.1 0.6
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.5 41.5 25.0 50.0
Change Period (Y+Rc), s 4.0 4.6 * 4.9 4.6
Max Green Setting (Gmax), s 6.0 20.4 * 35 30.4
Max Q Clear Time (g_c+I1), s 5.4 2.1 13.7 2.0
Green Ext Time (p_c), s 0.0 2.6 6.4 2.4
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
22: Long Beach Blvd & E Broadway 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 79 326 105 0 0 0 0 283 12 53 313 0 Future Volume (veh/h) 79 326 105 0 0 0 0 283 12 53 313 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 86 354 114 0 308 13 58 340 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 475 708 225 0 1825 77 129 2189 0
Arrive On Green 0.09 0.09 0.09 0.00 0.53 0.53 0.07 1.00 0.00 Sat Flow, veh/h 1781 2654 842 0 3568 146 3456 3647 0
Grp Volume(v), veh/h 86 235 233 0 157 164 58 340 0
Grp Sat Flow(s),veh/h/ln1781 1777 1719 0 1777 1844 1728 1777 0 Q Serve(g_s), s 3.4 9.5 9.7 0.0 3.5 3.5 1.2 0.0 0.0
Cycle Q Clear(g_c), s 3.4 9.5 9.7 0.0 3.5 3.5 1.2 0.0 0.0 Prop In Lane 1.00 0.49 0.00 0.08 1.00 0.00
Lane Grp Cap(c), veh/h 475 474 458 0 933 969 129 2189 0 V/C Ratio(X) 0.18 0.50 0.51 0.00 0.17 0.17 0.45 0.16 0.00 Avail Cap(c_a), veh/h 841 839 811 0 933 969 230 2189 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 0.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 26.6 29.4 29.5 0.0 9.3 9.3 34.0 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.8 0.8 0.0 0.4 0.4 0.9 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.4 4.5 4.4 0.0 1.3 1.4 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.8 30.2 30.3 0.0 9.7 9.7 34.8 0.1 0.0 LnGrp LOS C C C A A A C A A
Approach Vol, veh/h 554 321 398
Approach Delay, s/veh 29.7 9.7 5.2
Approach LOS C A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.4 6.8 43.6 24.6
Change Period (Y+Rc), s * 4.2 4.0 * 4.2 4.6
Max Green Setting (Gmax), s * 31 5.0 * 22 35.4
Max Q Clear Time (g_c+I1), s 2.0 3.2 5.5 11.7
Green Ext Time (p_c), s 3.3 0.0 2.2 3.2
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
23: Long Beach Blvd & E 1st St 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 7 11 32 9 19 6 236 53 61 321 28 Future Volume (veh/h) 14 7 11 32 9 19 6 236 53 61 321 28 Initial Q (Qb), veh 0 00000000000
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 15 8 12 35 10 21 7 257 58 66 349 30 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 22222222222
Cap, veh/h 137 18 23 222 24 101 13 1751 388 88 2302 1027 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.01 0.61 0.61 0.05 0.65 0.65 Sat Flow, veh/h 411 284 363 1315 376 1585 1781 2891 641 1781 3554 1585 Grp Volume(v), veh/h 35 0 0 45 0 21 7 156 159 66 349 30 Grp Sat Flow(s),veh/h/ln1057 0 0 1691 0 1585 1781 1777 1755 1781 1777 1585 Q Serve(g_s), s 0.8 0.0 0.0 0.0 0.0 0.6 0.2 1.8 1.8 1.7 1.8 0.3 Cycle Q Clear(g_c), s 1.9 0.0 0.0 1.1 0.0 0.6 0.2 1.8 1.8 1.7 1.8 0.3 Prop In Lane 0.43 0.34 0.78 1.00 1.00 0.37 1.00 1.00
Lane Grp Cap(c), veh/h 178 0 0 246 0 101 13 1076 1063 88 2302 1027 V/C Ratio(X) 0.20 0.00 0.00 0.18 0.00 0.21 0.53 0.15 0.15 0.75 0.15 0.03 Avail Cap(c_a), veh/h 1013 0 0 1046 0 960 231 1076 1063 231 2302 1027 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 0.00 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 21.5 0.0 0.0 20.8 0.0 20.5 22.9 3.9 3.9 21.7 3.2 2.9 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.3 0.0 0.8 11.6 0.3 0.3 4.7 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/ln0.4 0.0 0.0 0.4 0.0 0.2 0.1 0.5 0.5 0.8 0.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 0.0 0.0 21.0 0.0 21.3 34.4 4.2 4.2 26.4 3.3 3.0 LnGrp LOS C A A C A C C A A C A A
Approach Vol, veh/h 35 66 322 445
Approach Delay, s/veh 21.9 21.1 4.9 6.7
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.3 33.9 7.9 6.3 32.0 7.9
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 6.0 28.0 28.0 6.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 3.8 3.1 3.7 3.8 3.9
Green Ext Time (p_c), s 0.0 3.4 0.2 0.0 2.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
HCM Signalized Intersection Capacity Analysis
24: E Ocean Blvd & Long Beach Blvd 08/24/2022
Opening Year AM Mosaic Project 8:24 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 161 683 1867 109 79 247
Future Volume (vph) 161 683 1867 109 79 247
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Lane Util. Factor 1.00 0.91 0.91 1.00 0.97 0.91
Frt 1.00 1.00 1.00 0.85 0.91 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00
Satd. Flow (prot) 1770 5085 5085 1583 3221 1441
Flt Permitted 0.07 1.00 1.00 1.00 0.98 1.00
Satd. Flow (perm) 129 5085 5085 1583 3221 1441
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 175 742 2029 118 86 268
RTOR Reduction (vph) 0 0 0 23 124 124
Lane Group Flow (vph) 175 742 2029 95 96 10
Turn Type pm+pt NA NA Perm Perm Perm
Protected Phases 5 2 6
Permitted Phases 2 6 4 4
Actuated Green, G (s) 100.2 100.2 87.2 87.2 9.0 9.0
Effective Green, g (s) 100.2 100.2 87.2 87.2 9.0 9.0
Actuated g/C Ratio 0.84 0.84 0.73 0.73 0.08 0.08
Clearance Time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Vehicle Extension (s) 2.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph) 230 4245 3695 1150 241 108
v/s Ratio Prot c0.06 0.15 0.40
v/s Ratio Perm c0.58 0.06 c0.03 0.01
v/c Ratio 0.76 0.17 0.55 0.08 0.40 0.09
Uniform Delay, d1 21.9 1.9 7.5 4.8 52.9 51.7
Progression Factor 1.17 0.92 1.00 1.00 1.00 1.00
Incremental Delay, d2 12.3 0.1 0.6 0.1 1.1 0.4
Delay (s) 37.9 1.8 8.1 4.9 54.0 52.1
Level of Service D A A A D D
Approach Delay (s) 8.7 7.9 53.3
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 12.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.75
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 62.3% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
1: Pine Ave & W 8th St/E 8th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 49 9 0 30 15 6 150 19 18 166 6 Future Volume (veh/h) 0 49 9 0 30 15 6 150 19 18 166 6
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 53 10 0 33 16 7 163 21 20 180 7
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, % 022022222222
Cap, veh/h 0 836 158 0 650 315 420 558 72 421 615 24
Arrive On Green 0.00 0.55 0.55 0.00 0.55 0.55 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 0 1530 289 0 1190 577 1196 1624 209 1200 1788 70 Grp Volume(v), veh/h 0 0 63 0 0 49 7 0 184 20 0 187
Grp Sat Flow(s),veh/h/ln 0 0 1818 0 0 1767 1196 0 1833 1200 0 1858 Q Serve(g_s), s 0.0 0.0 1.2 0.0 0.0 1.0 0.3 0.0 5.5 0.9 0.0 5.5 Cycle Q Clear(g_c), s 0.0 0.0 1.2 0.0 0.0 1.0 5.8 0.0 5.5 6.4 0.0 5.5 Prop In Lane 0.00 0.16 0.00 0.33 1.00 0.11 1.00 0.04
Lane Grp Cap(c), veh/h 0 0 994 0 0 966 420 0 630 421 0 639 V/C Ratio(X) 0.00 0.00 0.06 0.00 0.00 0.05 0.02 0.00 0.29 0.05 0.00 0.29 Avail Cap(c_a), veh/h 0 0 994 0 0 966 420 0 630 421 0 639 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 8.0 0.0 0.0 7.9 20.1 0.0 17.9 20.3 0.0 17.9 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.1 0.0 1.2 0.2 0.0 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 0.0 0.0 0.5 0.0 0.0 0.4 0.1 0.0 2.4 0.3 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 8.1 0.0 0.0 8.0 20.1 0.0 19.1 20.5 0.0 19.1 LnGrp LOS AAAAAACABCAB
Approach Vol, veh/h 63 49 191 207
Approach Delay, s/veh 8.1 8.0 19.1 19.2
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 45.0 30.0 45.0 30.0
Change Period (Y+Rc), s 4.0 * 4.2 4.0 * 4.2
Max Green Setting (Gmax), s 41.0 * 26 41.0 * 26
Max Q Clear Time (g_c+I1), s 3.2 8.4 3.0 7.8
Green Ext Time (p_c), s 0.5 0.8 0.3 0.8
Intersection Summary
HCM 6th Ctrl Delay 16.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
2: Pine Ave & W 7th St/E 7th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 38 576 27 48 119 0 0 123 33 Future Volume (veh/h) 0 0 0 38 576 27 48 119 0 0 123 33 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 41 626 29 52 129 0 0 134 36
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 161 2616 125 431 643 0 0 489 131
Arrive On Green 0.54 0.54 0.54 0.11 0.11 0.00 0.00 0.34 0.34 Sat Flow, veh/h 299 4856 231 1215 1870 0 0 1420 382
Grp Volume(v), veh/h 255 212 229 52 129 0 0 0 170
Grp Sat Flow(s),veh/h/ln 1855 1702 1829 1215 1870 0 0 0 1802 Q Serve(g_s), s 5.5 4.9 5.0 3.0 4.7 0.0 0.0 0.0 5.1
Cycle Q Clear(g_c), s 5.5 4.9 5.0 8.1 4.7 0.0 0.0 0.0 5.1 Prop In Lane 0.16 0.13 1.00 0.00 0.00 0.21
Lane Grp Cap(c), veh/h 999 917 985 431 643 0 0 0 620
V/C Ratio(X) 0.25 0.23 0.23 0.12 0.20 0.00 0.00 0.00 0.27 Avail Cap(c_a), veh/h 999 917 985 431 643 0 0 0 620
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.95 0.95 0.00 0.00 0.00 0.97 Uniform Delay (d), s/veh 9.3 9.1 9.1 27.8 23.9 0.0 0.0 0.0 17.8 Incr Delay (d2), s/veh 0.6 0.6 0.6 0.5 0.7 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 2.2 1.8 1.9 1.0 2.2 0.0 0.0 0.0 2.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.9 9.7 9.7 28.3 24.6 0.0 0.0 0.0 18.9 LnGrp LOS A A A C C A A A B
Approach Vol, veh/h 696 181 170
Approach Delay, s/veh 9.8 25.6 18.9
Approach LOS A C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 40.4 * 26 * 26
Max Q Clear Time (g_c+I1), s 7.5 10.1 7.1
Green Ext Time (p_c), s 6.8 0.9 1.0
Intersection Summary
HCM 6th Ctrl Delay 14.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: Pine Ave & W 6th St/E 6th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 1081 106 0 0 0 0 129 71 21 138 0 Future Volume (veh/h) 47 1081 106 0 0 0 0 129 71 21 138 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 51 1175 115 0 140 77 23 150 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 105 2560 259 0 393 216 441 648 0
Arrive On Green 0.55 0.55 0.55 0.00 0.69 0.69 0.11 0.11 0.00 Sat Flow, veh/h 191 4682 474 0 1134 624 1164 1870 0
Grp Volume(v), veh/h 496 413 433 0 0 217 23 150 0
Grp Sat Flow(s),veh/h/ln1861 1702 1785 0 0 1758 1164 1870 0 Q Serve(g_s), s 12.3 10.9 10.9 0.0 0.0 3.8 1.3 5.5 0.0
Cycle Q Clear(g_c), s 12.3 10.9 10.9 0.0 0.0 3.8 5.1 5.5 0.0 Prop In Lane 0.10 0.27 0.00 0.35 1.00 0.00
Lane Grp Cap(c), veh/h 1017 930 976 0 0 609 441 648 0
V/C Ratio(X) 0.49 0.44 0.44 0.00 0.00 0.36 0.05 0.23 0.00 Avail Cap(c_a), veh/h 1017 930 976 0 0 609 441 648 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.97 0.97 0.97 0.00 Uniform Delay (d), s/veh 10.5 10.2 10.2 0.0 0.0 8.1 25.7 24.1 0.0 Incr Delay (d2), s/veh 1.7 1.5 1.5 0.0 0.0 1.6 0.2 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.9 4.0 4.1 0.0 0.0 1.4 0.4 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.2 11.7 11.6 0.0 0.0 9.7 25.9 24.9 0.0 LnGrp LOS B B B A A A C C A
Approach Vol, veh/h 1341 217 173
Approach Delay, s/veh 11.9 9.7 25.1
Approach LOS B A C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 41.0 26.0 26.0
Max Q Clear Time (g_c+I1), s 14.3 7.5 5.8
Green Ext Time (p_c), s 14.0 0.9 1.4
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis
4: Pine Ave & W 5th St/E 5th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 38 27 10 56 46 8 130 27 35 206 12 Future Volume (vph) 12 38 27 10 56 46 8 130 27 35 206 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 0.97 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.99 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 0.99
Flt Protected 0.99 1.00 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1837 1539 1846 1539 1749 1803 1745 1844 Flt Permitted 0.96 1.00 0.98 1.00 0.49 1.00 0.60 1.00
Satd. Flow (perm) 1780 1539 1814 1539 908 1803 1110 1844 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 41 29 11 61 50 9 141 29 38 224 13
RTOR Reduction (vph) 0 0 11 0 0 19 0 10 0030
Lane Group Flow (vph) 0 54 18 0 72 31 9 160 0 38 234 0
Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2 2 6 6 8 4
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 1086 939 1107 939 251 500 307 511
v/s Ratio Prot 0.09 c0.13
v/s Ratio Perm 0.03 0.01 c0.04 0.02 0.01 0.03
v/c Ratio 0.05 0.02 0.07 0.03 0.04 0.32 0.12 0.46
Uniform Delay, d1 5.9 5.8 5.9 5.8 19.8 21.5 20.3 22.4
Progression Factor 1.00 1.00 1.00 1.00 0.86 0.75 0.83 0.82 Incremental Delay, d2 0.1 0.0 0.0 0.0 0.2 1.6 0.8 2.8
Delay (s) 5.9 5.8 5.9 5.8 17.2 17.6 17.5 21.3
Level of Service A A AABB BC
Approach Delay (s) 5.9 5.9 17.6 20.8
Approach LOS A A B C
Intersection Summary
HCM 2000 Control Delay 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.20
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 46.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
5: Pine Ave & W 4th St/E 4th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 188 17 32 142 28 19 139 93 33 134 63 Future Volume (vph) 8 188 17 32 142 28 19 139 93 33 134 63 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.98 1.00 0.94 1.00 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1840 1770 1817 1770 1751 1770 1774 Flt Permitted 0.64 1.00 0.62 1.00 0.53 1.00 0.47 1.00
Satd. Flow (perm) 1195 1840 1154 1817 989 1751 873 1774 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 204 18 35 154 30 21 151 101 36 146 68 RTOR Reduction (vph) 0 2 0 0 5 0 0 32 0 0 22 0
Lane Group Flow (vph) 9 220 0 35 179 0 21 220 0 36 192 0 Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2684
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 729 1123 704 1109 274 485 242 491
v/s Ratio Prot c0.12 0.10 c0.13 0.11
v/s Ratio Perm 0.01 0.03 0.02 0.04
v/c Ratio 0.01 0.20 0.05 0.16 0.08 0.45 0.15 0.39
Uniform Delay, d1 5.7 6.5 5.9 6.3 20.0 22.4 20.4 22.0
Progression Factor 1.00 1.00 1.00 1.00 0.80 0.76 0.55 0.37 Incremental Delay, d2 0.0 0.4 0.0 0.1 0.5 3.0 1.2 2.2
Delay (s) 5.8 6.8 5.9 6.4 16.4 19.9 12.3 10.3
Level of Service A A A A B B B B
Approach Delay (s) 6.8 6.3 19.6 10.6
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 57.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
6: Pine Ave & W 3rd St/E 3rd St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 136 558 90 40 144 0 0 148 38 Future Volume (veh/h) 0 0 0 136 558 90 40 144 0 0 148 38 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 148 607 98 43 157 0 0 161 41
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 960 1651 266 433 648 0 0 648 549
Arrive On Green 0.18 0.18 0.18 0.11 0.11 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1781 3065 494 1180 1870 0 0 1870 1585
Grp Volume(v), veh/h 148 351 354 43 157 0 0 161 41
Grp Sat Flow(s),veh/h/ln 1781 1777 1781 1180 1870 0 0 1870 1585 Q Serve(g_s), s 5.3 13.0 13.1 2.5 5.7 0.0 0.0 4.6 1.3
Cycle Q Clear(g_c), s 5.3 13.0 13.1 7.1 5.7 0.0 0.0 4.6 1.3 Prop In Lane 1.00 0.28 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 960 957 960 433 648 0 0 648 549
V/C Ratio(X) 0.15 0.37 0.37 0.10 0.24 0.00 0.00 0.25 0.07 Avail Cap(c_a), veh/h 960 957 960 433 648 0 0 648 549
HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.93 0.93 0.00 0.00 0.94 0.94 Uniform Delay (d), s/veh 16.4 19.6 19.6 27.0 24.2 0.0 0.0 17.5 16.4 Incr Delay (d2), s/veh 0.3 1.1 1.1 0.4 0.8 0.0 0.0 0.9 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 %ile BackOfQ(50%),veh/ln 2.2 6.4 6.4 0.8 2.7 0.0 0.0 2.0 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.7 20.7 20.7 27.4 25.1 0.0 0.0 18.4 16.7 LnGrp LOS B CCCCAABB
Approach Vol, veh/h 853 200 202
Approach Delay, s/veh 20.0 25.6 18.0
Approach LOS B C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 40.4 26.0 26.0
Max Q Clear Time (g_c+I1), s 15.1 9.1 6.6
Green Ext Time (p_c), s 7.5 1.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 20.6
HCM 6th LOS C
HCM 6th Signalized Intersection Summary
7: Pine Ave & W Broadway/E Broadway 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 56 830 42 0 0 0 0 127 130 111 149 0 Future Volume (veh/h) 56 830 42 0 0 0 0 127 130 111 149 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 61 902 46 0 138 141 121 162 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 817 1578 80 0 254 260 407 798 0
Arrive On Green 0.46 0.46 0.46 0.00 0.30 0.30 0.02 0.14 0.00 Sat Flow, veh/h 1781 3440 175 0 848 866 1781 1870 0
Grp Volume(v), veh/h 61 466 482 0 0 279 121 162 0
Grp Sat Flow(s),veh/h/ln1781 1777 1839 0 0 1714 1781 1870 0 Q Serve(g_s), s 1.4 14.4 14.4 0.0 0.0 10.2 3.3 5.7 0.0
Cycle Q Clear(g_c), s 1.4 14.4 14.4 0.0 0.0 10.2 3.3 5.7 0.0 Prop In Lane 1.00 0.10 0.00 0.51 1.00 0.00
Lane Grp Cap(c), veh/h 817 815 843 0 0 514 407 798 0
V/C Ratio(X) 0.07 0.57 0.57 0.00 0.00 0.54 0.30 0.20 0.00 Avail Cap(c_a), veh/h 817 815 843 0 0 514 419 798 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.94 0.99 0.99 0.00 Uniform Delay (d), s/veh 11.4 14.9 14.9 0.0 0.0 22.0 16.4 20.9 0.0 Incr Delay (d2), s/veh 0.2 2.9 2.8 0.0 0.0 3.8 0.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 6.0 6.1 0.0 0.0 4.5 1.3 2.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.6 17.8 17.7 0.0 0.0 25.8 16.6 21.5 0.0 LnGrp LOS B B B A A C B C A
Approach Vol, veh/h 1009 279 283
Approach Delay, s/veh 17.4 25.8 19.4
Approach LOS B C B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 39.0 36.0 9.5 26.5
Change Period (Y+Rc), s 4.6 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.4 32.0 6.0 22.0
Max Q Clear Time (g_c+I1), s 16.4 7.7 5.3 12.2
Green Ext Time (p_c), s 8.3 0.9 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay 19.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM Signalized Intersection Capacity Analysis
8: Pine Ave & W 1st St/E 1st St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 27 3 0 34 4 1 237 0 2 151 9
Future Volume (vph) 0 27 3 0 34 4 1 237 0 2 151 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.99 0.99 1.00 0.99
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1839 1838 1862 1847
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1839 1838 1861 1842
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 29 3 0 37 4 1 258 0 2 164 10
RTOR Reduction (vph) 020020000020
Lane Group Flow (vph) 0 30 0 0 39 0 0 259 0 0 174 0
Turn Type NA NA Perm NA Perm NA
Protected Phases 2684
Permitted Phases 8 4
Actuated Green, G (s) 15.5 15.5 15.5 15.5
Effective Green, g (s) 15.5 15.5 15.5 15.5
Actuated g/C Ratio 0.39 0.39 0.39 0.39
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 712 712 721 713
v/s Ratio Prot 0.02 c0.02
v/s Ratio Perm c0.14 0.09
v/c Ratio 0.04 0.05 0.36 0.24
Uniform Delay, d1 7.6 7.7 8.7 8.3
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 1.4 0.8
Delay (s) 7.7 7.7 10.1 9.1
Level of Service AABA
Approach Delay (s) 7.7 7.7 10.1 9.1
Approach LOS AABA
Intersection Summary
HCM 2000 Control Delay 9.4 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.24
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 28.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Pine Ave & W Ocean Blvd/E Ocean Blvd 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 1859 98 246 1194 85 181 74 175 87 47 95 Future Volume (veh/h) 81 1859 98 246 1194 85 181 74 175 87 47 95 Initial Q (Qb), veh 0 00000000000
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 88 2021 107 267 1298 92 197 80 190 95 51 103 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 22222222222
Cap, veh/h 334 2644 139 263 2997 930 256 488 413 163 63 215 Arrive On Green 0.04 0.53 0.53 0.18 1.00 1.00 0.09 0.26 0.26 0.14 0.14 0.14 Sat Flow, veh/h 1781 4965 262 1781 5106 1585 1781 1870 1585 833 467 1585 Grp Volume(v), veh/h 88 1383 745 267 1298 92 197 80 190 146 0 103 Grp Sat Flow(s),veh/h/ln1781 1702 1823 1781 1702 1585 1781 1870 1585 1299 0 1585 Q Serve(g_s), s 2.7 38.4 38.7 11.0 0.0 0.0 11.0 4.0 12.1 12.9 0.0 7.2 Cycle Q Clear(g_c), s 2.7 38.4 38.7 11.0 0.0 0.0 11.0 4.0 12.1 13.1 0.0 7.2 Prop In Lane 1.00 0.14 1.00 1.00 1.00 1.00 0.65 1.00
Lane Grp Cap(c), veh/h 334 1813 971 263 2997 930 256 488 413 226 0 215 V/C Ratio(X) 0.26 0.76 0.77 1.01 0.43 0.10 0.77 0.16 0.46 0.65 0.00 0.48 Avail Cap(c_a), veh/h 430 1813 971 263 2997 930 256 784 664 431 0 466 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 0.98 0.00 0.98 Uniform Delay (d), s/veh 11.7 22.1 22.2 28.7 0.0 0.0 40.0 34.2 37.2 50.4 0.0 47.9 Incr Delay (d2), s/veh 0.2 3.1 5.8 56.8 0.4 0.2 12.1 0.2 0.8 3.0 0.0 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/ln1.1 15.6 17.6 11.1 0.1 0.0 5.8 1.8 4.8 4.4 0.0 2.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.8 25.2 28.0 85.4 0.4 0.2 52.1 34.4 38.0 53.5 0.0 49.5 LnGrp LOS B C C F A A DCDDAD
Approach Vol, veh/h 2216 1657 467 249
Approach Delay, s/veh 25.6 14.1 43.4 51.8
Approach LOS C B D D
Timer - Assigned Phs 1 23456 8
Phs Duration (G+Y+Rc), s15.0 69.0 15.0 21.0 8.5 75.5 36.0 Change Period (Y+Rc), s 4.0 5.1 4.0 * 4.7 4.0 5.1 * 4.7 Max Green Setting (Gmax), s 11.0 44.9 11.0 * 35 11.0 44.9 * 50 Max Q Clear Time (g_c+I1), s 13.0 40.7 13.0 15.1 4.7 2.0 14.1 Green Ext Time (p_c), s 0.0 3.9 0.0 1.2 0.0 19.4 1.1
Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
10: Locust Ave & E 8th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 77 10 0 33 10 5 17 2 2 15 8
Future Volume (veh/h) 0 77 10 0 33 10 5 17 2 2 15 8
Initial Q (Qb), veh 0 00000000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 84 11 0 36 11 5 18 2 2 16 9
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, % 0 22022222222
Cap, veh/h 0 994 130 0 843 258 470 463 51 475 315 177
Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.61 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 0 1620 212 0 1375 420 1386 1654 184 1392 1124 632 Grp Volume(v), veh/h 0 0 95 0 0 47 5 0 20 2 0 25
Grp Sat Flow(s),veh/h/ln 0 0 1832 0 0 1795 1386 0 1837 1392 0 1757 Q Serve(g_s), s 0.0 0.0 1.6 0.0 0.0 0.8 0.2 0.0 0.6 0.1 0.0 0.8 Cycle Q Clear(g_c), s 0.0 0.0 1.6 0.0 0.0 0.8 1.0 0.0 0.6 0.7 0.0 0.8 Prop In Lane 0.00 0.12 0.00 0.23 1.00 0.10 1.00 0.36
Lane Grp Cap(c), veh/h 0 0 1124 0 0 1101 470 0 514 475 0 492 V/C Ratio(X) 0.00 0.00 0.08 0.00 0.00 0.04 0.01 0.00 0.04 0.00 0.00 0.05 Avail Cap(c_a), veh/h 0 0 1124 0 0 1101 470 0 514 475 0 492 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 5.9 0.0 0.0 5.8 20.1 0.0 19.7 19.9 0.0 19.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.6 0.0 0.0 0.3 0.1 0.0 0.3 0.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 6.1 0.0 0.0 5.8 20.1 0.0 19.8 19.9 0.0 19.8 LnGrp LOS A AAAAACABBAB
Approach Vol, veh/h 95 47 25 27
Approach Delay, s/veh 6.1 5.8 19.9 19.8
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 50.0 25.0 50.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 46.0 21.0 46.0 21.0
Max Q Clear Time (g_c+I1), s 3.6 2.8 2.8 3.0
Green Ext Time (p_c), s 0.8 0.0 0.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
11: Locust Ave & E 7th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 7 595 32 10 9 0 0 10 14
Future Volume (veh/h) 0 0 0 7 595 32 10 9 0 0 10 14
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 8 647 35 11 10 0 0 11 15
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 36 3056 170 285 238 0 0 524 444
Arrive On Green 0.20 0.20 0.20 0.28 0.28 0.00 0.00 0.28 0.28 Sat Flow, veh/h 59 5049 281 756 849 0 0 1870 1585
Grp Volume(v), veh/h 253 210 226 21 0 0 0 11 15
Grp Sat Flow(s),veh/h/ln 1867 1702 1820 1605 0 0 0 1870 1585 Q Serve(g_s), s 8.5 7.7 7.8 0.0 0.0 0.0 0.0 0.3 0.5
Cycle Q Clear(g_c), s 8.5 7.7 7.8 0.6 0.0 0.0 0.0 0.3 0.5 Prop In Lane 0.03 0.15 0.52 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1130 1030 1102 523 0 0 0 524 444 V/C Ratio(X) 0.22 0.20 0.21 0.04 0.00 0.00 0.00 0.02 0.03 Avail Cap(c_a), veh/h 1130 1030 1102 523 0 0 0 524 444
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.3 14.9 15.0 19.7 0.0 0.0 0.0 19.6 19.6 Incr Delay (d2), s/veh 0.4 0.4 0.4 0.1 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 3.9 3.1 3.4 0.3 0.0 0.0 0.0 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.7 15.3 15.3 19.8 0.0 0.0 0.0 19.6 19.8 LnGrp LOS BBBBAAABB
Approach Vol, veh/h 690 21 26
Approach Delay, s/veh 15.5 19.8 19.7
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 50.0 25.0 25.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 45.4 21.0 21.0
Max Q Clear Time (g_c+I1), s 10.5 2.6 2.5
Green Ext Time (p_c), s 6.8 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
12: E 6th St & Locust Ave 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 15 1131 0 0 16 0
Future Volume (veh/h) 15 1131 0 0 16 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0
Adj Flow Rate, veh/h 16 1229 17 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 0
Cap, veh/h 75 4629 0 0
Arrive On Green 0.31 0.31 0.00 0.00
Sat Flow, veh/h 27 5085 0
Grp Volume(v), veh/h 468 777 0.0
Grp Sat Flow(s),veh/h/ln1862 1549
Q Serve(g_s), s 0.0 14.2
Cycle Q Clear(g_c), s 14.1 14.2
Prop In Lane 0.03
Lane Grp Cap(c), veh/h 1797 2908
V/C Ratio(X) 0.26 0.27
Avail Cap(c_a), veh/h 1797 2908
HCM Platoon Ratio 0.33 0.33
Upstream Filter(I) 0.87 0.87
Uniform Delay (d), s/veh 6.5 6.5
Incr Delay (d2), s/veh 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln2.3 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.8 6.7
LnGrp LOS A A
Approach Vol, veh/h 1245
Approach Delay, s/veh 6.7
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 75.0
Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 45.4
Max Q Clear Time (g_c+I1), s 16.2
Green Ext Time (p_c), s 14.0
Intersection Summary
HCM 6th Ctrl Delay 6.7
HCM 6th LOS A
HCM 6th AWSC
13: The Promenade & E 5th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.3
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 40 44 21 37 21 29
Future Vol, veh/h 40 44 21 37 21 29
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 43 48 23 40 23 32
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.2 7.5 7.2

HCM LOS A A A

Lane NBLn1 EBLn1WBLn1
Vol Left, % 42% 0% 36%
Vol Thru, % 0% 48% 64%
Vol Right, % 58% 52% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 50 84 58
LT Vol 21 0 21
Through Vol 0 40 37
RT Vol 29 44 0
Lane Flow Rate 54 91 63
Geometry Grp 1 1 1
Degree of Util (X) 0.059 0.095 0.073
Departure Headway (Hd) 3.934 3.762 4.17
Convergence, Y/N Yes Yes Yes
Cap 902 950 857
Service Time 1.993 1.798 2.204
HCM Lane V/C Ratio 0.06 0.096 0.074
HCM Control Delay 7.2 7.2 7.5
HCM Lane LOS A A A
HCM 95th-tile Q 0.2 0.3 0.2
HCM 6th AWSC
14: The Promenade N/The Promenade & E 4th St 08/24/2022 Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 9.4
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 19 241 1 3 195 35 0 0 0 42 0 28
Future Vol, veh/h 19 241 1 3 195 35 0 0 0 42 0 28
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 Heavy Vehicles, % 2 22222222222
Mvmt Flow 21 262 1 3 212 38 0 0 0 46 0 30
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.8 9.3 0 8.6

HCM LOS A A - A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 7% 1% 60%
Vol Thru, % 100% 92% 84% 0%
Vol Right, % 0% 0% 15% 40%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 0 261 233 70
LT Vol 0 19 3 42
Through Vol 0 241 195 0
RT Vol 0 1 35 28
Lane Flow Rate 0 284 253 76
Geometry Grp 1111
Degree of Util (X) 0 0.347 0.305 0.105
Departure Headway (Hd) 5.224 4.4 4.336 4.98
Convergence, Y/N Yes Yes Yes Yes
Cap 0 820 831 719
Service Time 3.267 2.421 2.358 3.014
HCM Lane V/C Ratio 0 0.346 0.304 0.106
HCM Control Delay 8.3 9.8 9.3 8.6
HCM Lane LOS N A A A
HCM 95th-tile Q 0 1.6 1.3 0.4
HCM 6th Signalized Intersection Summary
15: E 3rd St & The Promenade N 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 13 626 0 29 00000
Future Volume (veh/h) 0 0 0 13 626 0 29 00000
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 14 680 0 32 00000
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 1503 2998 0 151 0 0 0 73 0
Arrive On Green 0.28 0.28 0.00 0.04 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1418 0 0 0 1870 0
Grp Volume(v), veh/h 14 680 0 32 00000
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1418 0 0 0 1870 0
Q Serve(g_s), s 0.4 11.1 0.0 1.7 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 11.1 0.0 1.7 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 1503 2998 0 151 0 0 0 73 0
V/C Ratio(X) 0.01 0.23 0.00 0.21 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 1503 2998 0 489 0 0 0 519 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 4.4 8.2 0.0 35.4 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 5.2 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.4 8.4 0.0 36.3 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A D AAAAA
Approach Vol, veh/h 694 32 0
Approach Delay, s/veh 8.3 36.3 0.0
Approach LOS A D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 67.9 7.1 7.1
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 45.4 * 21 * 21
Max Q Clear Time (g_c+I1), s 13.1 3.7 0.0
Green Ext Time (p_c), s 7.6 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.5
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Long Beach Blvd & E 8th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 27 22 3 12 15 33 715 36 42 587 11 Future Volume (veh/h) 20 27 22 3 12 15 33 715 36 42 587 11 Initial Q (Qb), veh 0 00000000000
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 22 29 24 3 13 16 36 777 39 46 638 12 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 22222222222
Cap, veh/h 217 60 50 198 49 60 43 2175 109 55 2279 43
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.02 0.63 0.63 0.03 0.64 0.64 Sat Flow, veh/h 1381 946 783 1351 763 939 1781 3443 173 1781 3568 67 Grp Volume(v), veh/h 22 0 53 3 0 29 36 401 415 46 318 332 Grp Sat Flow(s),veh/h/ln1381 0 1729 1351 0 1701 1781 1777 1839 1781 1777 1858 Q Serve(g_s), s 0.7 0.0 1.4 0.1 0.0 0.8 1.0 5.1 5.1 1.2 3.7 3.7 Cycle Q Clear(g_c), s 1.5 0.0 1.4 1.5 0.0 0.8 1.0 5.1 5.1 1.2 3.7 3.7 Prop In Lane 1.00 0.45 1.00 0.55 1.00 0.09 1.00 0.04
Lane Grp Cap(c), veh/h 217 0 110 198 0 108 43 1122 1162 55 1135 1187 V/C Ratio(X) 0.10 0.00 0.48 0.02 0.00 0.27 0.85 0.36 0.36 0.84 0.28 0.28 Avail Cap(c_a), veh/h 972 0 1056 937 0 1039 113 1122 1162 113 1135 1187 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 0.00 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 21.9 0.0 21.5 22.2 0.0 21.2 23.1 4.2 4.2 22.9 3.8 3.8 Incr Delay (d2), s/veh 0.1 0.0 1.2 0.0 0.0 1.0 15.3 0.9 0.9 11.6 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/ln0.2 0.0 0.6 0.0 0.0 0.3 0.5 1.3 1.3 0.6 0.9 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 0.0 22.7 22.2 0.0 22.1 38.4 5.0 5.0 34.5 4.4 4.4 LnGrp LOS C A C C A C D A A C A A
Approach Vol, veh/h 75 32 852 696
Approach Delay, s/veh 22.5 22.2 6.4 6.4
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.1 34.3 8.0 5.5 34.0 8.0
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 3.0 30.0 29.0 3.0 30.0 29.0 Max Q Clear Time (g_c+I1), s 3.0 5.7 3.5 3.2 7.1 3.5
Green Ext Time (p_c), s 0.0 5.9 0.1 0.0 7.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
17: E 7th St & Long Beach Blvd 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 106 504 123 101 751 0 0 599 37 Future Volume (veh/h) 0 0 0 106 504 123 101 751 0 0 599 37 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 115 548 134 110 816 0 0 651 40
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 380 1090 338 138 2312 0 0 1847 824
Arrive On Green 0.21 0.21 0.21 0.15 1.00 0.00 0.00 0.52 0.52 Sat Flow, veh/h 1781 5106 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 115 548 134 110 816 0 0 651 40
Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 4.1 7.1 5.4 4.5 0.0 0.0 0.0 8.1 0.9
Cycle Q Clear(g_c), s 4.1 7.1 5.4 4.5 0.0 0.0 0.0 8.1 0.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 380 1090 338 138 2312 0 0 1847 824 V/C Ratio(X) 0.30 0.50 0.40 0.80 0.35 0.00 0.00 0.35 0.05 Avail Cap(c_a), veh/h 829 2376 738 143 2312 0 0 1847 824 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.00 0.00 0.98 0.98 Uniform Delay (d), s/veh 24.8 26.0 25.3 31.1 0.0 0.0 0.0 10.6 8.9 Incr Delay (d2), s/veh 0.6 0.5 1.1 19.8 0.3 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 1.7 2.8 2.1 2.5 0.1 0.0 0.0 3.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.4 26.5 26.4 50.9 0.3 0.0 0.0 11.1 9.0 LnGrp LOS CCCD AAABA
Approach Vol, veh/h 797 926 691
Approach Delay, s/veh 26.3 6.3 11.0
Approach LOS C A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.8 44.1 21.1 53.9
Change Period (Y+Rc), s 4.0 5.1 5.1 5.1
Max Green Setting (Gmax), s 6.0 19.9 34.9 29.9
Max Q Clear Time (g_c+I1), s 6.5 10.1 9.1 2.0
Green Ext Time (p_c), s 0.0 3.7 6.9 7.7
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Long Beach Blvd & E 6th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 123 925 88 0 0 0 0 646 52 134 579 0 Future Volume (veh/h) 123 925 88 0 0 0 0 646 52 134 579 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 134 1005 96 0 702 57 146 629 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 626 1795 557 0 1428 637 143 1901 0
Arrive On Green 0.12 0.12 0.12 0.00 0.80 0.80 0.16 1.00 0.00 Sat Flow, veh/h 1781 5106 1585 0 3647 1585 1781 3647 0
Grp Volume(v), veh/h 134 1005 96 0 702 57 146 629 0
Grp Sat Flow(s),veh/h/ln1781 1702 1585 0 1777 1585 1781 1777 0 Q Serve(g_s), s 5.1 14.0 4.1 0.0 4.8 0.6 6.0 0.0 0.0
Cycle Q Clear(g_c), s 5.1 14.0 4.1 0.0 4.8 0.6 6.0 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 626 1795 557 0 1428 637 143 1901 0 V/C Ratio(X) 0.21 0.56 0.17 0.00 0.49 0.09 1.02 0.33 0.00 Avail Cap(c_a), veh/h 843 2417 750 0 1428 637 143 1901 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 23.8 27.7 23.3 0.0 4.9 4.5 31.5 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.4 0.2 0.0 1.2 0.3 78.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 6.3 3.8 0.0 1.4 0.2 5.4 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.0 28.0 23.5 0.0 6.1 4.7 110.4 0.4 0.0 LnGrp LOS C C C A A A F A A
Approach Vol, veh/h 1235 759 775
Approach Delay, s/veh 27.2 6.0 21.2
Approach LOS C A C
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 44.1 30.9 10.0 34.1
Change Period (Y+Rc), s 4.0 4.5 4.0 4.0
Max Green Setting (Gmax), s 31.0 35.5 6.0 21.0
Max Q Clear Time (g_c+I1), s 2.0 16.0 8.0 6.8
Green Ext Time (p_c), s 5.6 10.4 0.0 5.0
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
HCM 6th TWSC
19: E 5th St & Long Beach Blvd 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 68 0 0 8 0 622 50 0 617 60
Future Vol, veh/h 0 0 68 0 0 8 0 622 50 0 617 60
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 74 0 0 9 0 676 54 0 671 65
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 368 - - 365 - 0 0 - - 0
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy - - 6.94 - - 6.94 ------
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy - - 3.32 - - 3.32 ------
Pot Cap-1 Maneuver 0 0 629 0 0 632 0 - - 0 - -
Stage 1 0 0 - 0 0 - 0 - - 0 - -
Stage 2 0 0 - 0 0 - 0 - - 0 - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 629 - - 632 ------
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 11.5 10.8 0 0

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR
Capacity (veh/h) - - 629 632 - -
HCM Lane V/C Ratio - - 0.118 0.014 - -
HCM Control Delay (s) - - 11.5 10.8 - -
HCM Lane LOS - - B B - -
HCM 95th %tile Q(veh) - - 0.4 0 - -
HCM 6th Signalized Intersection Summary
20: Long Beach Blvd & E 4th St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 203 37 47 147 68 36 523 92 131 475 69 Future Volume (veh/h) 46 203 37 47 147 68 36 523 92 131 475 69 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 50 221 40 51 160 74 39 568 100 142 516 75 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, % 222222222222
Cap, veh/h 211 338 61 195 265 123 53 1598 280 143 1804 261 Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.06 1.00 1.00 0.16 1.00 1.00 Sat Flow, veh/h 1146 1541 279 1118 1210 560 1781 3021 530 1781 3115 451 Grp Volume(v), veh/h 50 0 261 51 0 234 39 333 335 142 293 298 Grp Sat Flow(s),veh/h/ln 1146 0 1820 1118 0 1770 1781 1777 1775 1781 1777 1789 Q Serve(g_s), s 3.1 0.0 9.8 3.3 0.0 8.9 1.6 0.0 0.0 6.0 0.0 0.0 Cycle Q Clear(g_c), s 12.0 0.0 9.8 13.1 0.0 8.9 1.6 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.32 1.00 0.30 1.00 0.25
Lane Grp Cap(c), veh/h 211 0 399 195 0 388 53 940 939 143 1029 1036 V/C Ratio(X) 0.24 0.00 0.65 0.26 0.00 0.60 0.74 0.35 0.36 1.00 0.29 0.29 Avail Cap(c_a), veh/h 362 0 638 342 0 621 143 940 939 143 1029 1036 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.7 0.0 26.7 32.7 0.0 26.3 35.0 0.0 0.0 31.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.2 0.9 0.0 1.8 7.0 1.0 1.0 74.2 0.7 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 0.9 0.0 4.3 0.9 0.0 3.8 0.8 0.3 0.3 5.2 0.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.4 0.0 28.9 33.5 0.0 28.2 42.0 1.0 1.0 105.7 0.7 0.7 LnGrp LOS C A C C A C D A A F A A
Approach Vol, veh/h 311 285 707 733
Approach Delay, s/veh 29.5 29.1 3.3 21.0
Approach LOS C C A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.2 47.6 21.1 10.0 43.9 21.1
Change Period (Y+Rc), s 4.0 * 4.2 * 4.7 4.0 * 4.2 * 4.7 Max Green Setting (Gmax), s 6.0 * 30 * 26 6.0 * 30 * 26 Max Q Clear Time (g_c+I1), s 3.6 2.0 15.1 8.0 2.0 14.0
Green Ext Time (p_c), s 0.0 5.6 1.4 0.0 6.5 1.6
Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
21: E 3rd St & Long Beach Blvd 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 12 484 99 99 556 0 0 469 109 Future Volume (veh/h) 0 0 0 12 484 99 99 556 0 0 469 109 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 13 526 108 108 604 0 0 510 118
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 475 948 423 136 2156 0 0 1696 756
Arrive On Green 0.27 0.27 0.27 0.15 1.00 0.00 0.00 0.95 0.95 Sat Flow, veh/h 1781 3554 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 13 526 108 108 604 0 0 510 118
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 0.4 9.6 4.0 4.4 0.0 0.0 0.0 0.7 0.3
Cycle Q Clear(g_c), s 0.4 9.6 4.0 4.4 0.0 0.0 0.0 0.7 0.3 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 475 948 423 136 2156 0 0 1696 756 V/C Ratio(X) 0.03 0.56 0.26 0.80 0.28 0.00 0.00 0.30 0.16 Avail Cap(c_a), veh/h 834 1663 742 143 2156 0 0 1696 756 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.92 0.92 0.00 0.00 0.97 0.97 Uniform Delay (d), s/veh 20.3 23.7 21.6 31.2 0.0 0.0 0.0 0.9 0.9 Incr Delay (d2), s/veh 0.0 0.7 0.4 21.4 0.3 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 0.2 3.9 1.5 2.5 0.1 0.0 0.0 0.3 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 24.4 22.1 52.6 0.3 0.0 0.0 1.4 1.3 LnGrp LOS CCCD AAAAA
Approach Vol, veh/h 647 712 628
Approach Delay, s/veh 23.9 8.2 1.3
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 40.4 24.9 50.1
Change Period (Y+Rc), s 4.0 4.6 * 4.9 4.6
Max Green Setting (Gmax), s 6.0 20.4 * 35 30.4
Max Q Clear Time (g_c+I1), s 6.4 2.7 11.6 2.0
Green Ext Time (p_c), s 0.0 3.6 5.7 4.5
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
22: Long Beach Blvd & E Broadway 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 850 103 0 0 0 0 445 55 134 343 0 Future Volume (veh/h) 178 850 103 0 0 0 0 445 55 134 343 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 193 924 112 0 484 60 146 373 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 687 1230 149 0 1210 149 220 1767 0
Arrive On Green 0.13 0.13 0.13 0.00 0.38 0.38 0.13 0.99 0.00 Sat Flow, veh/h 1781 3191 387 0 3277 393 3456 3647 0
Grp Volume(v), veh/h 193 514 522 0 269 275 146 373 0
Grp Sat Flow(s),veh/h/ln1781 1777 1801 0 1777 1800 1728 1777 0 Q Serve(g_s), s 7.4 21.0 21.0 0.0 8.3 8.4 3.0 0.1 0.0
Cycle Q Clear(g_c), s 7.4 21.0 21.0 0.0 8.3 8.4 3.0 0.1 0.0 Prop In Lane 1.00 0.21 0.00 0.22 1.00 0.00
Lane Grp Cap(c), veh/h 687 685 694 0 675 684 220 1767 0 V/C Ratio(X) 0.28 0.75 0.75 0.00 0.40 0.40 0.66 0.21 0.00 Avail Cap(c_a), veh/h 841 839 850 0 675 684 230 1767 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.81 0.81 0.81 0.00 0.99 0.99 0.94 0.94 0.00 Uniform Delay (d), s/veh 23.3 29.3 29.3 0.0 17.0 17.0 32.0 0.1 0.0 Incr Delay (d2), s/veh 0.2 2.5 2.4 0.0 1.7 1.7 4.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.2 10.3 10.4 0.0 3.5 3.6 1.3 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.5 31.7 31.7 0.0 18.7 18.7 36.7 0.4 0.0 LnGrp LOS C C C A B B D A A
Approach Vol, veh/h 1229 544 519
Approach Delay, s/veh 30.4 18.7 10.6
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 41.5 8.8 32.7 33.5
Change Period (Y+Rc), s * 4.2 4.0 * 4.2 4.6
Max Green Setting (Gmax), s * 31 5.0 * 22 35.4
Max Q Clear Time (g_c+I1), s 2.1 5.0 10.4 23.0
Green Ext Time (p_c), s 3.6 0.0 3.4 5.9
Intersection Summary
HCM 6th Ctrl Delay 23.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
23: Long Beach Blvd & E 1st St 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 4 12 22 5 54 6 413 36 67 397 28 Future Volume (veh/h) 16 4 12 22 5 54 6 413 36 67 397 28 Initial Q (Qb), veh 0 00000000000
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 17 4 13 24 5 59 7 449 39 73 432 30 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 22222222222
Cap, veh/h 155 16 34 226 25 108 13 1987 172 93 2294 1023 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.01 0.60 0.60 0.05 0.65 0.65 Sat Flow, veh/h 574 230 497 1253 360 1585 1781 3309 286 1781 3554 1585 Grp Volume(v), veh/h 34 0 0 29 0 59 7 240 248 73 432 30 Grp Sat Flow(s),veh/h/ln1301 0 0 1613 0 1585 1781 1777 1819 1781 1777 1585 Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 1.7 0.2 2.9 2.9 1.9 2.3 0.3 Cycle Q Clear(g_c), s 1.4 0.0 0.0 0.7 0.0 1.7 0.2 2.9 2.9 1.9 2.3 0.3 Prop In Lane 0.50 0.38 0.83 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 204 0 0 251 0 108 13 1067 1092 93 2294 1023 V/C Ratio(X) 0.17 0.00 0.00 0.12 0.00 0.55 0.53 0.23 0.23 0.78 0.19 0.03 Avail Cap(c_a), veh/h 990 0 0 1028 0 952 229 1067 1092 229 2294 1023 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 0.00 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 21.0 0.0 0.0 20.6 0.0 21.0 23.1 4.3 4.3 21.8 3.3 3.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.2 0.0 3.2 11.6 0.5 0.5 5.2 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/ln0.3 0.0 0.0 0.3 0.0 0.7 0.1 0.8 0.8 0.8 0.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.2 0.0 0.0 20.7 0.0 24.2 34.6 4.8 4.8 27.1 3.5 3.0 LnGrp LOS C A A C A C C A A C A A
Approach Vol, veh/h 34 88 495 535
Approach Delay, s/veh 21.2 23.1 5.2 6.7
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.3 34.1 8.2 6.4 32.0 8.2
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 6.0 28.0 28.0 6.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 4.3 3.7 3.9 4.9 3.4
Green Ext Time (p_c), s 0.0 4.2 0.2 0.0 4.2 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
HCM Signalized Intersection Capacity Analysis
24: E Ocean Blvd & Long Beach Blvd 08/24/2022
Opening Year PM Mosaic Project 8:34 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 284 1855 1262 161 136 316
Future Volume (vph) 284 1855 1262 161 136 316
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Lane Util. Factor 1.00 0.91 0.91 1.00 0.97 0.91
Frt 1.00 1.00 1.00 0.85 0.92 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00
Satd. Flow (prot) 1770 5085 5085 1583 3247 1441
Flt Permitted 0.15 1.00 1.00 1.00 0.98 1.00
Satd. Flow (perm) 288 5085 5085 1583 3247 1441
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 309 2016 1372 175 148 343
RTOR Reduction (vph) 0 0 0 56 156 155
Lane Group Flow (vph) 309 2016 1372 119 164 16
Turn Type pm+pt NA NA Perm Perm Perm
Protected Phases 5 2 6
Permitted Phases 2 6 4 4
Actuated Green, G (s) 98.0 98.0 81.4 81.4 11.2 11.2
Effective Green, g (s) 98.0 98.0 81.4 81.4 11.2 11.2
Actuated g/C Ratio 0.82 0.82 0.68 0.68 0.09 0.09
Clearance Time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Vehicle Extension (s) 2.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph) 390 4152 3449 1073 303 134
v/s Ratio Prot c0.08 0.40 0.27
v/s Ratio Perm c0.56 0.07 c0.05 0.01
v/c Ratio 0.79 0.49 0.40 0.11 0.54 0.12
Uniform Delay, d1 10.6 3.3 8.5 6.7 51.9 49.9
Progression Factor 3.28 0.27 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.9 0.2 0.3 0.2 2.0 0.4
Delay (s) 38.7 1.1 8.8 6.9 53.9 50.3
Level of Service D A A A D D
Approach Delay (s) 6.1 8.6 52.7
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

T R A F F I C I M P A C T AN A L Y S I S
OC T O B E R 2022

MO S A I C P R O J E C T

L O N G BE A C H, C A L I F O R N I A
P:\LBL2201\Traffic\doc\TIA2.docx «10/04/22»

APPENDIX F

SCAG SELECT ZONE DISTRIBUTION

HARBOR SCENIC DR
0 LONG BEACH FWY
0 -
0 -
--
0 AVE
VD
--
0 LONG BEACH FWY
0 E

SHOREL NI E DR
0 LONG BEACH FWY
0 LONG BEACH FWY
0 DE FOREST AVE
0 GOLDEN SHORE ST
0 LONG BEACH FWY
0 --
0 SHOREL NI E DR
21 --
2 --
0 --
0 SEASIDE WAY
0 G BEACH FWY
--
0 --
0 HARBOR SCENIC DR
0 RANGE AVE

LONG BEACH FWY
0 --
0 --
0 -
0 -

SEASIDE WAY
0 E B
1 1

E BROADWAY
--
0 --
0 E 3RD ST
1 SHORELINE DR
0 --
7 HARBOR SCEN CI DR
0 E 1ST ST
0 --
0 E 4TH ST
6 --
0 --
0 -
1 -
0 W 9TH ST
--
4 --
0 -
0 -
--
0 -
0 -
-
0 -
--
0 E SHORELINE DR
0 W 10TH ST
0 GOLDEN SHORE ST0
--
0 --
0 -
0 -
--
0 E 3RD ST
1 --
0 ALAMITOS AVE
13 SHORELINE DR
0 --
0 LONG BEACH FWY
0 --0
--
0 ATLANT CI AVE
0 --
0 --
0 E 8TH ST0
E 10TH ST
0 --
0 PINE AVE
0 E 8TH ST
0 E ANAHEIM ST
0 E ANAHEIM ST
0 MART NI LUTHER KING JR AVE
0 E 10TH ST
1 MAGNOLIA AVE
1 WALNUT AVE
0 N LONG BEACH BLVD
6 N PAC FI CI AVE
1 E 4TH ST
5 W 8TH ST
0 -
0 -

LONG BEACH FWY
0 --
0 -
0 -
--
0 --
0 E SHORELINE DR
0 --
0 -
1 -
WAY
--
0 QUEENS WAY
1 0

SHORELINE DR

W OCEAN BLVD
3 PIER C ST
0 -
4 -
1 E BROADWAY

QUEENSWAY DR
0 --
0 0

SHORELINE DR
E 4TH ST
7 E 1ST ST
0 --
1 SHORELINE DR
8 --
1 W BROADWAY
0 --
0 --
0 PICO AVE
0 0

E OCEAN BLVD
E 3RD ST1

QUEENS WAY
4 --
0 NE AVE

QUEENS WAY
1 E 7TH ST
11 0

E OCEAN BLVD

W OCEAN BLVD
3 E ANAHEIM2
E 10TH ST1
E 8TH ST0
-
0 -

LONG BEACH FWY
0 F CI AVE
--
0 E 12TH ST
0 PICO AVE
0 -
--
1 LONG
0 E 8TH ST
0 W SHORELINE DR
0 E BROADWAY
3 N LONG BEACH BLVD
6 E 7TH ST
11 P CI O AVE
0 SHORELINE DR
0 LOCUST AVE
0 E 1ST ST
0 --
0 PINE AVE
0 E 10TH ST
0 1

N PACIFIC AVE

MAINE AVE
0 MAGNOL AI AVE
2 MARTIN LUTHER K NI G JR AVE
0 --
0 N DA SI Y AVE
0 ATLANTIC AVE
0 MAGNOL AI AVE
0 --
0 N PACIFIC AVE
0 SEASIDE WAY
0 W SHORELINE DR
0 -
0 -
W 10TH ST
0 E 7TH ST
7 ALAMIT
8 LONG BEACH FWY
0 --
0 E 4TH5
0 ORANGE AVE
--
1 E ANAHEIM ST
0 E 3RD
1 LONG BEACH FWY
0 --
0 E 10TH ST
2 W OCEAN BLVD
4 ATLAN
0 --
0 --
0 E 1ST ST
0 AQUARIUM WAY
0 SHORELINE DR
25 WALNUT AVE
0 E SHORELINE DR
0 LONG BEACH FWY
21 SEASIDE WAY
0 E SHORELINE DR
0 --
0 --
3 --
9 E 1ST ST
0 E 7TH ST11

PICO AVE
0 W 6TH ST
10 --
0 MAGNOL AI AVE
5 E 5TH ST
40 --
1 ALAMITOS AVE
11 --
0 --
0 0

WALNUT AVE

AHEIM ST

E ANAHEIM ST
2 --
0 ORANGE AVE
0 SHORELINE DR
9 --
0 E SHORELINE DR
0 --
1 W ANAHEIM ST
0 W 7TH ST
25 SHORELINE DR
8 --
0 HARBOR SCENIC DR
0 ALAMITOS AVE
11 WALNUT AVE
0 ORANGE AVE
0 --
0 WALNUT AVE
0 E ANAHEIM ST
0 E ANAHEIM ST
2 ORANGE AVE
0 WALNUT AVE
0 --
0 --
0 ATLANT CI AVE
0 ORANGE AVE
0 S HARBOR SCENIC DR
0 E SHORELINE DR
0 AQUARIUM WAY
0 ORANGE AVE
0 E SHORELINE DR
0 0

E OCEAN BLVD
--
0 --
0 S PINE AVE
0 --
0 1

E OCEAN BLVD
W 3RD ST
2 W 6TH ST
10 E 7TH ST
7 ALAMITOS AVE
0 ORANGE AVE
0 W 7TH ST
27 E OCEAN BLVD
2 0

E OCEAN BLVD

L NI DEN AVE
0 --
0 E BROADWAY
1 0

GOLDEN SHORE ST

SHORELINE DR
4 -
0 -
--
0 N LONG BEACH BLVD
38 --
1 LONG BEACH FWY
0 E 3RD ST
1 E 10TH ST
0 0

E OCEAN BLVD
E 4TH ST
7 E 1ST ST
0 5

E OCEAN BLVD
E 6TH ST
0 E BROADWAY
1 LONG B
8 E 6TH ST
17 E 7TH ST
0 0

ORANGE AVE
E 8TH ST
0 W ANAHEIM ST
0 --
0 E 12TH ST
0 S HARBOR SCENIC DR
0 W ANAHEIM ST0

W OCEAN BLVD
4 ALAMITOS AVE
0 ELM AVE
0 E 10TH ST
0 L NI DEN AVE
0 SHOREL NI E DR
0 W 4TH ST
1 E ANAHEIM ST
2 W BROADWAY
3 S CHESTNUT PL
0 GOLDEN SHORE ST
0 0

ORANGE AVE

W OCEAN BLVD
4 PAC FI CI AVE
3 W ANAHEIM ST
0 W 4TH ST
1 W 10TH ST
0 ATLANTIC AVE
0 ALAMITOS AVE
17 E 7TH ST
7 LINDEN AVE
0 N GOLDEN AVE
0 ALAMITOS AVE
0 N LONG BEACH BLVD
6 PINE AVE
0 E 3RD ST
5 ELM AVE
0 SEASIDE WAY
0 0

LINDEN AVE LINDEN AVE
0 ATLANT CI AVE
0 MA NI E AVE
0 ELM AVE
0 N DAISY AVE
0 PACIFIC AVE
3 N LONG BEACH BLVD
15 W ANAHEIM ST
0 N DAISY AVE
0 P NI E AVE
2 E 3RD ST
5 MAGNOLIA AVE
0 MAGNOL AI AVE
2 LONG BEACH FWY
0 PINE AVE
0 N PACIF CI AVE
1 ELM AVE
0 S P NI E AVE
0 MARTIN LUTHER K NI G JR AVE
0 P NI E AVE
38 MAGNOLIA AVE
2 LINDEN AVE
0 N GOLDEN AVE
0 --
3 MAINE AVE
0 ATLANT CI AVE
0 LINDEN AVE
0 N LONG BEACH BLVD
10 ATLANT CI AVE
0 0

ATLANTIC AVE ATLANT CI AVE
0 PINE AVE
0 LOCUST AVE
0 21

N LONG BEACH BLVD

N GOLDEN AVE
0 ELM AVE
0 PINE AVE
0 E 1ST ST
0 N PAC FI CI AVE
1 ELM AVE
0 N LONG BEACH BLVD 6

N GOLDEN AVE
0 N PAC FI CI AVE 0

E OCEAN BLVD
2 LINDEN AVE
0 27

PINE AVE

MAGNOLIA AVE
1 E BROADWAY
3 SHORELINE DR
9 E 10TH ST
0 S P NI E AVE
0 N LOCUST AVE
0 N LONG BEACH BLVD
6 W 10TH ST
0 W BROADWAY
3 E 7TH ST
11 W 7TH ST
27 E 6TH ST
11 LINDEN AVE
0 ATLANTIC AVE
0 E 3RD ST
5 E 6TH ST
17 1

E OCEAN BLVD
E 3RD ST
1 W 4TH ST
2 W ANAHEIM ST
0 E 7TH ST
7 W 7TH ST
25 E 7TH ST
11 E 1ST ST
0 E BROADWAY
1 W 8TH ST
0 LONG BEACH FWY
0 E 4TH ST
7 W 7TH ST
27 W ANAHEIM ST
0 ORANGE AVE
0 E 8TH ST
0 --
0 ALAMITOS AVE
0 E 8TH ST
0 5

E OCEAN BLVD

ALAMITOS AVE
0 E 6TH ST
17 E 7TH ST
0 W 4TH ST
0 W BROADWAY
0 E 6TH ST
17 W BROADWAY
3 W 6TH ST
9 E BROADWAY
1 E 6TH ST
0 W 3RD ST
2 --
0 GOLDEN SHORE ST
0 E 1ST ST
0 W 9TH ST
0 W 3RD ST
0 ALAMITOS AVE
0 W 6TH ST
9 L NI DEN AVE
0 W 4TH ST
0 -
0 -

W BROADWAY
0 E 3RD ST
1 --
9 W 3RD ST
0 W 4TH ST
0 E 4TH ST
7 W 3RD ST
0 E 10TH ST
0 GOLDEN SHORE ST
3 W ANAHEIM ST0

PINE AVE
0 W OCEAN BLVD
4 --
25 S CHESTNUT PL
0 E 6TH ST
17 E 6TH ST
17 W 4TH ST
1 E BROADWAY
1 SHORELINE DR
0 W 3RD ST
2 E OCEAN BLVD
2 23

N LONG BEACH BLVD

W ANAHEIM ST
0 E 7TH ST
7 E 1ST ST
0 W 7TH ST
27 W OCEAN BLVD
4 PAC FI CI AVE
3 --
3 LINDEN AVE
0 W ANAHEIM ST
0 --
0 SHORELINE DR
25 E ANAHEIM ST
0 E 6TH ST
17 GOLDEN SHORE ST 0

GOLDEN SHORE ST
3 LONG BEACH FWY
0 S PINE AVE
0 0

MAINE AVE

N DA SI Y AVE
0 ALAMITOS AVE
0 W 9TH ST
0 --
1 W BROADWAY
0 0

E OCEAN BLVD
0 ORANGE AVE
--
0 E 7TH ST
7 E 1ST ST
0 E 5TH ST40

GOLDEN SHORE ST
3 --
1 E 5TH ST
60 --
0 -
0 -

PIER B ST
0 S PINE AVE
0 S CHESTNUT PL
0 WALNUT AVE
0 SCAG 2016 RTP - 2040 AM peak period select zone distribution (Mosaic Residential) 0 .033 .067 .1
Miles
FT
Centroid Connector
Expressway
Freeway
Major CollectorMinor ArterialMinor Collector
Principal Arterial
Ramp
Truck Only
Other

HARBOR SCENIC DR
0 LONG BEACH FWY
0 -
0 -
--
0 AVE
VD
--
0 LONG BEACH FWY
0 E

SHOREL NI E DR
0 LONG BEACH FWY
0 LONG BEACH FWY
0 DE FOREST AVE
0 GOLDEN SHORE ST
0 LONG BEACH FWY
0 --
0 SHOREL NI E DR
9 --
1 --
0 --
0 SEASIDE WAY
0 G BEACH FWY
--
0 --
0 HARBOR SCENIC DR
0 RANGE AVE

LONG BEACH FWY
0 --
0 --
0 -
0 -

SEASIDE WAY
0 E B
1 1

E BROADWAY
--
0 --
0 E 3RD ST
1 SHORELINE DR
0 --
6 HARBOR SCEN CI DR
0 E 1ST ST
0 --
0 E 4TH ST
8 --
0 --
0 -
1 -
0 W 9TH ST
--
2 --
0 -
0 -
--
0 -
0 -
-
0 -
--
0 E SHORELINE DR
0 W 10TH ST
0 GOLDEN SHORE ST0
--
0 --
0 -
0 -
--
0 E 3RD ST
1 --
0 ALAMITOS AVE
13 SHORELINE DR
0 --
0 LONG BEACH FWY
0 --0
--
0 ATLANT CI AVE
0 --
0 --
0 E 8TH ST0
E 10TH ST
0 --
0 PINE AVE
0 E 8TH ST
0 E ANAHEIM ST
0 E ANAHEIM ST
0 MART NI LUTHER KING JR AVE
0 E 10TH ST
2 MAGNOLIA AVE
1 WALNUT AVE
0 N LONG BEACH BLVD
6 N PAC FI CI AVE
2 E 4TH ST
7 W 8TH ST
0 -
0 -

LONG BEACH FWY
0 --
0 -
0 -
--
0 --
0 E SHORELINE DR
0 --
0 -
2 -
WAY
--
0 QUEENS WAY
1 0

SHORELINE DR

W OCEAN BLVD
3 PIER C ST
0 -
2 -
1 E BROADWAY

QUEENSWAY DR
0 --
0 0

SHORELINE DR
E 4TH ST
8 E 1ST ST
0 --
1 SHORELINE DR
20 --
1 W BROADWAY
0 --
0 --
0 PICO AVE
0 0

E OCEAN BLVD
E 3RD ST1

QUEENS WAY
2 --
0 NE AVE

QUEENS WAY
3 E 7TH ST
11 0

E OCEAN BLVD

W OCEAN BLVD
3 E ANAHEIM1
E 10TH ST2
E 8TH ST0
-
0 -

LONG BEACH FWY
0 F CI AVE
--
0 E 12TH ST
0 PICO AVE
0 -
--
2 LONG
0 E 8TH ST
0 W SHORELINE DR
0 E BROADWAY
5 N LONG BEACH BLVD
6 E 7TH ST
11 P CI O AVE
0 SHORELINE DR
0 LOCUST AVE
0 E 1ST ST
0 --
1 PINE AVE
0 E 10TH ST
0 2

N PACIFIC AVE

MAINE AVE
0 MAGNOL AI AVE
2 MARTIN LUTHER K NI G JR AVE
0 --
0 N DA SI Y AVE
0 ATLANTIC AVE
0 MAGNOL AI AVE
0 --
0 N PACIFIC AVE
0 SEASIDE WAY
0 W SHORELINE DR
0 -
0 -
W 10TH ST
0 E 7TH ST
16 ALAMIT
9 LONG BEACH FWY
0 --
0 E 4TH6
0 ORANGE AVE
--
0 E ANAHEIM ST
0 E 3RD
1 LONG BEACH FWY
0 --
0 E 10TH ST
2 W OCEAN BLVD
1 ATLAN
0 --
0 --
0 E 1ST ST
0 AQUARIUM WAY
0 SHORELINE DR
11 WALNUT AVE
0 E SHORELINE DR
0 LONG BEACH FWY
9 SEASIDE WAY
0 E SHORELINE DR
0 --
0 --
4 --
22 E 1ST ST
0 E 7TH ST11

PICO AVE
0 W 6TH ST
24 --
0 MAGNOL AI AVE
7 E 5TH ST
39 --
1 ALAMITOS AVE
11 --
0 --
0 0

WALNUT AVE

AHEIM ST

E ANAHEIM ST
2 --
0 ORANGE AVE
0 SHORELINE DR
22 --
0 E SHORELINE DR
0 --
1 W ANAHEIM ST
0 W 7TH ST
11 SHORELINE DR
20 --
0 HARBOR SCENIC DR
0 ALAMITOS AVE
11 WALNUT AVE
0 ORANGE AVE
0 --
0 WALNUT AVE
0 E ANAHEIM ST
0 E ANAHEIM ST
2 ORANGE AVE
0 WALNUT AVE
0 --
0 --
0 ATLANT CI AVE
0 ORANGE AVE
0 S HARBOR SCENIC DR
0 E SHORELINE DR
0 AQUARIUM WAY
0 ORANGE AVE
0 E SHORELINE DR
0 0

E OCEAN BLVD
--
0 --
0 S PINE AVE
0 --
0 1

E OCEAN BLVD
W 3RD ST
3 W 6TH ST
24 E 7TH ST
16 ALAMITOS AVE
0 ORANGE AVE
0 W 7TH ST
12 E OCEAN BLVD
0 0

E OCEAN BLVD

L NI DEN AVE
0 --
0 E BROADWAY
1 0

GOLDEN SHORE ST

SHORELINE DR
3 -
0 -
--
0 N LONG BEACH BLVD
37 --
1 LONG BEACH FWY
0 E 3RD ST
1 E 10TH ST
0 0

E OCEAN BLVD
E 4TH ST
8 E 1ST ST
0 5

E OCEAN BLVD
E 6TH ST
0 E BROADWAY
1 LONG B
20 E 6TH ST
9 E 7TH ST
0 0

ORANGE AVE
E 8TH ST
0 W ANAHEIM ST
0 --
0 E 12TH ST
0 S HARBOR SCENIC DR
0 W ANAHEIM ST0

W OCEAN BLVD
1 ALAMITOS AVE
0 ELM AVE
0 E 10TH ST
0 L NI DEN AVE
0 SHOREL NI E DR
0 W 4TH ST
0 E ANAHEIM ST
2 W BROADWAY
5 S CHESTNUT PL
0 GOLDEN SHORE ST
0 0

ORANGE AVE

W OCEAN BLVD
3 PAC FI CI AVE
1 W ANAHEIM ST
0 W 4TH ST
0 W 10TH ST
0 ATLANTIC AVE
0 ALAMITOS AVE
9 E 7TH ST
16 LINDEN AVE
0 N GOLDEN AVE
0 ALAMITOS AVE
0 N LONG BEACH BLVD
5 PINE AVE
0 E 3RD ST
3 ELM AVE
0 SEASIDE WAY
0 0

LINDEN AVE LINDEN AVE
0 ATLANT CI AVE
0 MA NI E AVE
0 ELM AVE
0 N DAISY AVE
0 PACIFIC AVE
1 N LONG BEACH BLVD
15 W ANAHEIM ST
0 N DAISY AVE
0 P NI E AVE
2 E 3RD ST
3 MAGNOLIA AVE
0 MAGNOL AI AVE
3 LONG BEACH FWY
0 PINE AVE
0 N PACIF CI AVE
2 ELM AVE
0 S P NI E AVE
0 MARTIN LUTHER K NI G JR AVE
0 P NI E AVE
37 MAGNOLIA AVE
2 LINDEN AVE
0 N GOLDEN AVE
0 --
1 MAINE AVE
0 ATLANT CI AVE
0 LINDEN AVE
0 N LONG BEACH BLVD
11 ATLANT CI AVE
0 0

ATLANTIC AVE ATLANT CI AVE
0 PINE AVE
0 LOCUST AVE
0 28

N LONG BEACH BLVD

N GOLDEN AVE
0 ELM AVE
0 PINE AVE
0 E 1ST ST
0 N PAC FI CI AVE
1 ELM AVE
0 N LONG BEACH BLVD 6

N GOLDEN AVE
0 N PAC FI CI AVE 0

E OCEAN BLVD
0 LINDEN AVE
0 13

PINE AVE

MAGNOLIA AVE
1 E BROADWAY
5 SHORELINE DR
22 E 10TH ST
0 S P NI E AVE
0 N LOCUST AVE
0 N LONG BEACH BLVD
5 W 10TH ST
0 W BROADWAY
5 E 7TH ST
11 W 7TH ST
12 E 6TH ST
25 LINDEN AVE
0 ATLANTIC AVE
0 E 3RD ST
3 E 6TH ST
9 1

E OCEAN BLVD
E 3RD ST
1 W 4TH ST
2 W ANAHEIM ST
0 E 7TH ST
16 W 7TH ST
11 E 7TH ST
11 E 1ST ST
0 E BROADWAY
1 W 8TH ST
0 LONG BEACH FWY
0 E 4TH ST
8 W 7TH ST
13 W ANAHEIM ST
0 ORANGE AVE
0 E 8TH ST
0 --
0 ALAMITOS AVE
0 E 8TH ST
0 5

E OCEAN BLVD

ALAMITOS AVE
0 E 6TH ST
9 E 7TH ST
0 W 4TH ST
0 W BROADWAY
0 E 6TH ST
9 W BROADWAY
5 W 6TH ST
22 E BROADWAY
1 E 6TH ST
0 W 3RD ST
3 --
0 GOLDEN SHORE ST
0 E 1ST ST
0 W 9TH ST
0 W 3RD ST
0 ALAMITOS AVE
0 W 6TH ST
22 L NI DEN AVE
0 W 4TH ST
0 -
0 -

W BROADWAY
0 E 3RD ST
1 --
22 W 3RD ST
0 W 4TH ST
0 E 4TH ST
8 W 3RD ST
0 E 10TH ST
0 GOLDEN SHORE ST
1 W ANAHEIM ST0

PINE AVE
0 W OCEAN BLVD
3 --
11 S CHESTNUT PL
0 E 6TH ST
9 E 6TH ST
9 W 4TH ST
0 E BROADWAY
1 SHORELINE DR
0 W 3RD ST
3 E OCEAN BLVD
0 24

N LONG BEACH BLVD

W ANAHEIM ST
0 E 7TH ST
16 E 1ST ST
0 W 7TH ST
12 W OCEAN BLVD
3 PAC FI CI AVE
1 --
1 LINDEN AVE
0 W ANAHEIM ST
0 --
0 SHORELINE DR
11 E ANAHEIM ST
0 E 6TH ST
9 GOLDEN SHORE ST 0

GOLDEN SHORE ST
1 LONG BEACH FWY
0 S PINE AVE
0 0

MAINE AVE

N DA SI Y AVE
0 ALAMITOS AVE
0 W 9TH ST
0 --
1 W BROADWAY
0 0

E OCEAN BLVD
0 ORANGE AVE
--
0 E 7TH ST
16 E 1ST ST
0 E 5TH ST39

GOLDEN SHORE ST
1 --
1 E 5TH ST
61 --
0 -
0 -

PIER B ST
0 S PINE AVE
0 S CHESTNUT PL
0 WALNUT AVE
0 0 .033 .067 .1
Miles
FT
Centroid Connector
Expressway
Freeway
Major CollectorMinor ArterialMinor Collector
Principal Arterial
Ramp
Truck Only
Other
SCAG 2016 RTP - 2040 PM peak period select zone distribution (Mosaic Residential)

HARBOR SCENIC DR
0 LONG BEACH FWY
0 -
0 -
--
0 AVE
VD
--
0 LONG BEACH FWY
0 E

SHOREL NI E DR
0 LONG BEACH FWY
0 LONG BEACH FWY
0 DE FOREST AVE
0 GOLDEN SHORE ST
0 LONG BEACH FWY
0 --
0 SHOREL NI E DR
13 --
1 --
0 --
0 SEASIDE WAY
0 G BEACH FWY
--
0 --
0 HARBOR SCENIC DR
0 RANGE AVE

LONG BEACH FWY
0 --
0 --
0 -
0 -

SEASIDE WAY
0 E B
0 0

E BROADWAY
--
0 --
0 E 3RD ST
2 SHORELINE DR
0 --
3 HARBOR SCEN CI DR
0 E 1ST ST
0 --
0 E 4TH ST
8 --
0 --
0 -
1 -
0 W 9TH ST
--
2 --
0 -
0 -
--
0 -
0 -
-
0 -
--
0 E SHORELINE DR
0 W 10TH ST
0 GOLDEN SHORE ST0
--
0 --
1 -
0 -
--
0 E 3RD ST
2 --
1 ALAMITOS AVE
14 SHORELINE DR
0 --
0 LONG BEACH FWY
0 --0
--
0 ATLANT CI AVE
0 --
0 --
0 E 8TH ST0
E 10TH ST
0 --
0 PINE AVE
0 E 8TH ST
0 E ANAHEIM ST
0 E ANAHEIM ST
0 MART NI LUTHER KING JR AVE
0 E 10TH ST
2 MAGNOLIA AVE
2 WALNUT AVE
0 N LONG BEACH BLVD
6 N PAC FI CI AVE
2 E 4TH ST
7 W 8TH ST
0 -
0 -

LONG BEACH FWY
0 --
0 -
0 -
--
0 --
0 E SHORELINE DR
0 --
0 -
1 -
WAY
--
0 QUEENS WAY
3 0

SHORELINE DR

W OCEAN BLVD
7 PIER C ST
0 -
2 -
0 E BROADWAY

QUEENSWAY DR
0 --
0 0

SHORELINE DR
E 4TH ST
8 E 1ST ST
0 --
1 SHORELINE DR
16 --
1 W BROADWAY
0 --
0 --
0 PICO AVE
0 0

E OCEAN BLVD
E 3RD ST2

QUEENS WAY
4 --
0 NE AVE

QUEENS WAY
1 E 7TH ST
11 0

E OCEAN BLVD

W OCEAN BLVD
7 E ANAHEIM2
E 10TH ST2
E 8TH ST0
-
0 -

LONG BEACH FWY
0 F CI AVE
--
0 E 12TH ST
0 PICO AVE
0 -
--
3 LONG
0 E 8TH ST
0 W SHORELINE DR
0 E BROADWAY
0 N LONG BEACH BLVD
6 E 7TH ST
11 P CI O AVE
0 SHORELINE DR
0 LOCUST AVE
0 E 1ST ST
0 --
1 PINE AVE
0 E 10TH ST
0 2

N PACIFIC AVE

MAINE AVE
0 MAGNOL AI AVE
3 MARTIN LUTHER K NI G JR AVE
0 --
0 N DA SI Y AVE
0 ATLANTIC AVE
0 MAGNOL AI AVE
0 --
0 N PACIFIC AVE
0 SEASIDE WAY
0 W SHORELINE DR
0 -
0 -
W 10TH ST
0 E 7TH ST
16 ALAMIT
8 LONG BEACH FWY
0 --
0 E 4TH6
0 ORANGE AVE
--
0 E ANAHEIM ST
0 E 3RD
2 LONG BEACH FWY
0 --
0 E 10TH ST
3 W OCEAN BLVD
6 ATLAN
0 --
0 --
0 E 1ST ST
0 AQUARIUM WAY
0 SHORELINE DR
15 WALNUT AVE
0 E SHORELINE DR
0 LONG BEACH FWY
13 SEASIDE WAY
0 E SHORELINE DR
0 --
0 --
1 --
18 E 1ST ST
0 E 7TH ST11

PICO AVE
0 W 6TH ST
21 --
0 MAGNOL AI AVE
6 E 5TH ST
52 --
1 ALAMITOS AVE
11 --
0 --
0 0

WALNUT AVE

AHEIM ST

E ANAHEIM ST
2 --
0 ORANGE AVE
0 SHORELINE DR
18 --
0 E SHORELINE DR
0 --
0 W ANAHEIM ST
0 W 7TH ST
15 SHORELINE DR
16 --
1 HARBOR SCENIC DR
0 ALAMITOS AVE
11 WALNUT AVE
0 ORANGE AVE
0 --
0 WALNUT AVE
0 E ANAHEIM ST
0 E ANAHEIM ST
2 ORANGE AVE
0 WALNUT AVE
0 --
0 --
0 ATLANT CI AVE
0 ORANGE AVE
0 S HARBOR SCENIC DR
0 E SHORELINE DR
0 AQUARIUM WAY
0 ORANGE AVE
0 E SHORELINE DR
0 0

E OCEAN BLVD
--
0 --
0 S PINE AVE
0 --
0 1

E OCEAN BLVD
W 3RD ST
1 W 6TH ST
21 E 7TH ST
16 ALAMITOS AVE
0 ORANGE AVE
0 W 7TH ST
16 E OCEAN BLVD
0 0

E OCEAN BLVD

L NI DEN AVE
0 --
0 E BROADWAY
0 0

GOLDEN SHORE ST

SHORELINE DR
7 -
0 -
--
0 N LONG BEACH BLVD
34 --
1 LONG BEACH FWY
0 E 3RD ST
2 E 10TH ST
0 0

E OCEAN BLVD
E 4TH ST
8 E 1ST ST
0 2

E OCEAN BLVD
E 6TH ST
0 E BROADWAY
0 LONG B
16 E 6TH ST
10 E 7TH ST
0 0

ORANGE AVE
E 8TH ST
0 W ANAHEIM ST
0 --
0 E 12TH ST
0 S HARBOR SCENIC DR
0 W ANAHEIM ST0

W OCEAN BLVD
6 ALAMITOS AVE
0 ELM AVE
0 E 10TH ST
0 L NI DEN AVE
0 SHOREL NI E DR
0 W 4TH ST
0 E ANAHEIM ST
2 W BROADWAY
6 S CHESTNUT PL
0 GOLDEN SHORE ST
0 0

ORANGE AVE

W OCEAN BLVD
7 PAC FI CI AVE
6 W ANAHEIM ST
1 W 4TH ST
0 W 10TH ST
0 ATLANTIC AVE
0 ALAMITOS AVE
10 E 7TH ST
16 LINDEN AVE
0 N GOLDEN AVE
0 ALAMITOS AVE
0 N LONG BEACH BLVD
2 PINE AVE
0 E 3RD ST
0 ELM AVE
0 SEASIDE WAY
0 0

LINDEN AVE LINDEN AVE
0 ATLANT CI AVE
0 MA NI E AVE
0 ELM AVE
0 N DAISY AVE
0 PACIFIC AVE
12 N LONG BEACH BLVD
5 W ANAHEIM ST
0 N DAISY AVE
0 P NI E AVE
13 E 3RD ST
0 MAGNOLIA AVE
0 MAGNOL AI AVE
1 LONG BEACH FWY
0 PINE AVE
0 N PACIF CI AVE
2 ELM AVE
0 S P NI E AVE
0 MARTIN LUTHER K NI G JR AVE
0 P NI E AVE
39 MAGNOLIA AVE
3 LINDEN AVE
0 N GOLDEN AVE
0 --
1 MAINE AVE
0 ATLANT CI AVE
0 LINDEN AVE
0 N LONG BEACH BLVD
3 ATLANT CI AVE
0 0

ATLANTIC AVE ATLANT CI AVE
0 PINE AVE
0 LOCUST AVE
0 25

N LONG BEACH BLVD

N GOLDEN AVE
0 ELM AVE
0 PINE AVE
6 E 1ST ST
0 N PAC FI CI AVE
2 ELM AVE
0 N LONG BEACH BLVD 6

N GOLDEN AVE
0 N PAC FI CI AVE 6

E OCEAN BLVD
0 LINDEN AVE
0 16

PINE AVE

MAGNOLIA AVE
2 E BROADWAY
0 SHORELINE DR
18 E 10TH ST
0 S P NI E AVE
0 N LOCUST AVE
0 N LONG BEACH BLVD
2 W 10TH ST
0 W BROADWAY
6 E 7TH ST
11 W 7TH ST
16 E 6TH ST
23 LINDEN AVE
0 ATLANTIC AVE
0 E 3RD ST
6 E 6TH ST
10 1

E OCEAN BLVD
E 3RD ST
2 W 4TH ST
7 W ANAHEIM ST
0 E 7TH ST
16 W 7TH ST
15 E 7TH ST
11 E 1ST ST
0 E BROADWAY
0 W 8TH ST
0 LONG BEACH FWY
0 E 4TH ST
8 W 7TH ST
16 W ANAHEIM ST
1 ORANGE AVE
0 E 8TH ST
0 --
0 ALAMITOS AVE
0 E 8TH ST
0 2

E OCEAN BLVD

ALAMITOS AVE
0 E 6TH ST
10 E 7TH ST
0 W 4TH ST
0 W BROADWAY
0 E 6TH ST
10 W BROADWAY
6 W 6TH ST
18 E BROADWAY
0 E 6TH ST
0 W 3RD ST
1 --
0 GOLDEN SHORE ST
0 E 1ST ST
0 W 9TH ST
0 W 3RD ST
0 ALAMITOS AVE
0 W 6TH ST
18 L NI DEN AVE
0 W 4TH ST
0 -
0 -

W BROADWAY
0 E 3RD ST
2 --
18 W 3RD ST
0 W 4TH ST
0 E 4TH ST
8 W 3RD ST
0 E 10TH ST
0 GOLDEN SHORE ST
1 W ANAHEIM ST0

PINE AVE
0 W OCEAN BLVD
7 --
15 S CHESTNUT PL
0 E 6TH ST
10 E 6TH ST
10 W 4TH ST
0 E BROADWAY
0 SHORELINE DR
0 W 3RD ST
1 E OCEAN BLVD
0 13

N LONG BEACH BLVD

W ANAHEIM ST
0 E 7TH ST
16 E 1ST ST
0 W 7TH ST
16 W OCEAN BLVD
7 PAC FI CI AVE
6 --
1 LINDEN AVE
0 W ANAHEIM ST
0 --
0 SHORELINE DR
15 E ANAHEIM ST
0 E 6TH ST
10 GOLDEN SHORE ST 0

GOLDEN SHORE ST
1 LONG BEACH FWY
0 S PINE AVE
0 0

MAINE AVE

N DA SI Y AVE
0 ALAMITOS AVE
0 W 9TH ST
0 --
1 W BROADWAY
0 0

E OCEAN BLVD
0 ORANGE AVE
--
0 E 7TH ST
16 E 1ST ST
0 E 5TH ST48

GOLDEN SHORE ST
1 --
1 E 5TH ST
47 --
0 -
0 -

PIER B ST
0 S PINE AVE
0 S CHESTNUT PL
0 WALNUT AVE
0 SCAG 2016 RTP - 2040 AM peak period select zone distribution (Mosaic Retail) 0 .033 .067 .1
Miles
FT
Centroid Connector
Expressway
Freeway
Major CollectorMinor ArterialMinor Collector
Principal Arterial
Ramp
Truck Only
Other

HARBOR SCENIC DR
0 LONG BEACH FWY
0 -
0 -
--
0 AVE
VD
--
0 LONG BEACH FWY
0 E

SHOREL NI E DR
0 LONG BEACH FWY
0 LONG BEACH FWY
0 DE FOREST AVE
0 GOLDEN SHORE ST
0 LONG BEACH FWY
0 --
0 SHOREL NI E DR
12 --
1 --
0 --
1 SEASIDE WAY
0 G BEACH FWY
--
0 --
0 HARBOR SCENIC DR
0 RANGE AVE

LONG BEACH FWY
0 --
0 --
0 -
0 -

SEASIDE WAY
0 E B
2 2

E BROADWAY
--
0 --
0 E 3RD ST
1 SHORELINE DR
0 --
3 HARBOR SCEN CI DR
0 E 1ST ST
0 --
0 E 4TH ST
8 --
0 --
0 -
1 -
0 W 9TH ST
--
4 --
0 -
0 -
--
0 -
0 -
-
0 -
--
0 E SHORELINE DR
0 W 10TH ST
0 GOLDEN SHORE ST0
--
0 --
1 -
0 -
--
0 E 3RD ST
1 --
1 ALAMITOS AVE
14 SHORELINE DR
0 --
0 LONG BEACH FWY
0 --0
--
0 ATLANT CI AVE
0 --
0 --
0 E 8TH ST0
E 10TH ST
0 --
0 PINE AVE
0 E 8TH ST
0 E ANAHEIM ST
0 E ANAHEIM ST
0 MART NI LUTHER KING JR AVE
0 E 10TH ST
2 MAGNOLIA AVE
2 WALNUT AVE
0 N LONG BEACH BLVD
6 N PAC FI CI AVE
2 E 4TH ST
8 W 8TH ST
0 -
0 -

LONG BEACH FWY
0 --
0 -
0 -
--
0 --
0 E SHORELINE DR
0 --
0 -
1 -
WAY
--
0 QUEENS WAY
1 0

SHORELINE DR

W OCEAN BLVD
5 PIER C ST
0 -
4 -
2 E BROADWAY

QUEENSWAY DR
0 --
0 0

SHORELINE DR
E 4TH ST
9 E 1ST ST
0 --
1 SHORELINE DR
18 --
1 W BROADWAY
0 --
0 --
0 PICO AVE
0 0

E OCEAN BLVD
E 3RD ST1

QUEENS WAY
2 --
0 NE AVE

QUEENS WAY
1 E 7TH ST
12 0

E OCEAN BLVD

W OCEAN BLVD
5 E ANAHEIM1
E 10TH ST2
E 8TH ST0
-
0 -

LONG BEACH FWY
0 F CI AVE
--
0 E 12TH ST
0 PICO AVE
0 -
--
2 LONG
0 E 8TH ST
0 W SHORELINE DR
0 E BROADWAY
0 N LONG BEACH BLVD
6 E 7TH ST
12 P CI O AVE
0 SHORELINE DR
0 LOCUST AVE
0 E 1ST ST
0 --
0 PINE AVE
0 E 10TH ST
0 2

N PACIFIC AVE

MAINE AVE
0 MAGNOL AI AVE
3 MARTIN LUTHER K NI G JR AVE
0 --
0 N DA SI Y AVE
0 ATLANTIC AVE
0 MAGNOL AI AVE
0 --
0 N PACIFIC AVE
0 SEASIDE WAY
0 W SHORELINE DR
0 -
0 -
W 10TH ST
0 E 7TH ST
13 ALAMIT
8 LONG BEACH FWY
0 --
0 E 4TH7
0 ORANGE AVE
--
1 E ANAHEIM ST
0 E 3RD
1 LONG BEACH FWY
0 --
0 E 10TH ST
2 W OCEAN BLVD
2 ATLAN
0 --
0 --
0 E 1ST ST
0 AQUARIUM WAY
0 SHORELINE DR
15 WALNUT AVE
0 E SHORELINE DR
0 LONG BEACH FWY
12 SEASIDE WAY
0 E SHORELINE DR
0 --
0 --
1 --
20 E 1ST ST
0 E 7TH ST12

PICO AVE
0 W 6TH ST
21 --
0 MAGNOL AI AVE
7 E 5TH ST
51 --
1 ALAMITOS AVE
11 --
0 --
0 0

WALNUT AVE

AHEIM ST

E ANAHEIM ST
2 --
0 ORANGE AVE
0 SHORELINE DR
20 --
0 E SHORELINE DR
0 --
0 W ANAHEIM ST
0 W 7TH ST
15 SHORELINE DR
18 --
1 HARBOR SCENIC DR
0 ALAMITOS AVE
11 WALNUT AVE
0 ORANGE AVE
0 --
0 WALNUT AVE
0 E ANAHEIM ST
0 E ANAHEIM ST
2 ORANGE AVE
0 WALNUT AVE
0 --
0 --
0 ATLANT CI AVE
0 ORANGE AVE
0 S HARBOR SCENIC DR
0 E SHORELINE DR
0 AQUARIUM WAY
0 ORANGE AVE
0 E SHORELINE DR
0 0

E OCEAN BLVD
--
0 --
0 S PINE AVE
0 --
0 1

E OCEAN BLVD
W 3RD ST
3 W 6TH ST
21 E 7TH ST
13 ALAMITOS AVE
0 ORANGE AVE
0 W 7TH ST
17 E OCEAN BLVD
0 0

E OCEAN BLVD

L NI DEN AVE
0 --
0 E BROADWAY
2 0

GOLDEN SHORE ST

SHORELINE DR
6 -
0 -
--
0 N LONG BEACH BLVD
36 --
1 LONG BEACH FWY
0 E 3RD ST
1 E 10TH ST
0 0

E OCEAN BLVD
E 4TH ST
9 E 1ST ST
0 2

E OCEAN BLVD
E 6TH ST
0 E BROADWAY
2 LONG B
18 E 6TH ST
13 E 7TH ST
0 0

ORANGE AVE
E 8TH ST
0 W ANAHEIM ST
0 --
0 E 12TH ST
0 S HARBOR SCENIC DR
0 W ANAHEIM ST0

W OCEAN BLVD
2 ALAMITOS AVE
0 ELM AVE
0 E 10TH ST
0 L NI DEN AVE
0 SHOREL NI E DR
0 W 4TH ST
1 E ANAHEIM ST
2 W BROADWAY
4 S CHESTNUT PL
0 GOLDEN SHORE ST
0 0

ORANGE AVE

W OCEAN BLVD
6 PAC FI CI AVE
2 W ANAHEIM ST
1 W 4TH ST
1 W 10TH ST
0 ATLANTIC AVE
0 ALAMITOS AVE
13 E 7TH ST
13 LINDEN AVE
0 N GOLDEN AVE
0 ALAMITOS AVE
0 N LONG BEACH BLVD
2 PINE AVE
0 E 3RD ST
0 ELM AVE
0 SEASIDE WAY
0 0

LINDEN AVE LINDEN AVE
0 ATLANT CI AVE
0 MA NI E AVE
0 ELM AVE
0 N DAISY AVE
0 PACIFIC AVE
6 N LONG BEACH BLVD
5 W ANAHEIM ST
0 N DAISY AVE
0 P NI E AVE
10 E 3RD ST
0 MAGNOLIA AVE
0 MAGNOL AI AVE
3 LONG BEACH FWY
0 PINE AVE
0 N PACIF CI AVE
2 ELM AVE
0 S P NI E AVE
0 MARTIN LUTHER K NI G JR AVE
0 P NI E AVE
40 MAGNOLIA AVE
3 LINDEN AVE
0 N GOLDEN AVE
0 --
1 MAINE AVE
0 ATLANT CI AVE
0 LINDEN AVE
0 N LONG BEACH BLVD
4 ATLANT CI AVE
0 0

ATLANTIC AVE ATLANT CI AVE
0 PINE AVE
0 LOCUST AVE
0 22

N LONG BEACH BLVD

N GOLDEN AVE
0 ELM AVE
0 PINE AVE
5 E 1ST ST
0 N PAC FI CI AVE
1 ELM AVE
0 N LONG BEACH BLVD 6

N GOLDEN AVE
0 N PAC FI CI AVE 4

E OCEAN BLVD
0 LINDEN AVE
0 19

PINE AVE

MAGNOLIA AVE
1 E BROADWAY
0 SHORELINE DR
20 E 10TH ST
0 S P NI E AVE
0 N LOCUST AVE
0 N LONG BEACH BLVD
2 W 10TH ST
0 W BROADWAY
4 E 7TH ST
12 W 7TH ST
17 E 6TH ST
22 LINDEN AVE
0 ATLANTIC AVE
0 E 3RD ST
5 E 6TH ST
13 1

E OCEAN BLVD
E 3RD ST
1 W 4TH ST
6 W ANAHEIM ST
0 E 7TH ST
13 W 7TH ST
15 E 7TH ST
12 E 1ST ST
0 E BROADWAY
2 W 8TH ST
0 LONG BEACH FWY
0 E 4TH ST
9 W 7TH ST
19 W ANAHEIM ST
1 ORANGE AVE
0 E 8TH ST
0 --
0 ALAMITOS AVE
0 E 8TH ST
0 2

E OCEAN BLVD

ALAMITOS AVE
0 E 6TH ST
13 E 7TH ST
0 W 4TH ST
0 W BROADWAY
0 E 6TH ST
13 W BROADWAY
4 W 6TH ST
20 E BROADWAY
2 E 6TH ST
0 W 3RD ST
3 --
0 GOLDEN SHORE ST
0 E 1ST ST
0 W 9TH ST
0 W 3RD ST
0 ALAMITOS AVE
0 W 6TH ST
20 L NI DEN AVE
0 W 4TH ST
0 -
0 -

W BROADWAY
0 E 3RD ST
1 --
20 W 3RD ST
0 W 4TH ST
0 E 4TH ST
9 W 3RD ST
0 E 10TH ST
0 GOLDEN SHORE ST
1 W ANAHEIM ST0

PINE AVE
0 W OCEAN BLVD
6 --
15 S CHESTNUT PL
0 E 6TH ST
13 E 6TH ST
13 W 4TH ST
1 E BROADWAY
2 SHORELINE DR
0 W 3RD ST
3 E OCEAN BLVD
0 14

N LONG BEACH BLVD

W ANAHEIM ST
0 E 7TH ST
13 E 1ST ST
0 W 7TH ST
17 W OCEAN BLVD
6 PAC FI CI AVE
2 --
1 LINDEN AVE
0 W ANAHEIM ST
0 --
0 SHORELINE DR
15 E ANAHEIM ST
0 E 6TH ST
13 GOLDEN SHORE ST 0

GOLDEN SHORE ST
1 LONG BEACH FWY
0 S PINE AVE
0 0

MAINE AVE

N DA SI Y AVE
0 ALAMITOS AVE
0 W 9TH ST
0 --
1 W BROADWAY
0 0

E OCEAN BLVD
0 ORANGE AVE
--
0 E 7TH ST
13 E 1ST ST
0 E 5TH ST49

GOLDEN SHORE ST
1 --
1 E 5TH ST
49 --
0 -
0 -

PIER B ST
0 S PINE AVE
0 S CHESTNUT PL
0 WALNUT AVE
0 SCAG 2016 RTP - 2040 PM peak period select zone distribution (Mosaic Retail) 0 .033 .067 .1
Miles
FT
Centroid Connector
Expressway
Freeway
Major CollectorMinor ArterialMinor Collector
Principal Arterial
Ramp
Truck Only
Other

T R A F F I C I M P A C T AN A L Y S I S
OC T O B E R 2022

MO S A I C P R O J E C T

L O N G BE A C H, C A L I F O R N I A
P:\LBL2201\Traffic\doc\TIA2.docx «10/04/22»

APPENDIX G

EXISTING PLUS PROJECT LOS WORKSHEETS
HCM 6th Signalized Intersection Summary
1: Pine Ave & W 8th St/E 8th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 33 7 0 33 8 4 56 6 8 47 9
Future Volume (veh/h) 0 33 7 0 33 8 4 56 6 8 47 9
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 36 8 0 36 9 4 61 7 9 51 10
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, % 022022222222
Cap, veh/h 0 810 180 0 790 197 527 567 65 521 523 102
Arrive On Green 0.00 0.55 0.55 0.00 0.55 0.55 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 0 1482 329 0 1444 361 1341 1647 189 1333 1519 298 Grp Volume(v), veh/h 0 0 44 0 0 45 4 0 68 9 0 61
Grp Sat Flow(s),veh/h/ln 0 0 1811 0 0 1805 1341 0 1836 1333 0 1817 Q Serve(g_s), s 0.0 0.0 0.8 0.0 0.0 0.9 0.2 0.0 1.9 0.3 0.0 1.7 Cycle Q Clear(g_c), s 0.0 0.0 0.8 0.0 0.0 0.9 1.9 0.0 1.9 2.2 0.0 1.7 Prop In Lane 0.00 0.18 0.00 0.20 1.00 0.10 1.00 0.16
Lane Grp Cap(c), veh/h 0 0 990 0 0 987 527 0 632 521 0 625 V/C Ratio(X) 0.00 0.00 0.04 0.00 0.00 0.05 0.01 0.00 0.11 0.02 0.00 0.10 Avail Cap(c_a), veh/h 0 0 990 0 0 987 527 0 632 521 0 625 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 7.9 0.0 0.0 7.9 17.3 0.0 16.8 17.5 0.0 16.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.3 0.1 0.0 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.8 0.1 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 8.0 0.0 0.0 8.0 17.4 0.0 17.1 17.6 0.0 17.0 LnGrp LOS AAAAAABABBAB
Approach Vol, veh/h 44 45 72 70
Approach Delay, s/veh 8.0 8.0 17.1 17.1
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 45.0 30.0 45.0 30.0
Change Period (Y+Rc), s 4.0 * 4.2 4.0 * 4.2
Max Green Setting (Gmax), s 41.0 * 26 41.0 * 26
Max Q Clear Time (g_c+I1), s 2.8 4.2 2.9 3.9
Green Ext Time (p_c), s 0.3 0.2 0.3 0.2
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
2: Pine Ave & W 7th St/E 7th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 19 856 63 57 40 0 0 46 20
Future Volume (veh/h) 0 0 0 19 856 63 57 40 0 0 46 20
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 21 930 68 62 43 0 0 50 22
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 56 2638 199 516 643 0 0 424 186
Arrive On Green 0.54 0.54 0.54 0.34 0.34 0.00 0.00 0.34 0.34 Sat Flow, veh/h 104 4897 370 1328 1870 0 0 1231 542
Grp Volume(v), veh/h 376 312 332 62 43 0 0 0 72
Grp Sat Flow(s),veh/h/ln 1865 1702 1804 1328 1870 0 0 0 1773 Q Serve(g_s), s 8.7 7.8 7.8 2.5 1.2 0.0 0.0 0.0 2.1
Cycle Q Clear(g_c), s 8.7 7.8 7.8 4.6 1.2 0.0 0.0 0.0 2.1 Prop In Lane 0.06 0.21 1.00 0.00 0.00 0.31
Lane Grp Cap(c), veh/h 1005 917 972 516 643 0 0 0 610
V/C Ratio(X) 0.37 0.34 0.34 0.12 0.07 0.00 0.00 0.00 0.12 Avail Cap(c_a), veh/h 1005 917 972 516 643 0 0 0 610
HCM Platoon Ratio 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 0.00 0.00 1.00 Uniform Delay (d), s/veh 10.0 9.8 9.8 18.4 16.5 0.0 0.0 0.0 16.8 Incr Delay (d2), s/veh 1.1 1.0 1.0 0.5 0.2 0.0 0.0 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.5 2.8 3.0 0.8 0.5 0.0 0.0 0.0 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.1 10.8 10.7 18.9 16.7 0.0 0.0 0.0 17.2 LnGrp LOS BBBBBAAAB
Approach Vol, veh/h 1019 105 72
Approach Delay, s/veh 10.9 18.0 17.2
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 40.4 * 26 * 26
Max Q Clear Time (g_c+I1), s 10.7 6.6 4.1
Green Ext Time (p_c), s 10.5 0.4 0.4
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: Pine Ave & W 6th St/E 6th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 544 43 0 0 0 0 71 12 32 60 0
Future Volume (veh/h) 21 544 43 0 0 0 0 71 12 32 60 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 23 591 47 0 77 13 35 65 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 96 2622 214 0 541 91 505 648 0
Arrive On Green 0.55 0.55 0.55 0.00 0.35 0.35 0.35 0.35 0.00 Sat Flow, veh/h 176 4796 392 0 1560 263 1307 1870 0
Grp Volume(v), veh/h 243 202 216 0 0 90 35 65 0
Grp Sat Flow(s),veh/h/ln1862 1702 1800 0 0 1823 1307 1870 0 Q Serve(g_s), s 5.1 4.6 4.6 0.0 0.0 2.5 1.4 1.8 0.0
Cycle Q Clear(g_c), s 5.1 4.6 4.6 0.0 0.0 2.5 4.0 1.8 0.0 Prop In Lane 0.09 0.22 0.00 0.14 1.00 0.00
Lane Grp Cap(c), veh/h 1018 930 984 0 0 632 505 648 0
V/C Ratio(X) 0.24 0.22 0.22 0.00 0.00 0.14 0.07 0.10 0.00 Avail Cap(c_a), veh/h 1018 930 984 0 0 632 505 648 0
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 8.9 8.7 8.8 0.0 0.0 16.8 18.2 16.6 0.0 Incr Delay (d2), s/veh 0.6 0.5 0.5 0.0 0.0 0.5 0.3 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.0 1.6 1.7 0.0 0.0 1.1 0.4 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.4 9.3 9.3 0.0 0.0 17.3 18.5 16.9 0.0 LnGrp LOS A A A AABBBA
Approach Vol, veh/h 661 90 100
Approach Delay, s/veh 9.3 17.3 17.4
Approach LOS A B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 41.0 26.0 26.0
Max Q Clear Time (g_c+I1), s 7.1 6.0 4.5
Green Ext Time (p_c), s 6.4 0.4 0.5
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis
4: Pine Ave & W 5th St/E 5th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 22 8 1 17 50 1 28 3 24 63 20
Future Volume (vph) 3 22 8 1 17 50 1 28 3 24 63 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 0.97 1.00 1.00 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.98 1.00 0.98 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.96
Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1851 1539 1857 1539 1741 1831 1739 1778 Flt Permitted 0.99 1.00 1.00 1.00 0.70 1.00 0.74 1.00
Satd. Flow (perm) 1843 1539 1855 1539 1281 1831 1347 1778 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 24 9 1 18 54 1 30 3 26 68 22
RTOR Reduction (vph) 0 0 4 0 0 21 0 2 0 0 15 0
Lane Group Flow (vph) 0 27 5 0 19 33 1 31 0 26 75 0
Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2 2 6 6 8 4
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 1125 939 1132 939 355 507 373 493
v/s Ratio Prot 0.02 c0.04
v/s Ratio Perm 0.01 0.00 0.01 c0.02 0.00 0.02
v/c Ratio 0.02 0.01 0.02 0.04 0.00 0.06 0.07 0.15
Uniform Delay, d1 5.8 5.7 5.7 5.8 19.6 19.9 20.0 20.4
Progression Factor 1.00 1.00 1.00 1.00 0.69 0.66 0.83 0.79 Incremental Delay, d2 0.0 0.0 0.0 0.0 0.0 0.2 0.4 0.6
Delay (s) 5.8 5.7 5.7 5.8 13.5 13.4 16.9 16.8
Level of Service A A AABB BB
Approach Delay (s) 5.8 5.8 13.4 16.8
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 11.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.08
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
5: Pine Ave & W 4th St/E 4th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 89 13 14 81 14 4 24 37 18 45 8
Future Volume (vph) 2 89 13 14 81 14 4 24 37 18 45 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.91 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1828 1770 1822 1770 1693 1770 1819 Flt Permitted 0.69 1.00 0.69 1.00 0.72 1.00 0.71 1.00
Satd. Flow (perm) 1286 1828 1277 1822 1340 1693 1330 1819 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 97 14 15 88 15 4 26 40 20 49 9
RTOR Reduction (vph) 0 4 0 0 4 0 0 29 0 0 7 0
Lane Group Flow (vph) 2 107 0 15 99 0 4 37 0 20 51 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2684
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 785 1116 779 1112 371 469 368 504
v/s Ratio Prot c0.06 0.05 0.02 c0.03
v/s Ratio Perm 0.00 0.01 0.00 0.02
v/c Ratio 0.00 0.10 0.02 0.09 0.01 0.08 0.05 0.10
Uniform Delay, d1 5.7 6.0 5.8 6.0 19.6 20.0 19.9 20.2
Progression Factor 1.00 1.00 1.00 1.00 1.76 2.26 0.65 0.61 Incremental Delay, d2 0.0 0.2 0.0 0.0 0.1 0.3 0.3 0.4
Delay (s) 5.7 6.2 5.8 6.0 34.6 45.7 13.3 12.7
Level of Service A A A A C D B B
Approach Delay (s) 6.2 6.0 45.0 12.9
Approach LOS A A D B
Intersection Summary
HCM 2000 Control Delay 14.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.10
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 32.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
6: Pine Ave & W 3rd St/E 3rd St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 34 361 29 19 34 0 0 53 21
Future Volume (veh/h) 0 0 0 34 361 29 19 34 0 0 53 21
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 37 392 32 21 37 0 0 58 23
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 960 1793 146 525 648 0 0 648 549
Arrive On Green 0.18 0.18 0.18 0.35 0.35 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1781 3328 270 1317 1870 0 0 1870 1585
Grp Volume(v), veh/h 37 208 216 21 37 0 0 58 23
Grp Sat Flow(s),veh/h/ln 1781 1777 1822 1317 1870 0 0 1870 1585 Q Serve(g_s), s 1.3 7.5 7.6 0.8 1.0 0.0 0.0 1.6 0.7
Cycle Q Clear(g_c), s 1.3 7.5 7.6 2.4 1.0 0.0 0.0 1.6 0.7 Prop In Lane 1.00 0.15 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 960 957 981 525 648 0 0 648 549
V/C Ratio(X) 0.04 0.22 0.22 0.04 0.06 0.00 0.00 0.09 0.04 Avail Cap(c_a), veh/h 960 957 981 525 648 0 0 648 549
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 14.8 17.3 17.3 17.3 16.3 0.0 0.0 16.5 16.2 Incr Delay (d2), s/veh 0.1 0.5 0.5 0.1 0.2 0.0 0.0 0.3 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 %ile BackOfQ(50%),veh/ln 0.5 3.3 3.4 0.3 0.4 0.0 0.0 0.7 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.8 17.8 17.9 17.5 16.5 0.0 0.0 16.8 16.4 LnGrp LOS BBBBBAABB
Approach Vol, veh/h 461 58 81
Approach Delay, s/veh 17.6 16.8 16.7
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 40.4 26.0 26.0
Max Q Clear Time (g_c+I1), s 9.6 4.4 3.6
Green Ext Time (p_c), s 4.1 0.2 0.4
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
7: Pine Ave & W Broadway/E Broadway 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 240 25 0 0 0 0 37 14 34 53 0
Future Volume (veh/h) 19 240 25 0 0 0 0 37 14 34 53 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 21 261 27 0 40 15 37 58 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 817 1492 153 0 428 161 589 798 0
Arrive On Green 0.46 0.46 0.46 0.00 0.33 0.33 0.04 0.43 0.00 Sat Flow, veh/h 1781 3253 334 0 1297 486 1781 1870 0
Grp Volume(v), veh/h 21 142 146 0 0 55 37 58 0
Grp Sat Flow(s),veh/h/ln1781 1777 1810 0 0 1783 1781 1870 0 Q Serve(g_s), s 0.5 3.5 3.6 0.0 0.0 1.6 1.0 1.4 0.0
Cycle Q Clear(g_c), s 0.5 3.5 3.6 0.0 0.0 1.6 1.0 1.4 0.0 Prop In Lane 1.00 0.18 0.00 0.27 1.00 0.00
Lane Grp Cap(c), veh/h 817 815 830 0 0 589 589 798 0
V/C Ratio(X) 0.03 0.17 0.18 0.00 0.00 0.09 0.06 0.07 0.00 Avail Cap(c_a), veh/h 817 815 830 0 0 589 655 798 0
HCM Platoon Ratio 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 0.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.1 11.9 12.0 0.0 0.0 17.4 13.9 12.7 0.0 Incr Delay (d2), s/veh 0.1 0.5 0.5 0.0 0.0 0.3 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 1.4 1.4 0.0 0.0 0.7 0.4 0.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.2 12.4 12.4 0.0 0.0 17.7 13.9 12.9 0.0 LnGrp LOS B B B AABBBA
Approach Vol, veh/h 309 55 95
Approach Delay, s/veh 12.3 17.7 13.3
Approach LOS B B B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 39.0 36.0 7.2 28.8
Change Period (Y+Rc), s 4.6 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.4 32.0 6.0 22.0
Max Q Clear Time (g_c+I1), s 5.6 3.4 3.0 3.6
Green Ext Time (p_c), s 2.6 0.2 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM Signalized Intersection Capacity Analysis
8: Pine Ave & W 1st St/E 1st St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 25 2 0 38 2 2 50 0 0 67 9
Future Volume (vph) 0 25 2 0 38 2 2 50 0 0 67 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.99 0.99 1.00 0.98
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1845 1851 1859 1832
Flt Permitted 1.00 1.00 0.99 1.00
Satd. Flow (perm) 1845 1851 1851 1832
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 27 2 0 41 2 2 54 0 0 73 10
RTOR Reduction (vph) 010010000050
Lane Group Flow (vph) 0 28 0 0 42 0 0 56 0 0 78 0
Turn Type NA NA Perm NA NA
Protected Phases 2684
Permitted Phases 8 4
Actuated Green, G (s) 15.5 15.5 15.5 15.5
Effective Green, g (s) 15.5 15.5 15.5 15.5
Actuated g/C Ratio 0.39 0.39 0.39 0.39
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 714 717 717 709
v/s Ratio Prot 0.02 c0.02 c0.04
v/s Ratio Perm 0.03
v/c Ratio 0.04 0.06 0.08 0.11
Uniform Delay, d1 7.6 7.7 7.7 7.8
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.2 0.3
Delay (s) 7.7 7.7 7.9 8.2
Level of Service AAAA
Approach Delay (s) 7.7 7.7 7.9 8.2
Approach LOS AAAA
Intersection Summary
HCM 2000 Control Delay 8.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.10
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Pine Ave & W Ocean Blvd/E Ocean Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 465 31 57 1507 50 33 19 50 28 12 37 Future Volume (veh/h) 13 465 31 57 1507 50 33 19 50 28 12 37 Initial Q (Qb), veh 0 00000000000
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 14 505 34 62 1638 54 36 21 54 30 13 40 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 22222222222
Cap, veh/h 247 3657 244 734 3905 1212 134 202 171 97 27 79 Arrive On Green 0.01 0.75 0.75 0.02 0.51 0.51 0.02 0.11 0.11 0.05 0.05 0.05 Sat Flow, veh/h 1781 4889 326 1781 5106 1585 1781 1870 1585 934 552 1585 Grp Volume(v), veh/h 14 350 189 62 1638 54 36 21 54 43 0 40 Grp Sat Flow(s),veh/h/ln1781 1702 1812 1781 1702 1585 1781 1870 1585 1486 0 1585 Q Serve(g_s), s 0.2 3.5 3.5 1.0 23.9 2.0 2.2 1.2 3.8 2.9 0.0 3.0 Cycle Q Clear(g_c), s 0.2 3.5 3.5 1.0 23.9 2.0 2.2 1.2 3.8 3.3 0.0 3.0 Prop In Lane 1.00 0.18 1.00 1.00 1.00 1.00 0.70 1.00
Lane Grp Cap(c), veh/h 247 2546 1355 734 3905 1212 134 202 171 125 0 79 V/C Ratio(X) 0.06 0.14 0.14 0.08 0.42 0.04 0.27 0.10 0.32 0.34 0.00 0.51 Avail Cap(c_a), veh/h 388 2546 1355 846 3905 1212 253 784 664 480 0 466 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 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 0.00 1.00 Uniform Delay (d), s/veh 5.6 4.2 4.3 3.2 12.7 7.4 50.7 48.3 49.4 55.7 0.0 55.6 Incr Delay (d2), s/veh 0.0 0.1 0.2 0.0 0.3 0.1 0.4 0.2 1.0 1.6 0.0 5.0 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/ln0.1 1.1 1.2 0.3 10.1 0.6 1.0 0.6 1.5 1.3 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.6 4.4 4.5 3.2 13.0 7.4 51.1 48.5 50.5 57.3 0.0 60.6 LnGrp LOS A AAABADDDEAE
Approach Vol, veh/h 553 1754 111 83
Approach Delay, s/veh 4.4 12.5 50.3 58.9
Approach LOS A B D E
Timer - Assigned Phs 1 23456 8
Phs Duration (G+Y+Rc), s7.5 94.9 7.0 10.7 5.5 96.9 17.6 Change Period (Y+Rc), s 4.0 5.1 4.0 * 4.7 4.0 5.1 * 4.7 Max Green Setting (Gmax), s 11.0 44.9 11.0 * 35 11.0 44.9 * 50 Max Q Clear Time (g_c+I1), s 3.0 5.5 4.2 5.3 2.2 25.9 5.8 Green Ext Time (p_c), s 0.0 5.6 0.0 0.3 0.0 14.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 13.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
10: Locust Ave & E 8th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 36 8 0 30 20 3 18 12 4 13 6
Future Volume (veh/h) 0 36 8 0 30 20 3 18 12 4 13 6
Initial Q (Qb), veh 0 00000000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 39 9 0 33 22 3 20 13 4 14 7
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, % 0 22022222222
Cap, veh/h 0 902 208 0 642 428 473 296 193 462 329 165
Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.61 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 0 1470 339 0 1047 698 1391 1058 688 1376 1176 588 Grp Volume(v), veh/h 0 0 48 0 0 55 3 0 33 4 0 21
Grp Sat Flow(s),veh/h/ln 0 0 1809 0 0 1745 1391 0 1747 1376 0 1764 Q Serve(g_s), s 0.0 0.0 0.8 0.0 0.0 0.9 0.1 0.0 1.0 0.2 0.0 0.7 Cycle Q Clear(g_c), s 0.0 0.0 0.8 0.0 0.0 0.9 0.8 0.0 1.0 1.2 0.0 0.7 Prop In Lane 0.00 0.19 0.00 0.40 1.00 0.39 1.00 0.33
Lane Grp Cap(c), veh/h 0 0 1110 0 0 1070 473 0 489 462 0 494 V/C Ratio(X) 0.00 0.00 0.04 0.00 0.00 0.05 0.01 0.00 0.07 0.01 0.00 0.04 Avail Cap(c_a), veh/h 0 0 1110 0 0 1070 473 0 489 462 0 494 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 5.8 0.0 0.0 5.8 20.0 0.0 19.8 20.3 0.0 19.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.4 0.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 5.8 0.0 0.0 5.9 20.0 0.0 20.1 20.3 0.0 19.7 LnGrp LOS A AAAAABACCAB
Approach Vol, veh/h 48 55 36 25
Approach Delay, s/veh 5.8 5.9 20.1 19.8
Approach LOS A A C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 50.0 25.0 50.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 46.0 21.0 46.0 21.0
Max Q Clear Time (g_c+I1), s 2.8 3.2 2.9 3.0
Green Ext Time (p_c), s 0.3 0.0 0.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.1
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
11: Locust Ave & E 7th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 17 1010 0 28 10034
Future Volume (veh/h) 0 0 0 17 1010 0 28 10034
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 18 1098 0 30 10034
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 48 3142 0 478 14 0 0 524 444
Arrive On Green 0.20 0.20 0.00 0.28 0.28 0.00 0.00 0.28 0.28 Sat Flow, veh/h 80 5359 0 1368 52 0 0 1870 1585
Grp Volume(v), veh/h 420 696 0 31 00034
Grp Sat Flow(s),veh/h/ln 1866 1702 0 1420 0 0 0 1870 1585 Q Serve(g_s), s 14.6 13.2 0.0 1.1 0.0 0.0 0.0 0.1 0.1
Cycle Q Clear(g_c), s 14.6 13.2 0.0 1.2 0.0 0.0 0.0 0.1 0.1 Prop In Lane 0.04 0.00 0.97 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1130 2061 0 492 0 0 0 524 444
V/C Ratio(X) 0.37 0.34 0.00 0.06 0.00 0.00 0.00 0.01 0.01 Avail Cap(c_a), veh/h 1130 2061 0 492 0 0 0 524 444
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 1.00 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.7 17.1 0.0 19.9 0.0 0.0 0.0 19.5 19.5 Incr Delay (d2), s/veh 0.8 0.4 0.0 0.2 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.4 6.0 0.0 0.4 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.5 17.5 0.0 20.1 0.0 0.0 0.0 19.5 19.5 LnGrp LOS B B A C AAABB
Approach Vol, veh/h 1116 31 7
Approach Delay, s/veh 17.9 20.1 19.5
Approach LOS B C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 50.0 25.0 25.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 45.4 21.0 21.0
Max Q Clear Time (g_c+I1), s 16.6 3.2 2.1
Green Ext Time (p_c), s 12.2 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 17.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
12: E 6th St & Locust Ave 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 34 587 0 0 24 0
Future Volume (veh/h) 34 587 0 0 24 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0
Adj Flow Rate, veh/h 37 638 26 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 0
Cap, veh/h 262 4390 0 0
Arrive On Green 0.31 0.31 0.00 0.00
Sat Flow, veh/h 221 4830 0
Grp Volume(v), veh/h 251 424 0.0
Grp Sat Flow(s),veh/h/ln1800 1549
Q Serve(g_s), s 0.0 7.4
Cycle Q Clear(g_c), s 7.3 7.4
Prop In Lane 0.15
Lane Grp Cap(c), veh/h 1745 2908
V/C Ratio(X) 0.14 0.15
Avail Cap(c_a), veh/h 1745 2908
HCM Platoon Ratio 0.33 0.33
Upstream Filter(I) 0.98 0.98
Uniform Delay (d), s/veh 4.1 4.2
Incr Delay (d2), s/veh 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.3 4.3
LnGrp LOS A A
Approach Vol, veh/h 675
Approach Delay, s/veh 4.3
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 75.0
Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 45.4
Max Q Clear Time (g_c+I1), s 9.4
Green Ext Time (p_c), s 7.1
Intersection Summary
HCM 6th Ctrl Delay 4.3
HCM 6th LOS A
HCM 6th AWSC
13: The Promenade & E 5th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.1
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 21 8 5 54 8 48
Future Vol, veh/h 21 8 5 54 8 48
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 23 9 5 59 9 52
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.1 7.4 6.9

HCM LOS A A A

Lane NBLn1 EBLn1WBLn1
Vol Left, % 14% 0% 8%
Vol Thru, % 0% 72% 92%
Vol Right, % 86% 28% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 56 29 59
LT Vol 8 0 5
Through Vol 0 21 54
RT Vol 48 8 0
Lane Flow Rate 61 32 64
Geometry Grp 1 1 1
Degree of Util (X) 0.061 0.034 0.073
Departure Headway (Hd) 3.613 3.924 4.081
Convergence, Y/N Yes Yes Yes
Cap 986 912 879
Service Time 1.655 1.951 2.101
HCM Lane V/C Ratio 0.062 0.035 0.073
HCM Control Delay 6.9 7.1 7.4
HCM Lane LOS A A A
HCM 95th-tile Q 0.2 0.1 0.2
HCM 6th AWSC
14: The Promenade N/The Promenade & E 4th St 08/26/2022 5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 113 0 0 139 48 000707
Future Vol, veh/h 5 113 0 0 139 48 000707
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 Heavy Vehicles, % 2 22222222222
Mvmt Flow 5 123 0 0 151 52 000808
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 7.9 8 0 7.5

HCM LOS A A - A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 4% 0% 50%
Vol Thru, % 100% 96% 74% 0%
Vol Right, % 0% 0% 26% 50%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 0 118 187 14
LT Vol 0 5 0 7
Through Vol 0 113 139 0
RT Vol 0 0 48 7
Lane Flow Rate 0 128 203 15
Geometry Grp 1111
Degree of Util (X) 0 0.147 0.22 0.019
Departure Headway (Hd) 4.65 4.122 3.903 4.428
Convergence, Y/N Yes Yes Yes Yes
Cap 0 866 917 813
Service Time 2.651 2.165 1.941 2.428
HCM Lane V/C Ratio 0 0.148 0.221 0.018
HCM Control Delay 7.7 7.9 8 7.5
HCM Lane LOS N A A A
HCM 95th-tile Q 0 0.5 0.8 0.1
HCM 6th Signalized Intersection Summary
15: E 3rd St & The Promenade N 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 16 453 0 14 00000
Future Volume (veh/h) 0 0 0 16 453 0 14 00000
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 17 492 0 15 00000
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 1534 3060 0 126 0 0 0 40 0
Arrive On Green 0.28 0.28 0.00 0.02 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1418 0 0 0 1870 0
Grp Volume(v), veh/h 17 492 0 15 00000
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1418 0 0 0 1870 0
Q Serve(g_s), s 0.5 7.8 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 7.8 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 1534 3060 0 126 0 0 0 40 0
V/C Ratio(X) 0.01 0.16 0.00 0.12 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 1534 3060 0 489 0 0 0 519 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 3.9 6.5 0.0 36.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.2 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.9 6.6 0.0 36.8 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A D AAAAA
Approach Vol, veh/h 509 15 0
Approach Delay, s/veh 6.5 36.8 0.0
Approach LOS A D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 69.2 5.8 5.8
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 45.4 * 21 * 21
Max Q Clear Time (g_c+I1), s 9.8 2.8 0.0
Green Ext Time (p_c), s 5.3 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Long Beach Blvd & E 8th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 15 19 1 10 11 17 283 11 8 264 24 Future Volume (veh/h) 13 15 19 1 10 11 17 283 11 8 264 24 Initial Q (Qb), veh 0 00000000000
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 14 16 21 1 11 12 18 308 12 9 287 26 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 22222222222
Cap, veh/h 213 39 52 201 44 48 24 2292 89 13 2146 193
Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.01 0.66 0.66 0.01 0.65 0.65 Sat Flow, veh/h 1388 734 963 1371 818 892 1781 3487 135 1781 3297 297 Grp Volume(v), veh/h 14 0 37 1 0 23 18 156 164 9 154 159 Grp Sat Flow(s),veh/h/ln1388 0 1697 1371 0 1710 1781 1777 1846 1781 1777 1817 Q Serve(g_s), s 0.5 0.0 1.0 0.0 0.0 0.6 0.5 1.5 1.5 0.2 1.5 1.5 Cycle Q Clear(g_c), s 1.0 0.0 1.0 1.0 0.0 0.6 0.5 1.5 1.5 0.2 1.5 1.5 Prop In Lane 1.00 0.57 1.00 0.52 1.00 0.07 1.00 0.16
Lane Grp Cap(c), veh/h 213 0 91 201 0 92 24 1168 1213 13 1157 1183 V/C Ratio(X) 0.07 0.00 0.41 0.00 0.00 0.25 0.75 0.13 0.13 0.71 0.13 0.13 Avail Cap(c_a), veh/h 1012 0 1068 990 0 1076 116 1168 1213 116 1157 1183 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 0.00 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 21.4 0.0 21.1 21.6 0.0 20.9 22.7 3.0 3.0 22.8 3.1 3.1 Incr Delay (d2), s/veh 0.0 0.0 1.1 0.0 0.0 1.1 16.2 0.2 0.2 23.9 0.2 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/ln0.1 0.0 0.4 0.0 0.0 0.2 0.3 0.3 0.3 0.2 0.3 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.5 0.0 22.2 21.6 0.0 22.0 38.8 3.2 3.2 46.8 3.3 3.3 LnGrp LOS C A C C A C D A A D A A
Approach Vol, veh/h 51 24 338 322
Approach Delay, s/veh 22.0 22.0 5.1 4.5
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.6 34.0 7.5 4.3 34.3 7.5
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 3.0 30.0 29.0 3.0 30.0 29.0 Max Q Clear Time (g_c+I1), s 2.5 3.5 3.0 2.2 3.5 3.0
Green Ext Time (p_c), s 0.0 2.6 0.1 0.0 2.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
17: E 7th St & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 130 803 58 117 337 0 0 326 64 Future Volume (veh/h) 0 0 0 130 803 58 117 337 0 0 326 64 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 141 873 63 127 366 0 0 354 70
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 534 1531 475 143 2005 0 0 1531 683
Arrive On Green 0.30 0.30 0.30 0.16 1.00 0.00 0.00 0.43 0.43 Sat Flow, veh/h 1781 5106 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 141 873 63 127 366 0 0 354 70
Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 4.5 10.8 2.2 5.2 0.0 0.0 0.0 4.7 2.0
Cycle Q Clear(g_c), s 4.5 10.8 2.2 5.2 0.0 0.0 0.0 4.7 2.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 534 1531 475 143 2005 0 0 1531 683 V/C Ratio(X) 0.26 0.57 0.13 0.89 0.18 0.00 0.00 0.23 0.10 Avail Cap(c_a), veh/h 829 2376 738 143 2005 0 0 1531 683 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.99 0.99 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 20.0 22.2 19.1 31.2 0.0 0.0 0.0 13.5 12.7 Incr Delay (d2), s/veh 0.4 0.5 0.2 43.4 0.2 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 1.8 4.2 0.8 3.7 0.1 0.0 0.0 1.8 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 22.6 19.3 74.6 0.2 0.0 0.0 13.8 13.0 LnGrp LOS C C BEAAABB
Approach Vol, veh/h 1077 493 424
Approach Delay, s/veh 22.2 19.4 13.7
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s10.0 37.4 27.6 47.4
Change Period (Y+Rc), s 4.0 5.1 5.1 5.1
Max Green Setting (Gmax), s 6.0 19.9 34.9 29.9
Max Q Clear Time (g_c+I1), s 7.2 6.7 12.8 2.0
Green Ext Time (p_c), s 0.0 2.4 9.7 3.0
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Long Beach Blvd & E 6th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 423 71 0 0 0 0 311 34 88 372 0 Future Volume (veh/h) 93 423 71 0 0 0 0 311 34 88 372 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 101 460 77 0 338 37 96 404 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 356 1021 317 0 2008 896 121 2440 0
Arrive On Green 0.07 0.07 0.07 0.00 1.00 1.00 0.14 1.00 0.00 Sat Flow, veh/h 1781 5106 1585 0 3647 1585 1781 3647 0
Grp Volume(v), veh/h 101 460 77 0 338 37 96 404 0
Grp Sat Flow(s),veh/h/ln1781 1702 1585 0 1777 1585 1781 1777 0 Q Serve(g_s), s 4.0 6.5 3.5 0.0 0.0 0.0 3.9 0.0 0.0
Cycle Q Clear(g_c), s 4.0 6.5 3.5 0.0 0.0 0.0 3.9 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 356 1021 317 0 2008 896 121 2440 0 V/C Ratio(X) 0.28 0.45 0.24 0.00 0.17 0.04 0.79 0.17 0.00 Avail Cap(c_a), veh/h 843 2417 750 0 2008 896 143 2440 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 29.9 31.1 29.6 0.0 0.0 0.0 31.9 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.4 0.6 0.0 0.2 0.1 18.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 2.8 3.1 0.0 0.1 0.0 2.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.5 31.5 30.2 0.0 0.2 0.1 50.0 0.1 0.0 LnGrp LOS C C C A A A D A A
Approach Vol, veh/h 638 375 500
Approach Delay, s/veh 31.2 0.2 9.7
Approach LOS C A A
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 55.5 19.5 9.1 46.4
Change Period (Y+Rc), s 4.0 4.5 4.0 4.0
Max Green Setting (Gmax), s 31.0 35.5 6.0 21.0
Max Q Clear Time (g_c+I1), s 2.0 8.5 5.9 2.0
Green Ext Time (p_c), s 3.4 5.6 0.0 2.6
Intersection Summary
HCM 6th Ctrl Delay 16.4
HCM 6th LOS B
HCM 6th TWSC
19: E 5th St & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 65 0 0 3 0 261 41 0 401 62
Future Vol, veh/h 0 0 65 0 0 3 0 261 41 0 401 62
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 71 0 0 3 0 284 45 0 436 67
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 252 - - 165 - 0 0 - - 0
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy - - 6.94 - - 6.94 ------
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy - - 3.32 - - 3.32 ------
Pot Cap-1 Maneuver 0 0 748 0 0 850 0 - - 0 - -
Stage 1 0 0 - 0 0 - 0 - - 0 - -
Stage 2 0 0 - 0 0 - 0 - - 0 - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 748 - - 850 ------
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 10.3 9.3 0 0

HCM LOS B A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR
Capacity (veh/h) - - 748 850 - -
HCM Lane V/C Ratio - - 0.094 0.004 - -
HCM Control Delay (s) - - 10.3 9.3 - -
HCM Lane LOS - - B A - -
HCM 95th %tile Q(veh) - - 0.3 0 - -
HCM 6th Signalized Intersection Summary
20: Long Beach Blvd & E 4th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 64 14 29 119 71 41 201 13 72 320 30 Future Volume (veh/h) 25 64 14 29 119 71 41 201 13 72 320 30 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 70 15 32 129 77 45 218 14 78 348 33 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, % 222222222222
Cap, veh/h 160 248 53 260 182 109 58 2057 131 99 2067 195 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.06 1.00 1.00 0.11 1.00 1.00 Sat Flow, veh/h 1176 1493 320 1313 1097 655 1781 3392 216 1781 3282 309 Grp Volume(v), veh/h 27 0 85 32 0 206 45 114 118 78 187 194 Grp Sat Flow(s),veh/h/ln 1176 0 1813 1313 0 1752 1781 1777 1831 1781 1777 1815 Q Serve(g_s), s 1.7 0.0 3.1 1.6 0.0 8.3 1.9 0.0 0.0 3.2 0.0 0.0 Cycle Q Clear(g_c), s 10.0 0.0 3.1 4.7 0.0 8.3 1.9 0.0 0.0 3.2 0.0 0.0 Prop In Lane 1.00 0.18 1.00 0.37 1.00 0.12 1.00 0.17
Lane Grp Cap(c), veh/h 160 0 301 260 0 291 58 1077 1111 99 1119 1143 V/C Ratio(X) 0.17 0.00 0.28 0.12 0.00 0.71 0.78 0.11 0.11 0.79 0.17 0.17 Avail Cap(c_a), veh/h 378 0 636 502 0 615 143 1077 1111 143 1119 1143 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 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 34.3 0.0 27.4 29.4 0.0 29.6 34.8 0.0 0.0 32.9 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.6 0.3 0.0 3.8 8.1 0.2 0.2 10.1 0.3 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 0.5 0.0 1.3 0.5 0.0 3.7 0.9 0.1 0.1 1.6 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 0.0 28.0 29.7 0.0 33.4 42.9 0.2 0.2 43.0 0.3 0.3 LnGrp LOS C A C C A C D A A D A A
Approach Vol, veh/h 112 238 277 459
Approach Delay, s/veh 29.6 32.9 7.1 7.6
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.4 51.4 17.1 8.2 49.7 17.1
Change Period (Y+Rc), s 4.0 * 4.2 * 4.7 4.0 * 4.2 * 4.7 Max Green Setting (Gmax), s 6.0 * 30 * 26 6.0 * 30 * 26 Max Q Clear Time (g_c+I1), s 3.9 2.0 10.3 5.2 2.0 12.0
Green Ext Time (p_c), s 0.0 3.3 1.3 0.0 1.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 15.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
21: E 3rd St & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 16 281 43 56 215 0 0 207 142 Future Volume (veh/h) 0 0 0 16 281 43 56 215 0 0 207 142 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 17 305 47 61 234 0 0 225 154
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 475 947 422 77 2156 0 0 1813 808
Arrive On Green 0.27 0.27 0.27 0.09 1.00 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1781 3554 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 17 305 47 61 234 0 0 225 154
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 0.5 5.2 1.7 2.5 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 5.2 1.7 2.5 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 475 947 422 77 2156 0 0 1813 808 V/C Ratio(X) 0.04 0.32 0.11 0.79 0.11 0.00 0.00 0.12 0.19 Avail Cap(c_a), veh/h 834 1663 742 143 2156 0 0 1813 808 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 20.4 22.1 20.8 33.9 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.2 6.5 0.1 0.0 0.0 0.1 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 %ile BackOfQ(50%),veh/ln 0.2 2.1 0.6 1.2 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.4 22.3 21.0 40.4 0.1 0.0 0.0 0.1 0.5 LnGrp LOS CCCD AAAAA
Approach Vol, veh/h 369 295 379
Approach Delay, s/veh 22.1 8.4 0.3
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.3 42.9 24.9 50.1
Change Period (Y+Rc), s 4.0 4.6 * 4.9 4.6
Max Green Setting (Gmax), s 6.0 20.4 * 35 30.4
Max Q Clear Time (g_c+I1), s 4.5 2.0 7.2 2.0
Green Ext Time (p_c), s 0.0 1.8 3.2 1.5
Intersection Summary
HCM 6th Ctrl Delay 10.3
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
22: Long Beach Blvd & E Broadway 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 145 58 0 0 0 0 176 9 35 208 0 Future Volume (veh/h) 73 145 58 0 0 0 0 176 9 35 208 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 79 158 63 0 191 10 38 226 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 474 668 256 0 1835 96 101 2191 0
Arrive On Green 0.09 0.09 0.09 0.00 0.53 0.53 0.06 1.00 0.00 Sat Flow, veh/h 1781 2512 962 0 3530 179 3456 3647 0
Grp Volume(v), veh/h 79 110 111 0 98 103 38 226 0
Grp Sat Flow(s),veh/h/ln1781 1777 1697 0 1777 1838 1728 1777 0 Q Serve(g_s), s 3.1 4.3 4.6 0.0 2.0 2.1 0.8 0.0 0.0
Cycle Q Clear(g_c), s 3.1 4.3 4.6 0.0 2.0 2.1 0.8 0.0 0.0 Prop In Lane 1.00 0.57 0.00 0.10 1.00 0.00
Lane Grp Cap(c), veh/h 474 473 452 0 949 982 101 2191 0 V/C Ratio(X) 0.17 0.23 0.25 0.00 0.10 0.10 0.38 0.10 0.00 Avail Cap(c_a), veh/h 841 839 801 0 949 982 230 2191 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.99 0.99 0.99 0.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.5 27.1 27.2 0.0 8.6 8.6 34.7 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.2 0.3 0.0 0.2 0.2 0.9 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.3 1.9 1.9 0.0 0.8 0.8 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.7 27.3 27.5 0.0 8.8 8.8 35.5 0.1 0.0 LnGrp LOS C C C A A A D A A
Approach Vol, veh/h 300 201 264
Approach Delay, s/veh 27.2 8.8 5.2
Approach LOS C A A
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.4 6.2 44.3 24.6
Change Period (Y+Rc), s * 4.2 4.0 * 4.2 4.6
Max Green Setting (Gmax), s * 31 5.0 * 22 35.4
Max Q Clear Time (g_c+I1), s 2.0 2.8 4.1 6.6
Green Ext Time (p_c), s 2.1 0.0 1.3 1.5
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
23: Long Beach Blvd & E 1st St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 7 11 26 9 18 6 149 46 34 212 27 Future Volume (veh/h) 14 7 11 26 9 18 6 149 46 34 212 27 Initial Q (Qb), veh 0 00000000000
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 15 8 12 28 10 20 7 162 50 37 230 29 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 22222222222
Cap, veh/h 141 15 22 215 27 97 13 1668 499 59 2290 1021 Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.01 0.62 0.62 0.03 0.64 0.64 Sat Flow, veh/h 441 252 362 1256 449 1585 1781 2696 806 1781 3554 1585 Grp Volume(v), veh/h 35 0 0 38 0 20 7 105 107 37 230 29 Grp Sat Flow(s),veh/h/ln1055 0 0 1704 0 1585 1781 1777 1725 1781 1777 1585 Q Serve(g_s), s 1.0 0.0 0.0 0.0 0.0 0.5 0.2 1.1 1.1 0.9 1.1 0.3 Cycle Q Clear(g_c), s 1.9 0.0 0.0 0.9 0.0 0.5 0.2 1.1 1.1 0.9 1.1 0.3 Prop In Lane 0.43 0.34 0.74 1.00 1.00 0.47 1.00 1.00
Lane Grp Cap(c), veh/h 178 0 0 242 0 97 13 1100 1068 59 2290 1021 V/C Ratio(X) 0.20 0.00 0.00 0.16 0.00 0.21 0.53 0.10 0.10 0.63 0.10 0.03 Avail Cap(c_a), veh/h 1037 0 0 1075 0 981 236 1100 1068 236 2290 1021 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 0.00 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 21.2 0.0 0.0 20.4 0.0 20.2 22.4 3.5 3.5 21.6 3.1 2.9 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.2 0.0 0.8 11.5 0.2 0.2 4.1 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/ln0.3 0.0 0.0 0.4 0.0 0.2 0.1 0.3 0.3 0.4 0.2 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 0.0 20.6 0.0 21.0 33.9 3.7 3.7 25.7 3.1 3.0 LnGrp LOS C A A C A C C A A C A A
Approach Vol, veh/h 35 58 219 296
Approach Delay, s/veh 21.6 20.7 4.6 6.0
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.3 33.2 7.8 5.5 32.0 7.8
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 6.0 28.0 28.0 6.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 3.1 2.9 2.9 3.1 3.9
Green Ext Time (p_c), s 0.0 2.2 0.2 0.0 1.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.8
HCM 6th LOS A
HCM Signalized Intersection Capacity Analysis
24: E Ocean Blvd & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 83 453 1563 93 65 147
Future Volume (vph) 83 453 1563 93 65 147
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Lane Util. Factor 1.00 0.91 0.91 1.00 0.97 0.91
Frt 1.00 1.00 1.00 0.85 0.92 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.98 1.00
Satd. Flow (prot) 1770 5085 5085 1583 3250 1441
Flt Permitted 0.11 1.00 1.00 1.00 0.98 1.00
Satd. Flow (perm) 207 5085 5085 1583 3250 1441
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 90 492 1699 101 71 160
RTOR Reduction (vph) 0 0 0 21 74 74
Lane Group Flow (vph) 90 492 1699 80 77 6
Turn Type pm+pt NA NA Perm Perm Perm
Protected Phases 5 2 6
Permitted Phases 2 6 4 4
Actuated Green, G (s) 100.9 100.9 91.3 91.3 8.3 8.3
Effective Green, g (s) 100.9 100.9 91.3 91.3 8.3 8.3
Actuated g/C Ratio 0.84 0.84 0.76 0.76 0.07 0.07
Clearance Time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Vehicle Extension (s) 2.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph) 246 4275 3868 1204 224 99
v/s Ratio Prot c0.02 0.10 c0.33
v/s Ratio Perm 0.29 0.05 c0.02 0.00
v/c Ratio 0.37 0.12 0.44 0.07 0.34 0.06
Uniform Delay, d1 3.0 1.7 5.2 3.6 53.2 52.2
Progression Factor 4.76 0.93 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.3 0.1 0.4 0.1 0.9 0.2
Delay (s) 14.6 1.6 5.5 3.7 54.2 52.4
Level of Service BAAADD
Approach Delay (s) 3.6 5.4 53.6
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 9.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.43
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 52.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
1: Pine Ave & W 8th St/E 8th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 48 9 0 23 10 6 116 19 18 114 6 Future Volume (veh/h) 0 48 9 0 23 10 6 116 19 18 114 6
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 52 10 0 25 11 7 126 21 20 124 7
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, % 022022222222
Cap, veh/h 0 833 160 0 673 296 466 538 90 451 603 34
Arrive On Green 0.00 0.55 0.55 0.00 0.55 0.55 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 0 1524 293 0 1231 542 1259 1563 260 1241 1754 99 Grp Volume(v), veh/h 0 0 62 0 0 36 7 0 147 20 0 131
Grp Sat Flow(s),veh/h/ln 0 0 1818 0 0 1773 1259 0 1823 1241 0 1853 Q Serve(g_s), s 0.0 0.0 1.2 0.0 0.0 0.7 0.3 0.0 4.3 0.9 0.0 3.7 Cycle Q Clear(g_c), s 0.0 0.0 1.2 0.0 0.0 0.7 4.0 0.0 4.3 5.2 0.0 3.7 Prop In Lane 0.00 0.16 0.00 0.31 1.00 0.14 1.00 0.05
Lane Grp Cap(c), veh/h 0 0 994 0 0 969 466 0 627 451 0 637 V/C Ratio(X) 0.00 0.00 0.06 0.00 0.00 0.04 0.02 0.00 0.23 0.04 0.00 0.21 Avail Cap(c_a), veh/h 0 0 994 0 0 969 466 0 627 451 0 637 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 8.0 0.0 0.0 7.9 18.8 0.0 17.6 19.4 0.0 17.4 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.1 0.0 0.9 0.2 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 0.0 0.0 0.5 0.0 0.0 0.3 0.1 0.0 1.9 0.3 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 8.1 0.0 0.0 7.9 18.9 0.0 18.4 19.6 0.0 18.1 LnGrp LOS AAAAAABABBAB
Approach Vol, veh/h 62 36 154 151
Approach Delay, s/veh 8.1 7.9 18.4 18.3
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 45.0 30.0 45.0 30.0
Change Period (Y+Rc), s 4.0 * 4.2 4.0 * 4.2
Max Green Setting (Gmax), s 41.0 * 26 41.0 * 26
Max Q Clear Time (g_c+I1), s 3.2 7.2 2.7 6.3
Green Ext Time (p_c), s 0.4 0.5 0.2 0.6
Intersection Summary
HCM 6th Ctrl Delay 15.9
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
2: Pine Ave & W 7th St/E 7th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 37 501 26 44 85 0 0 85 19
Future Volume (veh/h) 0 0 0 37 501 26 44 85 0 0 85 19
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 40 545 28 48 92 0 0 92 21
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 178 2584 136 480 643 0 0 507 116
Arrive On Green 0.54 0.54 0.54 0.11 0.11 0.00 0.00 0.34 0.34 Sat Flow, veh/h 331 4797 253 1280 1870 0 0 1473 336
Grp Volume(v), veh/h 224 187 202 48 92 0 0 0 113
Grp Sat Flow(s),veh/h/ln 1854 1702 1825 1280 1870 0 0 0 1810 Q Serve(g_s), s 4.8 4.3 4.3 2.6 3.3 0.0 0.0 0.0 3.3
Cycle Q Clear(g_c), s 4.8 4.3 4.3 5.8 3.3 0.0 0.0 0.0 3.3 Prop In Lane 0.18 0.14 1.00 0.00 0.00 0.19
Lane Grp Cap(c), veh/h 999 917 983 480 643 0 0 0 623
V/C Ratio(X) 0.22 0.20 0.21 0.10 0.14 0.00 0.00 0.00 0.18 Avail Cap(c_a), veh/h 999 917 983 480 643 0 0 0 623
HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.96 0.96 0.00 0.00 0.00 0.99 Uniform Delay (d), s/veh 9.1 9.0 9.0 25.9 23.3 0.0 0.0 0.0 17.2 Incr Delay (d2), s/veh 0.5 0.5 0.5 0.4 0.4 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 1.9 1.5 1.7 0.9 1.5 0.0 0.0 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.6 9.5 9.4 26.3 23.7 0.0 0.0 0.0 17.8 LnGrp LOS A A A C C A A A B
Approach Vol, veh/h 613 140 113
Approach Delay, s/veh 9.5 24.6 17.8
Approach LOS A C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 40.4 * 26 * 26
Max Q Clear Time (g_c+I1), s 6.8 7.8 5.3
Green Ext Time (p_c), s 5.9 0.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 13.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: Pine Ave & W 6th St/E 6th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 26 1061 54 0 0 0 0 112 70 25 96 0 Future Volume (veh/h) 26 1061 54 0 0 0 0 112 70 25 96 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 28 1153 59 0 122 76 27 104 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 63 2739 145 0 374 233 454 648 0
Arrive On Green 0.55 0.55 0.55 0.00 0.69 0.69 0.11 0.11 0.00 Sat Flow, veh/h 115 5010 265 0 1078 672 1185 1870 0
Grp Volume(v), veh/h 456 379 406 0 0 198 27 104 0
Grp Sat Flow(s),veh/h/ln1865 1702 1823 0 0 1749 1185 1870 0 Q Serve(g_s), s 11.0 9.7 9.7 0.0 0.0 3.4 1.6 3.8 0.0
Cycle Q Clear(g_c), s 11.0 9.7 9.7 0.0 0.0 3.4 4.9 3.8 0.0 Prop In Lane 0.06 0.15 0.00 0.38 1.00 0.00
Lane Grp Cap(c), veh/h 1019 930 996 0 0 606 454 648 0
V/C Ratio(X) 0.45 0.41 0.41 0.00 0.00 0.33 0.06 0.16 0.00 Avail Cap(c_a), veh/h 1019 930 996 0 0 606 454 648 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 2.00 2.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99 0.99 0.99 0.00 Uniform Delay (d), s/veh 10.2 9.9 9.9 0.0 0.0 8.0 25.4 23.4 0.0 Incr Delay (d2), s/veh 1.4 1.3 1.2 0.0 0.0 1.4 0.2 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln4.4 3.5 3.8 0.0 0.0 1.3 0.5 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.6 11.2 11.1 0.0 0.0 9.4 25.6 23.9 0.0 LnGrp LOS B B B A A A C C A
Approach Vol, veh/h 1240 198 131
Approach Delay, s/veh 11.3 9.4 24.3
Approach LOS B A C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 41.0 26.0 26.0
Max Q Clear Time (g_c+I1), s 13.0 6.9 5.4
Green Ext Time (p_c), s 13.0 0.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis
4: Pine Ave & W 5th St/E 5th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 12 32 26 10 51 64 8 94 26 34 113 12 Future Volume (vph) 12 32 26 10 51 64 8 94 26 34 113 12 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 0.97 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.98 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.97 1.00 0.99
Flt Protected 0.99 1.00 0.99 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1834 1539 1845 1539 1743 1788 1743 1829 Flt Permitted 0.95 1.00 0.97 1.00 0.66 1.00 0.67 1.00
Satd. Flow (perm) 1773 1539 1811 1539 1216 1788 1235 1829 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 13 35 28 11 55 70 9 102 28 37 123 13
RTOR Reduction (vph) 0 0 11 0 0 27 0 13 0050
Lane Group Flow (vph) 0 48 17 0 66 43 9 117 0 37 131 0
Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2 2 6 6 8 4
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 1082 939 1105 939 337 495 342 507
v/s Ratio Prot 0.07 c0.07
v/s Ratio Perm 0.03 0.01 c0.04 0.03 0.01 0.03
v/c Ratio 0.04 0.02 0.06 0.05 0.03 0.24 0.11 0.26
Uniform Delay, d1 5.8 5.7 5.9 5.8 19.7 21.0 20.2 21.1
Progression Factor 1.00 1.00 1.00 1.00 0.73 0.61 0.86 0.84 Incremental Delay, d2 0.1 0.0 0.0 0.0 0.1 1.1 0.6 1.2
Delay (s) 5.9 5.8 5.9 5.9 14.6 13.8 17.9 19.0
Level of Service A A AABB BB
Approach Delay (s) 5.9 5.9 13.9 18.7
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
5: Pine Ave & W 4th St/E 4th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 8 150 11 26 98 22 13 109 86 32 87 17 Future Volume (vph) 8 150 11 26 98 22 13 109 86 32 87 17 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 0.97 1.00 0.93 1.00 0.98
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1844 1770 1812 1770 1740 1770 1818 Flt Permitted 0.67 1.00 0.65 1.00 0.68 1.00 0.54 1.00
Satd. Flow (perm) 1254 1844 1205 1812 1275 1740 998 1818 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 9 163 12 28 107 24 14 118 93 35 95 18
RTOR Reduction (vph) 0 2 0 0 5 0 0 38 0 0 9 0
Lane Group Flow (vph) 9 173 0 28 126 0 14 173 0 35 104 0 Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2684
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 765 1126 735 1106 353 482 276 504
v/s Ratio Prot c0.09 0.07 c0.10 0.06
v/s Ratio Perm 0.01 0.02 0.01 0.04
v/c Ratio 0.01 0.15 0.04 0.11 0.04 0.36 0.13 0.21
Uniform Delay, d1 5.7 6.3 5.8 6.1 19.8 21.8 20.3 20.8
Progression Factor 1.00 1.00 1.00 1.00 0.83 0.79 0.38 0.32 Incremental Delay, d2 0.0 0.3 0.0 0.0 0.2 2.1 0.9 0.9
Delay (s) 5.8 6.6 5.8 6.2 16.7 19.2 8.7 7.5
Level of Service A A A A B B A A
Approach Delay (s) 6.5 6.1 19.0 7.8
Approach LOS AABA
Intersection Summary
HCM 2000 Control Delay 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
6: Pine Ave & W 3rd St/E 3rd St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 88 309 82 39 109 0 0 103 24 Future Volume (veh/h) 0 0 0 88 309 82 39 109 0 0 103 24 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 96 336 89 42 118 0 0 112 26
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 960 1502 392 478 648 0 0 648 549
Arrive On Green 0.18 0.18 0.18 0.11 0.11 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1781 2788 728 1251 1870 0 0 1870 1585
Grp Volume(v), veh/h 96 212 213 42 118 0 0 112 26
Grp Sat Flow(s),veh/h/ln 1781 1777 1739 1251 1870 0 0 1870 1585 Q Serve(g_s), s 3.4 7.7 7.9 2.3 4.3 0.0 0.0 3.1 0.8
Cycle Q Clear(g_c), s 3.4 7.7 7.9 5.4 4.3 0.0 0.0 3.1 0.8 Prop In Lane 1.00 0.42 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 960 957 937 478 648 0 0 648 549
V/C Ratio(X) 0.10 0.22 0.23 0.09 0.18 0.00 0.00 0.17 0.05 Avail Cap(c_a), veh/h 960 957 937 478 648 0 0 648 549
HCM Platoon Ratio 0.33 0.33 0.33 0.33 0.33 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 15.6 17.4 17.5 25.5 23.6 0.0 0.0 17.0 16.3 Incr Delay (d2), s/veh 0.2 0.5 0.6 0.4 0.6 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 1.3 3.4 3.4 0.7 2.0 0.0 0.0 1.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 17.9 18.0 25.9 24.2 0.0 0.0 17.6 16.4 LnGrp LOS B B B C C A A B B
Approach Vol, veh/h 521 160 138
Approach Delay, s/veh 17.6 24.6 17.4
Approach LOS B C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 40.4 26.0 26.0
Max Q Clear Time (g_c+I1), s 9.9 7.4 5.1
Green Ext Time (p_c), s 4.4 0.8 0.7
Intersection Summary
HCM 6th Ctrl Delay 18.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
7: Pine Ave & W Broadway/E Broadway 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 42 504 41 0 0 0 0 105 59 70 98 0 Future Volume (veh/h) 42 504 41 0 0 0 0 105 59 70 98 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 46 548 45 0 114 64 76 107 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 817 1525 125 0 348 196 489 798 0
Arrive On Green 0.46 0.46 0.46 0.00 0.31 0.31 0.02 0.14 0.00 Sat Flow, veh/h 1781 3326 273 0 1125 632 1781 1870 0
Grp Volume(v), veh/h 46 292 301 0 0 178 76 107 0
Grp Sat Flow(s),veh/h/ln1781 1777 1821 0 0 1757 1781 1870 0 Q Serve(g_s), s 1.1 8.0 8.0 0.0 0.0 5.8 2.0 3.8 0.0
Cycle Q Clear(g_c), s 1.1 8.0 8.0 0.0 0.0 5.8 2.0 3.8 0.0 Prop In Lane 1.00 0.15 0.00 0.36 1.00 0.00
Lane Grp Cap(c), veh/h 817 815 835 0 0 544 489 798 0
V/C Ratio(X) 0.06 0.36 0.36 0.00 0.00 0.33 0.16 0.13 0.00 Avail Cap(c_a), veh/h 817 815 835 0 0 544 518 798 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.98 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.3 13.2 13.2 0.0 0.0 19.9 15.2 20.1 0.0 Incr Delay (d2), s/veh 0.1 1.2 1.2 0.0 0.0 1.6 0.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 3.2 3.3 0.0 0.0 2.5 0.8 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.4 14.4 14.4 0.0 0.0 21.4 15.3 20.4 0.0 LnGrp LOS B B B A A C B C A
Approach Vol, veh/h 639 178 183
Approach Delay, s/veh 14.2 21.4 18.3
Approach LOS B C B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 39.0 36.0 8.8 27.2
Change Period (Y+Rc), s 4.6 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.4 32.0 6.0 22.0
Max Q Clear Time (g_c+I1), s 10.0 5.8 4.0 7.8
Green Ext Time (p_c), s 5.6 0.5 0.0 0.8
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM Signalized Intersection Capacity Analysis
8: Pine Ave & W 1st St/E 1st St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 26 3 0 33 4 1 160 0 2 116 9
Future Volume (vph) 0 26 3 0 33 4 1 160 0 2 116 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.99 0.99 1.00 0.99
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1838 1838 1862 1843
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1838 1838 1861 1838
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 28 3 0 36 4 1 174 0 2 126 10
RTOR Reduction (vph) 020020000030
Lane Group Flow (vph) 0 29 0 0 38 0 0 175 0 0 135 0
Turn Type NA NA Perm NA Perm NA
Protected Phases 2684
Permitted Phases 8 4
Actuated Green, G (s) 15.5 15.5 15.5 15.5
Effective Green, g (s) 15.5 15.5 15.5 15.5
Actuated g/C Ratio 0.39 0.39 0.39 0.39
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 712 712 721 712
v/s Ratio Prot 0.02 c0.02
v/s Ratio Perm c0.09 0.07
v/c Ratio 0.04 0.05 0.24 0.19
Uniform Delay, d1 7.6 7.7 8.3 8.1
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.8 0.6
Delay (s) 7.7 7.7 9.1 8.7
Level of Service AAAA
Approach Delay (s) 7.7 7.7 9.1 8.7
Approach LOS AAAA
Intersection Summary
HCM 2000 Control Delay 8.7 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.17
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 24.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Pine Ave & W Ocean Blvd/E Ocean Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 47 1403 96 155 872 61 66 67 124 63 46 65 Future Volume (veh/h) 47 1403 96 155 872 61 66 67 124 63 46 65 Initial Q (Qb), veh 0 00000000000
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 51 1525 104 168 948 66 72 73 135 68 50 71 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 22222222222
Cap, veh/h 470 3171 216 300 3432 1065 175 347 294 128 68 167 Arrive On Green 0.03 0.65 0.65 0.10 1.00 1.00 0.05 0.19 0.19 0.11 0.11 0.11 Sat Flow, veh/h 1781 4882 333 1781 5106 1585 1781 1870 1585 766 650 1585 Grp Volume(v), veh/h 51 1063 566 168 948 66 72 73 135 118 0 71 Grp Sat Flow(s),veh/h/ln1781 1702 1810 1781 1702 1585 1781 1870 1585 1416 0 1585 Q Serve(g_s), s 1.1 19.1 19.1 3.9 0.0 0.0 4.2 4.0 9.1 9.1 0.0 5.0 Cycle Q Clear(g_c), s 1.1 19.1 19.1 3.9 0.0 0.0 4.2 4.0 9.1 9.7 0.0 5.0 Prop In Lane 1.00 0.18 1.00 1.00 1.00 1.00 0.58 1.00
Lane Grp Cap(c), veh/h 470 2211 1176 300 3432 1065 175 347 294 196 0 167 V/C Ratio(X) 0.11 0.48 0.48 0.56 0.28 0.06 0.41 0.21 0.46 0.60 0.00 0.43 Avail Cap(c_a), veh/h 584 2211 1176 375 3432 1065 254 784 664 460 0 466 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 0.99 0.00 0.99 Uniform Delay (d), s/veh 6.4 10.7 10.7 8.7 0.0 0.0 43.8 41.4 43.5 52.3 0.0 50.3 Incr Delay (d2), s/veh 0.0 0.8 1.4 0.6 0.2 0.1 0.6 0.3 1.1 2.9 0.0 1.7 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/ln0.4 7.0 7.7 1.3 0.1 0.0 1.9 1.9 3.7 3.6 0.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.5 11.5 12.1 9.3 0.2 0.1 44.4 41.7 44.6 55.2 0.0 52.0 LnGrp LOS A BBAAADDDEAD
Approach Vol, veh/h 1680 1182 280 189
Approach Delay, s/veh 11.5 1.5 43.8 54.0
Approach LOS B A D D
Timer - Assigned Phs 1 23456 8
Phs Duration (G+Y+Rc), s10.0 83.1 9.7 17.3 7.3 85.8 27.0 Change Period (Y+Rc), s 4.0 5.1 4.0 * 4.7 4.0 5.1 * 4.7 Max Green Setting (Gmax), s 11.0 44.9 11.0 * 35 11.0 44.9 * 50 Max Q Clear Time (g_c+I1), s 5.9 21.1 6.2 11.7 3.1 2.0 11.1 Green Ext Time (p_c), s 0.1 16.5 0.0 0.9 0.0 12.6 0.9
Intersection Summary
HCM 6th Ctrl Delay 13.1
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
10: Locust Ave & E 8th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 69 10 0 32 10 5 17 2 2 15 8
Future Volume (veh/h) 0 69 10 0 32 10 5 17 2 2 15 8
Initial Q (Qb), veh 0 00000000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 75 11 0 35 11 5 18 2 2 16 9
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, % 0 22022222222
Cap, veh/h 0 978 143 0 837 263 470 463 51 475 315 177
Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.61 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 0 1594 234 0 1364 429 1386 1654 184 1392 1124 632 Grp Volume(v), veh/h 0 0 86 0 0 46 5 0 20 2 0 25
Grp Sat Flow(s),veh/h/ln 0 0 1828 0 0 1793 1386 0 1837 1392 0 1757 Q Serve(g_s), s 0.0 0.0 1.4 0.0 0.0 0.8 0.2 0.0 0.6 0.1 0.0 0.8 Cycle Q Clear(g_c), s 0.0 0.0 1.4 0.0 0.0 0.8 1.0 0.0 0.6 0.7 0.0 0.8 Prop In Lane 0.00 0.13 0.00 0.24 1.00 0.10 1.00 0.36
Lane Grp Cap(c), veh/h 0 0 1121 0 0 1100 470 0 514 475 0 492 V/C Ratio(X) 0.00 0.00 0.08 0.00 0.00 0.04 0.01 0.00 0.04 0.00 0.00 0.05 Avail Cap(c_a), veh/h 0 0 1121 0 0 1100 470 0 514 475 0 492 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 5.9 0.0 0.0 5.8 20.1 0.0 19.7 19.9 0.0 19.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.5 0.0 0.0 0.3 0.1 0.0 0.3 0.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 6.0 0.0 0.0 5.8 20.1 0.0 19.8 19.9 0.0 19.8 LnGrp LOS A AAAAACABBAB
Approach Vol, veh/h 86 46 25 27
Approach Delay, s/veh 6.0 5.8 19.9 19.8
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 50.0 25.0 50.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 46.0 21.0 46.0 21.0
Max Q Clear Time (g_c+I1), s 3.4 2.8 2.8 3.0
Green Ext Time (p_c), s 0.7 0.0 0.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.9
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
11: Locust Ave & E 7th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 7 565 31 10 9 0 0 10 14
Future Volume (veh/h) 0 0 0 7 565 31 10 9 0 0 10 14
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 8 614 34 11 10 0 0 11 15
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 38 3050 174 285 238 0 0 524 444
Arrive On Green 0.20 0.20 0.20 0.28 0.28 0.00 0.00 0.28 0.28 Sat Flow, veh/h 62 5039 287 756 849 0 0 1870 1585
Grp Volume(v), veh/h 241 200 215 21 0 0 0 11 15
Grp Sat Flow(s),veh/h/ln 1867 1702 1819 1605 0 0 0 1870 1585 Q Serve(g_s), s 8.1 7.3 7.4 0.0 0.0 0.0 0.0 0.3 0.5
Cycle Q Clear(g_c), s 8.1 7.3 7.4 0.6 0.0 0.0 0.0 0.3 0.5 Prop In Lane 0.03 0.16 0.52 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1130 1030 1101 523 0 0 0 524 444 V/C Ratio(X) 0.21 0.19 0.20 0.04 0.00 0.00 0.00 0.02 0.03 Avail Cap(c_a), veh/h 1130 1030 1101 523 0 0 0 524 444
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 15.1 14.8 14.8 19.7 0.0 0.0 0.0 19.6 19.6 Incr Delay (d2), s/veh 0.4 0.4 0.4 0.1 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 3.7 2.9 3.2 0.3 0.0 0.0 0.0 0.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.5 15.2 15.2 19.8 0.0 0.0 0.0 19.6 19.8 LnGrp LOS BBBBAAABB
Approach Vol, veh/h 656 21 26
Approach Delay, s/veh 15.3 19.8 19.7
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 50.0 25.0 25.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 45.4 21.0 21.0
Max Q Clear Time (g_c+I1), s 10.1 2.6 2.5
Green Ext Time (p_c), s 6.4 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
12: E 6th St & Locust Ave 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 15 1106 0 0 16 0
Future Volume (veh/h) 15 1106 0 0 16 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0
Adj Flow Rate, veh/h 16 1202 17 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 0
Cap, veh/h 76 4628 0 0
Arrive On Green 0.31 0.31 0.00 0.00
Sat Flow, veh/h 28 5084 0
Grp Volume(v), veh/h 457 761 0.0
Grp Sat Flow(s),veh/h/ln1861 1549
Q Serve(g_s), s 0.0 13.8
Cycle Q Clear(g_c), s 13.8 13.8
Prop In Lane 0.03
Lane Grp Cap(c), veh/h 1797 2908
V/C Ratio(X) 0.25 0.26
Avail Cap(c_a), veh/h 1797 2908
HCM Platoon Ratio 0.33 0.33
Upstream Filter(I) 0.90 0.90
Uniform Delay (d), s/veh 6.3 6.4
Incr Delay (d2), s/veh 0.3 0.2
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln2.0 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 6.6 6.6
LnGrp LOS A A
Approach Vol, veh/h 1218
Approach Delay, s/veh 6.6
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 75.0
Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 45.4
Max Q Clear Time (g_c+I1), s 15.8
Green Ext Time (p_c), s 13.7
Intersection Summary
HCM 6th Ctrl Delay 6.6
HCM 6th LOS A
HCM 6th AWSC
13: The Promenade & E 5th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 39 38 17 64 17 47
Future Vol, veh/h 39 38 17 64 17 47
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 42 41 18 70 18 51
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.2 7.7 7.2

HCM LOS A A A

Lane NBLn1 EBLn1WBLn1
Vol Left, % 27% 0% 21%
Vol Thru, % 0% 51% 79%
Vol Right, % 73% 49% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 64 77 81
LT Vol 17 0 17
Through Vol 0 39 64
RT Vol 47 38 0
Lane Flow Rate 70 84 88
Geometry Grp 1 1 1
Degree of Util (X) 0.074 0.089 0.102
Departure Headway (Hd) 3.839 3.827 4.162
Convergence, Y/N Yes Yes Yes
Cap 921 932 858
Service Time 1.912 1.871 2.199
HCM Lane V/C Ratio 0.076 0.09 0.103
HCM Control Delay 7.2 7.2 7.7
HCM Lane LOS A A A
HCM 95th-tile Q 0.2 0.3 0.3
HCM 6th AWSC
14: The Promenade N/The Promenade & E 4th St 08/26/2022 6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 203 1 3 157 46 0 0 0 31 0 22
Future Vol, veh/h 13 203 1 3 157 46 0 0 0 31 0 22
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 Heavy Vehicles, % 2 22222222222
Mvmt Flow 14 221 1 3 171 50 0 0 0 34 0 24
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9 8.7 0 8.2

HCM LOS A A - A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 6% 1% 58%
Vol Thru, % 100% 94% 76% 0%
Vol Right, % 0% 0% 22% 42%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 0 217 206 53
LT Vol 0 13 3 31
Through Vol 0 203 157 0
RT Vol 0 1 46 22
Lane Flow Rate 0 236 224 58
Geometry Grp 1111
Degree of Util (X) 0 0.283 0.26 0.077
Departure Headway (Hd) 5.007 4.32 4.185 4.788
Convergence, Y/N Yes Yes Yes Yes
Cap 0 837 860 749
Service Time 3.036 2.32 2.199 2.811
HCM Lane V/C Ratio 0 0.282 0.26 0.077
HCM Control Delay 8 9 8.7 8.2
HCM Lane LOS N A A A
HCM 95th-tile Q 0 1.2 1 0.2
HCM 6th Signalized Intersection Summary
15: E 3rd St & The Promenade N 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 13 404 0 28 00000
Future Volume (veh/h) 0 0 0 13 404 0 28 00000
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 14 439 0 30 00000
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 1506 3005 0 149 0 0 0 70 0
Arrive On Green 0.28 0.28 0.00 0.04 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1418 0 0 0 1870 0
Grp Volume(v), veh/h 14 439 0 30 00000
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1418 0 0 0 1870 0
Q Serve(g_s), s 0.4 7.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.4 7.0 0.0 1.6 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 1506 3005 0 149 0 0 0 70 0
V/C Ratio(X) 0.01 0.15 0.00 0.20 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 1506 3005 0 489 0 0 0 519 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 4.3 6.7 0.0 35.5 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.8 0.0 0.6 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.3 6.8 0.0 36.3 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A D AAAAA
Approach Vol, veh/h 453 30 0
Approach Delay, s/veh 6.7 36.3 0.0
Approach LOS A D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 68.0 7.0 7.0
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 45.4 * 21 * 21
Max Q Clear Time (g_c+I1), s 9.0 3.6 0.0
Green Ext Time (p_c), s 4.7 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Long Beach Blvd & E 8th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 26 22 3 12 15 27 523 35 32 402 8 Future Volume (veh/h) 20 26 22 3 12 15 27 523 35 32 402 8 Initial Q (Qb), veh 0 00000000000
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 22 28 24 3 13 16 29 568 38 35 437 9 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 22222222222
Cap, veh/h 218 59 51 200 49 60 36 2153 144 42 2280 47
Arrive On Green 0.06 0.06 0.06 0.06 0.06 0.06 0.02 0.64 0.64 0.02 0.64 0.64 Sat Flow, veh/h 1381 930 797 1352 763 939 1781 3381 226 1781 3561 73 Grp Volume(v), veh/h 22 0 52 3 0 29 29 298 308 35 218 228 Grp Sat Flow(s),veh/h/ln1381 0 1727 1352 0 1701 1781 1777 1830 1781 1777 1857 Q Serve(g_s), s 0.7 0.0 1.4 0.1 0.0 0.8 0.8 3.4 3.5 0.9 2.4 2.4 Cycle Q Clear(g_c), s 1.5 0.0 1.4 1.5 0.0 0.8 0.8 3.4 3.5 0.9 2.4 2.4 Prop In Lane 1.00 0.46 1.00 0.55 1.00 0.12 1.00 0.04
Lane Grp Cap(c), veh/h 218 0 110 200 0 108 36 1132 1165 42 1138 1189 V/C Ratio(X) 0.10 0.00 0.47 0.02 0.00 0.27 0.81 0.26 0.26 0.84 0.19 0.19 Avail Cap(c_a), veh/h 981 0 1063 946 0 1048 113 1132 1165 113 1138 1189 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 0.00 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 21.7 0.0 21.3 22.0 0.0 21.0 23.0 3.7 3.7 22.9 3.5 3.5 Incr Delay (d2), s/veh 0.1 0.0 1.2 0.0 0.0 1.0 14.6 0.6 0.6 15.0 0.4 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/ln0.2 0.0 0.5 0.0 0.0 0.3 0.4 0.8 0.9 0.5 0.6 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.8 0.0 22.5 22.0 0.0 22.0 37.6 4.3 4.3 37.9 3.8 3.8 LnGrp LOS C A C C A C D A A D A A
Approach Vol, veh/h 74 32 635 481
Approach Delay, s/veh 22.3 22.0 5.8 6.3
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.9 34.2 8.0 5.1 34.0 8.0
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 3.0 30.0 29.0 3.0 30.0 29.0 Max Q Clear Time (g_c+I1), s 2.8 4.4 3.5 2.9 5.5 3.5
Green Ext Time (p_c), s 0.0 3.9 0.1 0.0 5.5 0.2
Intersection Summary
HCM 6th Ctrl Delay 7.4
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
17: E 7th St & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 90 430 91 99 583 0 0 414 36 Future Volume (veh/h) 0 0 0 90 430 91 99 583 0 0 414 36 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 98 467 99 108 634 0 0 450 39
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 356 1021 317 136 2360 0 0 1899 847
Arrive On Green 0.20 0.20 0.20 0.15 1.00 0.00 0.00 0.53 0.53 Sat Flow, veh/h 1781 5106 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 98 467 99 108 634 0 0 450 39
Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 3.5 6.0 4.0 4.4 0.0 0.0 0.0 5.1 0.9
Cycle Q Clear(g_c), s 3.5 6.0 4.0 4.4 0.0 0.0 0.0 5.1 0.9 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 356 1021 317 136 2360 0 0 1899 847 V/C Ratio(X) 0.28 0.46 0.31 0.80 0.27 0.00 0.00 0.24 0.05 Avail Cap(c_a), veh/h 829 2376 738 143 2360 0 0 1899 847 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 25.4 26.4 25.6 31.2 0.0 0.0 0.0 9.3 8.3 Incr Delay (d2), s/veh 0.6 0.5 0.8 21.6 0.3 0.0 0.0 0.3 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 %ile BackOfQ(50%),veh/ln 1.5 2.4 1.5 2.5 0.1 0.0 0.0 1.8 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 26.9 26.4 52.8 0.3 0.0 0.0 9.6 8.4 LnGrp LOS CCCD AAAAA
Approach Vol, veh/h 664 742 489
Approach Delay, s/veh 26.7 7.9 9.5
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s9.7 45.2 20.1 54.9
Change Period (Y+Rc), s 4.0 5.1 5.1 5.1
Max Green Setting (Gmax), s 6.0 19.9 34.9 29.9
Max Q Clear Time (g_c+I1), s 6.4 7.1 8.0 2.0
Green Ext Time (p_c), s 0.0 2.9 5.8 5.6
Intersection Summary
HCM 6th Ctrl Delay 14.9
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Long Beach Blvd & E 6th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 125 910 96 0 0 0 0 476 51 114 398 0 Future Volume (veh/h) 125 910 96 0 0 0 0 476 51 114 398 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 136 989 104 0 517 55 124 433 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 621 1779 552 0 1439 642 143 1913 0
Arrive On Green 0.11 0.11 0.11 0.00 0.81 0.81 0.16 1.00 0.00 Sat Flow, veh/h 1781 5106 1585 0 3647 1585 1781 3647 0
Grp Volume(v), veh/h 136 989 104 0 517 55 124 433 0
Grp Sat Flow(s),veh/h/ln1781 1702 1585 0 1777 1585 1781 1777 0 Q Serve(g_s), s 5.2 13.7 4.5 0.0 2.9 0.5 5.1 0.0 0.0
Cycle Q Clear(g_c), s 5.2 13.7 4.5 0.0 2.9 0.5 5.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 621 1779 552 0 1439 642 143 1913 0 V/C Ratio(X) 0.22 0.56 0.19 0.00 0.36 0.09 0.87 0.23 0.00 Avail Cap(c_a), veh/h 843 2417 750 0 1439 642 143 1913 0 HCM Platoon Ratio 0.33 0.33 0.33 1.00 2.00 2.00 2.00 2.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 23.9 27.7 23.6 0.0 4.5 4.3 31.1 0.0 0.0 Incr Delay (d2), s/veh 0.2 0.4 0.2 0.0 0.7 0.3 37.9 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.2 6.2 4.1 0.0 1.0 0.2 3.5 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.2 28.1 23.8 0.0 5.2 4.6 69.0 0.3 0.0 LnGrp LOS C C C AAAEAA
Approach Vol, veh/h 1229 572 557
Approach Delay, s/veh 27.3 5.2 15.6
Approach LOS C A B
Timer - Assigned Phs 2 4 5 6
Phs Duration (G+Y+Rc), s 44.4 30.6 10.0 34.4
Change Period (Y+Rc), s 4.0 4.5 4.0 4.0
Max Green Setting (Gmax), s 31.0 35.5 6.0 21.0
Max Q Clear Time (g_c+I1), s 2.0 15.7 7.1 4.9
Green Ext Time (p_c), s 3.7 10.4 0.0 3.9
Intersection Summary
HCM 6th Ctrl Delay 19.1
HCM 6th LOS B
HCM 6th TWSC
19: E 5th St & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 86 0 0 8 0 457 49 0 483 83
Future Vol, veh/h 0 0 86 0 0 8 0 457 49 0 483 83
Conflicting Peds, #/hr 0 00000000000
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - 0 - - 0 ------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 22222222222
Mvmt Flow 0 0 93 0 0 9 0 497 53 0 525 90
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All - - 308 - - 275 - 0 0 - - 0
Stage 1 - -----------
Stage 2 - -----------
Critical Hdwy - - 6.94 - - 6.94 ------
Critical Hdwy Stg 1 - -----------
Critical Hdwy Stg 2 - -----------
Follow-up Hdwy - - 3.32 - - 3.32 ------
Pot Cap-1 Maneuver 0 0 688 0 0 722 0 - - 0 - -
Stage 1 0 0 - 0 0 - 0 - - 0 - -
Stage 2 0 0 - 0 0 - 0 - - 0 - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - - 688 - - 722 ------
Mov Cap-2 Maneuver - -----------
Stage 1 - -----------
Stage 2 - -----------
Approach EB WB NB SB
HCM Control Delay, s 11.1 10 0 0

HCM LOS B B
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBT SBR
Capacity (veh/h) - - 688 722 - -
HCM Lane V/C Ratio - - 0.136 0.012 - -
HCM Control Delay (s) - - 11.1 10 - -
HCM Lane LOS - - B B - -
HCM 95th %tile Q(veh) - - 0.5 0 - -
HCM 6th Signalized Intersection Summary
20: Long Beach Blvd & E 4th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 164 28 19 138 67 34 361 63 139 377 41 Future Volume (veh/h) 40 164 28 19 138 67 34 361 63 139 377 41 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 43 178 30 21 150 73 37 392 68 151 410 45 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, % 222222222222
Cap, veh/h 187 304 51 203 232 113 51 1676 288 143 1952 213 Arrive On Green 0.20 0.20 0.20 0.20 0.20 0.20 0.06 1.00 1.00 0.16 1.00 1.00 Sat Flow, veh/h 1158 1560 263 1174 1188 578 1781 3032 522 1781 3231 353 Grp Volume(v), veh/h 43 0 208 21 0 223 37 228 232 151 224 231 Grp Sat Flow(s),veh/h/ln 1158 0 1823 1174 0 1766 1781 1777 1776 1781 1777 1807 Q Serve(g_s), s 2.7 0.0 7.8 1.2 0.0 8.7 1.5 0.0 0.0 6.0 0.0 0.0 Cycle Q Clear(g_c), s 11.4 0.0 7.8 9.0 0.0 8.7 1.5 0.0 0.0 6.0 0.0 0.0 Prop In Lane 1.00 0.14 1.00 0.33 1.00 0.29 1.00 0.20
Lane Grp Cap(c), veh/h 187 0 356 203 0 345 51 983 982 143 1074 1092 V/C Ratio(X) 0.23 0.00 0.58 0.10 0.00 0.65 0.72 0.23 0.24 1.06 0.21 0.21 Avail Cap(c_a), veh/h 367 0 639 386 0 619 143 983 982 143 1074 1092 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 0.0 27.4 31.5 0.0 27.8 35.1 0.0 0.0 31.5 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.0 1.8 0.3 0.0 2.5 7.0 0.5 0.6 92.2 0.4 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 0.8 0.0 3.4 0.4 0.0 3.8 0.7 0.1 0.2 5.9 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.8 0.0 29.3 31.8 0.0 30.3 42.0 0.5 0.6 123.7 0.4 0.4 LnGrp LOS C A C C A C D A A F A A
Approach Vol, veh/h 251 244 497 606
Approach Delay, s/veh 30.0 30.4 3.6 31.1
Approach LOS C C A C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 49.5 19.3 10.0 45.7 19.3
Change Period (Y+Rc), s 4.0 * 4.2 * 4.7 4.0 * 4.2 * 4.7 Max Green Setting (Gmax), s 6.0 * 30 * 26 6.0 * 30 * 26 Max Q Clear Time (g_c+I1), s 3.5 2.0 11.0 8.0 2.0 13.4
Green Ext Time (p_c), s 0.0 4.1 1.4 0.0 4.2 1.2
Intersection Summary
HCM 6th Ctrl Delay 22.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
21: E 3rd St & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 8 190 72 71 381 0 0 299 128 Future Volume (veh/h) 0 0 0 8 190 72 71 381 0 0 299 128 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 9 207 78 77 414 0 0 325 139
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 474 946 422 98 2158 0 0 1773 791
Arrive On Green 0.27 0.27 0.27 0.11 1.00 0.00 0.00 1.00 1.00 Sat Flow, veh/h 1781 3554 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 9 207 78 77 414 0 0 325 139
Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 0.3 3.4 2.8 3.2 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.3 3.4 2.8 3.2 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 474 946 422 98 2158 0 0 1773 791 V/C Ratio(X) 0.02 0.22 0.18 0.79 0.19 0.00 0.00 0.18 0.18 Avail Cap(c_a), veh/h 834 1663 742 143 2158 0 0 1773 791 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.98 0.98 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 20.3 21.4 21.2 32.9 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.3 9.3 0.2 0.0 0.0 0.2 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 %ile BackOfQ(50%),veh/ln 0.1 1.4 1.1 1.5 0.1 0.0 0.0 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.3 21.6 21.5 42.2 0.2 0.0 0.0 0.3 0.5 LnGrp LOS CCCD AAAAA
Approach Vol, veh/h 294 491 464
Approach Delay, s/veh 21.6 6.8 0.3
Approach LOS C A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.1 42.0 24.9 50.1
Change Period (Y+Rc), s 4.0 4.6 * 4.9 4.6
Max Green Setting (Gmax), s 6.0 20.4 * 35 30.4
Max Q Clear Time (g_c+I1), s 5.2 2.0 5.4 2.0
Green Ext Time (p_c), s 0.0 2.4 2.4 2.9
Intersection Summary
HCM 6th Ctrl Delay 7.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
22: Long Beach Blvd & E Broadway 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 148 462 44 0 0 0 0 284 48 93 210 0 Future Volume (veh/h) 148 462 44 0 0 0 0 284 48 93 210 0 Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 161 502 48 0 309 52 101 228 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 475 874 83 0 1568 261 167 2189 0
Arrive On Green 0.09 0.09 0.09 0.00 0.51 0.51 0.10 1.00 0.00 Sat Flow, veh/h 1781 3278 313 0 3142 507 3456 3647 0
Grp Volume(v), veh/h 161 271 279 0 179 182 101 228 0
Grp Sat Flow(s),veh/h/ln1781 1777 1814 0 1777 1779 1728 1777 0 Q Serve(g_s), s 6.4 11.0 11.1 0.0 4.1 4.2 2.1 0.0 0.0
Cycle Q Clear(g_c), s 6.4 11.0 11.1 0.0 4.1 4.2 2.1 0.0 0.0 Prop In Lane 1.00 0.17 0.00 0.29 1.00 0.00
Lane Grp Cap(c), veh/h 475 474 484 0 914 915 167 2189 0 V/C Ratio(X) 0.34 0.57 0.58 0.00 0.20 0.20 0.61 0.10 0.00 Avail Cap(c_a), veh/h 841 839 856 0 914 915 230 2189 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.95 0.95 0.95 0.00 1.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 28.0 30.1 30.1 0.0 9.8 9.8 33.2 0.0 0.0 Incr Delay (d2), s/veh 0.4 1.0 1.0 0.0 0.5 0.5 1.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.8 5.3 5.4 0.0 1.6 1.6 0.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.4 31.1 31.2 0.0 10.3 10.3 34.5 0.1 0.0 LnGrp LOS C C C A B B C A A
Approach Vol, veh/h 711 361 329
Approach Delay, s/veh 30.5 10.3 10.7
Approach LOS C B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 50.4 7.6 42.8 24.6
Change Period (Y+Rc), s * 4.2 4.0 * 4.2 4.6
Max Green Setting (Gmax), s * 31 5.0 * 22 35.4
Max Q Clear Time (g_c+I1), s 2.0 4.1 6.2 13.1
Green Ext Time (p_c), s 2.1 0.0 2.5 3.9
Intersection Summary
HCM 6th Ctrl Delay 20.7
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
23: Long Beach Blvd & E 1st St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 4 12 14 5 52 6 284 28 19 242 27 Future Volume (veh/h) 16 4 12 14 5 52 6 284 28 19 242 27 Initial Q (Qb), veh 0 00000000000
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 17 4 13 15 5 57 7 309 30 21 263 29 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 22222222222
Cap, veh/h 162 14 34 212 37 106 13 2041 197 37 2262 1009 Arrive On Green 0.07 0.07 0.07 0.07 0.07 0.07 0.01 0.62 0.62 0.02 0.64 0.64 Sat Flow, veh/h 625 208 516 1080 547 1585 1781 3275 316 1781 3554 1585 Grp Volume(v), veh/h 34 0 0 20 0 57 7 167 172 21 263 29 Grp Sat Flow(s),veh/h/ln1349 0 0 1628 0 1585 1781 1777 1814 1781 1777 1585 Q Serve(g_s), s 0.8 0.0 0.0 0.0 0.0 1.6 0.2 1.8 1.8 0.5 1.3 0.3 Cycle Q Clear(g_c), s 1.3 0.0 0.0 0.5 0.0 1.6 0.2 1.8 1.8 0.5 1.3 0.3 Prop In Lane 0.50 0.38 0.75 1.00 1.00 0.17 1.00 1.00
Lane Grp Cap(c), veh/h 210 0 0 249 0 106 13 1108 1130 37 2262 1009 V/C Ratio(X) 0.16 0.00 0.00 0.08 0.00 0.54 0.53 0.15 0.15 0.57 0.12 0.03 Avail Cap(c_a), veh/h 1032 0 0 1078 0 988 238 1108 1130 238 2262 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 0.00 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 20.2 0.0 0.0 19.8 0.0 20.3 22.2 3.5 3.5 21.8 3.2 3.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.1 0.0 3.1 11.5 0.3 0.3 5.2 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/ln0.3 0.0 0.0 0.2 0.0 0.6 0.1 0.4 0.4 0.3 0.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.5 0.0 0.0 19.9 0.0 23.4 33.7 3.8 3.8 27.0 3.3 3.1 LnGrp LOS C AABACCAACAA
Approach Vol, veh/h 34 77 346 313
Approach Delay, s/veh 20.5 22.5 4.4 4.9
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.3 32.6 8.0 4.9 32.0 8.0
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 6.0 28.0 28.0 6.0 28.0 28.0 Max Q Clear Time (g_c+I1), s 2.2 3.3 3.6 2.5 3.8 3.3
Green Ext Time (p_c), s 0.0 2.5 0.2 0.0 2.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 7.1
HCM 6th LOS A
HCM Signalized Intersection Capacity Analysis
24: E Ocean Blvd & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 175 1501 941 135 118 171
Future Volume (vph) 175 1501 941 135 118 171
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Lane Util. Factor 1.00 0.91 0.91 1.00 0.97 0.91
Frt 1.00 1.00 1.00 0.85 0.94 0.85
Flt Protected 0.95 1.00 1.00 1.00 0.97 1.00
Satd. Flow (prot) 1770 5085 5085 1583 3297 1441
Flt Permitted 0.24 1.00 1.00 1.00 0.97 1.00
Satd. Flow (perm) 456 5085 5085 1583 3297 1441
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 190 1632 1023 147 128 186
RTOR Reduction (vph) 0 0 0 39 79 92
Lane Group Flow (vph) 190 1632 1023 108 135 9
Turn Type pm+pt NA NA Perm Perm Perm
Protected Phases 5 2 6
Permitted Phases 2 6 4 4
Actuated Green, G (s) 99.0 99.0 87.9 87.9 10.2 10.2
Effective Green, g (s) 99.0 99.0 87.9 87.9 10.2 10.2
Actuated g/C Ratio 0.82 0.82 0.73 0.73 0.08 0.08
Clearance Time (s) 4.0 4.6 4.6 4.6 6.2 6.2
Vehicle Extension (s) 2.0 4.0 4.0 4.0 3.0 3.0
Lane Grp Cap (vph) 453 4195 3724 1159 280 122
v/s Ratio Prot 0.02 c0.32 0.20
v/s Ratio Perm c0.32 0.07 c0.04 0.01
v/c Ratio 0.42 0.39 0.27 0.09 0.48 0.07
Uniform Delay, d1 2.5 2.7 5.4 4.6 52.4 50.5
Progression Factor 2.20 0.39 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.2 0.2 0.2 1.3 0.2
Delay (s) 5.6 1.3 5.6 4.8 53.7 50.8
Level of Service AAAADD
Approach Delay (s) 1.8 5.5 52.8
Approach LOS A A D
Intersection Summary
HCM 2000 Control Delay 7.9 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.44
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 14.8 Intersection Capacity Utilization 45.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

T R A F F I C I M P A C T AN A L Y S I S
OC T O B E R 2022

MO S A I C P R O J E C T

L O N G BE A C H, C A L I F O R N I A
P:\LBL2201\Traffic\doc\TIA2.docx «10/04/22»

APPENDIX H

EXISTING AND EXISTING PLUS PROJECT QUEUING WORKSHEETS
Queues
2: Pine Ave & W 7th St/E 7th St 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group WBT NBL NBT SBT
Lane Group Flow (vph) 1019 37 37 63
v/c Ratio 0.37 0.08 0.06 0.10
Control Delay 4.3 14.6 14.1 12.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 4.3 14.6 14.1 12.6
Queue Length 50th (ft) 5 15 15 13
Queue Length 95th (ft) 80 40 39 37
Internal Link Dist (ft) 163 355 349
Turn Bay Length (ft) 80
Base Capacity (vph) 2719 458 640 625
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.37 0.08 0.06 0.10
Intersection Summary
Queues
3: Pine Ave & W 6th St/E 6th St 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 597 59 26 65
v/c Ratio 0.22 0.09 0.06 0.10
Control Delay 8.5 20.3 24.1 23.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 8.5 20.3 24.1 23.6
Queue Length 50th (ft) 45 20 8 21
Queue Length 95th (ft) 63 52 m27 53
Internal Link Dist (ft) 120 361 355
Turn Bay Length (ft) 80
Base Capacity (vph) 2754 634 464 645
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.22 0.09 0.06 0.10
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
17: E 7th St & Long Beach Blvd 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 100 873 63 127 360 345 70
v/c Ratio 0.16 0.50 0.10 0.58 0.20 0.28 0.12
Control Delay 15.6 19.8 2.0 49.5 12.0 20.5 4.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 15.6 19.8 2.0 49.5 12.0 20.5 4.3
Queue Length 50th (ft) 32 116 0 65 50 63 0
Queue Length 95th (ft) 51 120 12 #164 72 104 21
Internal Link Dist (ft) 202 359 353
Turn Bay Length (ft) 180 80
Base Capacity (vph) 823 2366 784 218 1842 1216 602
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.37 0.08 0.58 0.20 0.28 0.12
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
18: Long Beach Blvd & E 6th St 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 95 428 54 338 37 96 353
v/c Ratio 0.25 0.39 0.13 0.18 0.04 0.47 0.15
Control Delay 32.1 34.2 9.5 12.3 3.0 50.3 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.1 34.2 9.5 12.3 3.0 50.3 4.4
Queue Length 50th (ft) 48 79 0 46 1 49 19
Queue Length 95th (ft) 63 75 9 80 9 97 27
Internal Link Dist (ft) 419 445 359
Turn Bay Length (ft) 80 100
Base Capacity (vph) 837 2406 787 1854 867 208 2365
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.11 0.18 0.07 0.18 0.04 0.46 0.15
Intersection Summary
Queues
20: Long Beach Blvd & E 4th St 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 27 85 32 194 13 232 68 327
v/c Ratio 0.18 0.27 0.15 0.59 0.11 0.11 0.40 0.14
Control Delay 27.8 24.0 26.4 28.1 47.8 3.7 36.9 9.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.8 24.0 26.4 28.1 47.8 3.7 36.9 9.3
Queue Length 50th (ft) 11 29 13 62 7 5 34 13
Queue Length 95th (ft) 30 61 33 115 25 50 73 77
Internal Link Dist (ft) 273 146 369 272
Turn Bay Length (ft) 40 80 145 100
Base Capacity (vph) 319 645 458 645 142 2068 177 2407
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.08 0.13 0.07 0.30 0.09 0.11 0.38 0.14 Intersection Summary
Queues
21: E 3rd St & Long Beach Blvd 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 17 305 41 61 208 211 117
v/c Ratio 0.04 0.32 0.09 0.37 0.10 0.12 0.14
Control Delay 20.8 23.2 1.9 36.0 5.1 10.7 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.8 23.2 1.9 36.0 5.1 10.7 4.7
Queue Length 50th (ft) 6 60 0 24 13 43 0
Queue Length 95th (ft) 20 93 8 60 21 25 0
Internal Link Dist (ft) 184 349 369
Turn Bay Length (ft) 160 140
Base Capacity (vph) 828 1656 783 174 2146 1798 862
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.02 0.18 0.05 0.35 0.10 0.12 0.14
Intersection Summary
Queues
22: Long Beach Blvd & E Broadway 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 65 221 189 34 216
v/c Ratio 0.14 0.23 0.10 0.14 0.10
Control Delay 13.4 7.7 8.5 51.2 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.4 7.7 8.5 51.2 2.1
Queue Length 50th (ft) 12 4 15 9 5
Queue Length 95th (ft) 26 7 40 23 8
Internal Link Dist (ft) 823 349 349
Turn Bay Length (ft) 70 100
Base Capacity (vph) 835 1631 1979 248 2180
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.08 0.14 0.10 0.14 0.10
Intersection Summary
Queues
24: E Ocean Blvd & Long Beach Blvd 08/26/2022
1 - Existing AM Mosaic Project 8:31 pm 08/14/2022 Synchro 11 Report

Lane Group EBL EBT WBT WBR SBL SBR
Lane Group Flow (vph) 87 492 1699 92 143 78
v/c Ratio 0.35 0.11 0.44 0.07 0.49 0.46
Control Delay 11.6 1.7 5.6 1.4 30.8 20.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 11.6 1.7 5.6 1.4 30.8 20.3
Queue Length 50th (ft) 7 16 142 2 24 0
Queue Length 95th (ft) 36 25 196 16 56 52
Internal Link Dist (ft) 840 283 379
Turn Bay Length (ft) 175 130
Base Capacity (vph) 383 4284 3882 1227 1233 575
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.23 0.11 0.44 0.07 0.12 0.14
Intersection Summary
Queues
2: Pine Ave & W 7th St/E 7th St 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group WBT NBL NBT SBT
Lane Group Flow (vph) 613 35 85 109
v/c Ratio 0.23 0.08 0.13 0.17
Control Delay 3.1 24.1 24.3 15.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.1 24.1 24.3 15.3
Queue Length 50th (ft) 13 14 34 29
Queue Length 95th (ft) 15 m37 73 63
Internal Link Dist (ft) 163 355 349
Turn Bay Length (ft) 80
Base Capacity (vph) 2719 440 640 635
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.23 0.08 0.13 0.17
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
3: Pine Ave & W 6th St/E 6th St 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 1215 177 23 104
v/c Ratio 0.44 0.27 0.06 0.16
Control Delay 10.6 20.5 11.4 12.0
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 10.6 20.5 11.4 12.0
Queue Length 50th (ft) 112 44 7 31
Queue Length 95th (ft) 143 84 23 66
Internal Link Dist (ft) 120 361 355
Turn Bay Length (ft) 80
Base Capacity (vph) 2765 644 395 645
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.44 0.27 0.06 0.16
Intersection Summary
Queues
17: E 7th St & Long Beach Blvd 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 82 467 99 108 629 448 39
v/c Ratio 0.20 0.40 0.23 0.49 0.28 0.28 0.05
Control Delay 23.7 25.2 6.4 37.9 12.0 14.4 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 23.7 25.2 6.4 37.9 12.0 14.4 0.5
Queue Length 50th (ft) 32 69 0 55 86 63 0
Queue Length 95th (ft) 60 87 32 102 146 117 3
Internal Link Dist (ft) 202 359 353
Turn Bay Length (ft) 180 80
Base Capacity (vph) 823 2366 789 223 2248 1614 770
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.10 0.20 0.13 0.48 0.28 0.28 0.05
Intersection Summary
Queues
18: Long Beach Blvd & E 6th St 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 132 962 93 517 55 124 414
v/c Ratio 0.20 0.50 0.14 0.43 0.09 0.64 0.23
Control Delay 17.5 23.4 4.5 16.3 1.5 57.0 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 17.5 23.4 4.5 16.3 1.5 57.0 5.8
Queue Length 50th (ft) 39 102 0 92 0 32 21
Queue Length 95th (ft) 45 83 14 67 4 #160 31
Internal Link Dist (ft) 419 445 359
Turn Bay Length (ft) 80 100
Base Capacity (vph) 837 2406 798 1214 595 194 1792
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.16 0.40 0.12 0.43 0.09 0.64 0.23
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
20: Long Beach Blvd & E 4th St 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 43 215 21 219 24 460 139 396
v/c Ratio 0.26 0.60 0.13 0.60 0.18 0.27 0.51 0.18
Control Delay 28.2 32.5 24.6 29.1 47.9 10.5 33.6 11.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.2 32.5 24.6 29.1 47.9 10.5 33.6 11.6
Queue Length 50th (ft) 17 87 8 78 12 16 67 25
Queue Length 95th (ft) 41 138 24 130 37 145 126 103
Internal Link Dist (ft) 273 146 369 272
Turn Bay Length (ft) 40 80 145 100
Base Capacity (vph) 300 647 306 644 147 1684 275 2216
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.14 0.33 0.07 0.34 0.16 0.27 0.51 0.18 Intersection Summary
Queues
21: E 3rd St & Long Beach Blvd 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 9 207 76 77 403 314 97
v/c Ratio 0.02 0.22 0.16 0.42 0.19 0.19 0.12
Control Delay 20.5 22.2 6.2 37.9 6.3 14.4 4.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.5 22.2 6.2 37.9 6.3 14.4 4.7
Queue Length 50th (ft) 3 39 0 34 24 74 0
Queue Length 95th (ft) 14 66 28 68 63 40 0
Internal Link Dist (ft) 184 349 369
Turn Bay Length (ft) 160 140
Base Capacity (vph) 828 1656 783 189 2146 1673 799
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.01 0.13 0.10 0.41 0.19 0.19 0.12
Intersection Summary
Queues
22: Long Beach Blvd & E Broadway 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 154 550 356 98 221
v/c Ratio 0.31 0.55 0.21 0.33 0.10
Control Delay 15.4 15.9 12.1 54.6 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 15.4 15.9 12.1 54.6 0.9
Queue Length 50th (ft) 36 65 44 26 1
Queue Length 95th (ft) 54 76 84 36 2
Internal Link Dist (ft) 823 349 349
Turn Bay Length (ft) 70 100
Base Capacity (vph) 835 1658 1680 302 2119
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.18 0.33 0.21 0.32 0.10
Intersection Summary
Queues
24: E Ocean Blvd & Long Beach Blvd 08/26/2022
2 - Existing PM Mosaic Project 11:30 pm 08/23/2022 Synchro 11 Report

Lane Group EBL EBT WBT WBR SBL SBR
Lane Group Flow (vph) 190 1632 1023 142 208 99
v/c Ratio 0.42 0.39 0.27 0.12 0.59 0.47
Control Delay 7.3 1.3 5.8 1.2 37.2 17.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.3 1.3 5.8 1.2 37.2 17.4
Queue Length 50th (ft) 8 27 83 0 46 0
Queue Length 95th (ft) 54 26 123 19 84 57
Internal Link Dist (ft) 840 283 379
Turn Bay Length (ft) 175 130
Base Capacity (vph) 554 4206 3737 1200 1256 588
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.34 0.39 0.27 0.12 0.17 0.17
Intersection Summary
Queues
2: Pine Ave & W 7th St/E 7th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group WBT NBL NBT SBT
Lane Group Flow (vph) 1019 62 43 72
v/c Ratio 0.37 0.14 0.07 0.11
Control Delay 4.3 12.8 11.6 13.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 4.3 12.8 11.6 13.3
Queue Length 50th (ft) 5 24 16 15
Queue Length 95th (ft) 80 58 33 42
Internal Link Dist (ft) 163 355 349
Turn Bay Length (ft) 80
Base Capacity (vph) 2719 455 640 628
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.37 0.14 0.07 0.11
Intersection Summary
Queues
3: Pine Ave & W 6th St/E 6th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 661 90 35 65
v/c Ratio 0.24 0.14 0.08 0.10
Control Delay 8.8 19.1 25.5 25.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 8.8 19.1 25.5 25.4
Queue Length 50th (ft) 51 30 12 22
Queue Length 95th (ft) 71 66 35 55
Internal Link Dist (ft) 120 361 355
Turn Bay Length (ft) 80
Base Capacity (vph) 2755 640 451 645
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.24 0.14 0.08 0.10
Intersection Summary
Queues
17: E 7th St & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 141 873 63 127 366 354 70
v/c Ratio 0.23 0.49 0.10 0.59 0.20 0.29 0.12
Control Delay 16.5 19.6 2.0 49.6 13.3 20.6 4.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.5 19.6 2.0 49.6 13.3 20.6 4.3
Queue Length 50th (ft) 46 116 0 65 52 64 0
Queue Length 95th (ft) 68 120 12 #161 86 107 21
Internal Link Dist (ft) 202 359 353
Turn Bay Length (ft) 180 80
Base Capacity (vph) 823 2366 784 215 1827 1208 599
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.17 0.37 0.08 0.59 0.20 0.29 0.12
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
18: Long Beach Blvd & E 6th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 101 460 77 338 37 96 404
v/c Ratio 0.25 0.40 0.18 0.19 0.04 0.47 0.17
Control Delay 29.2 31.8 10.4 12.5 2.8 49.3 5.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.2 31.8 10.4 12.5 2.8 49.3 5.8
Queue Length 50th (ft) 51 85 0 49 1 49 28
Queue Length 95th (ft) 61 72 10 79 9 96 40
Internal Link Dist (ft) 419 445 359
Turn Bay Length (ft) 80 100
Base Capacity (vph) 837 2406 789 1827 856 208 2338
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.19 0.10 0.19 0.04 0.46 0.17
Intersection Summary
Queues
20: Long Beach Blvd & E 4th St 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 27 85 32 206 45 232 78 381
v/c Ratio 0.18 0.26 0.14 0.60 0.30 0.11 0.43 0.18
Control Delay 27.2 23.3 25.7 29.3 48.4 4.2 39.0 10.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 27.2 23.3 25.7 29.3 48.4 4.2 39.0 10.7
Queue Length 50th (ft) 11 28 13 70 23 6 38 25
Queue Length 95th (ft) 30 60 32 123 52 53 82 81
Internal Link Dist (ft) 273 146 369 272
Turn Bay Length (ft) 40 80 145 100
Base Capacity (vph) 306 645 458 645 160 2021 187 2161
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.09 0.13 0.07 0.32 0.28 0.11 0.42 0.18 Intersection Summary
Queues
21: E 3rd St & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 17 305 47 61 234 225 154
v/c Ratio 0.04 0.32 0.10 0.37 0.11 0.13 0.17
Control Delay 20.8 23.2 2.6 34.6 5.1 8.8 2.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.8 23.2 2.6 34.6 5.1 8.8 2.8
Queue Length 50th (ft) 6 60 0 24 14 31 0
Queue Length 95th (ft) 20 93 11 56 22 23 0
Internal Link Dist (ft) 184 349 369
Turn Bay Length (ft) 160 140
Base Capacity (vph) 828 1656 783 174 2146 1798 880
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.02 0.18 0.06 0.35 0.11 0.13 0.17
Intersection Summary
Queues
22: Long Beach Blvd & E Broadway 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 79 221 201 38 226
v/c Ratio 0.17 0.23 0.11 0.16 0.10
Control Delay 13.5 7.5 9.5 49.1 2.0
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 13.5 7.5 9.5 49.1 2.0
Queue Length 50th (ft) 15 4 24 10 5
Queue Length 95th (ft) 29 8 42 25 8
Internal Link Dist (ft) 823 349 349
Turn Bay Length (ft) 70 100
Base Capacity (vph) 835 1631 1892 250 2180
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.09 0.14 0.11 0.15 0.10
Intersection Summary
Queues
24: E Ocean Blvd & Long Beach Blvd 08/26/2022
5 - Existing Plus Project AM Mosaic Project 9:05 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT WBT WBR SBL SBR
Lane Group Flow (vph) 90 492 1699 101 151 80
v/c Ratio 0.36 0.12 0.44 0.08 0.51 0.46
Control Delay 12.2 1.7 5.8 1.4 31.7 20.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 12.2 1.7 5.8 1.4 31.7 20.0
Queue Length 50th (ft) 8 16 144 2 27 0
Queue Length 95th (ft) 38 26 201 17 60 53
Internal Link Dist (ft) 840 283 379
Turn Bay Length (ft) 175 130
Base Capacity (vph) 383 4275 3868 1224 1237 576
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.23 0.12 0.44 0.08 0.12 0.14
Intersection Summary
Queues
2: Pine Ave & W 7th St/E 7th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group WBT NBL NBT SBT
Lane Group Flow (vph) 613 48 92 113
v/c Ratio 0.23 0.11 0.14 0.18
Control Delay 3.1 25.6 25.8 15.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 3.1 25.6 25.8 15.5
Queue Length 50th (ft) 13 20 39 30
Queue Length 95th (ft) 15 m50 80 65
Internal Link Dist (ft) 163 355 349
Turn Bay Length (ft) 80
Base Capacity (vph) 2719 438 640 635
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.23 0.11 0.14 0.18
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

Queues
3: Pine Ave & W 6th St/E 6th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 1240 198 27 104
v/c Ratio 0.45 0.31 0.07 0.16
Control Delay 10.7 21.6 11.6 12.1
Queue Delay 0.0 0.0 0.0 0.0
Total Delay 10.7 21.6 11.6 12.1
Queue Length 50th (ft) 115 53 8 32
Queue Length 95th (ft) 146 100 25 67
Internal Link Dist (ft) 120 361 355
Turn Bay Length (ft) 80
Base Capacity (vph) 2765 642 376 645
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.45 0.31 0.07 0.16
Intersection Summary
Queues
17: E 7th St & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 98 467 99 108 634 450 39
v/c Ratio 0.24 0.40 0.23 0.49 0.28 0.28 0.05
Control Delay 24.4 25.2 6.4 37.8 12.3 14.5 0.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 24.4 25.2 6.4 37.8 12.3 14.5 0.5
Queue Length 50th (ft) 38 69 0 55 98 63 0
Queue Length 95th (ft) 69 87 32 101 147 117 3
Internal Link Dist (ft) 202 359 353
Turn Bay Length (ft) 180 80
Base Capacity (vph) 823 2366 789 223 2248 1614 770
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.12 0.20 0.13 0.48 0.28 0.28 0.05
Intersection Summary
Queues
18: Long Beach Blvd & E 6th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT EBR NBT NBR SBL SBT
Lane Group Flow (vph) 136 989 104 517 55 124 433
v/c Ratio 0.20 0.50 0.15 0.44 0.09 0.66 0.25
Control Delay 16.2 21.8 3.8 16.5 1.5 57.8 6.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 16.2 21.8 3.8 16.5 1.5 57.8 6.8
Queue Length 50th (ft) 36 95 0 103 0 32 25
Queue Length 95th (ft) 47 87 16 67 4 #163 35
Internal Link Dist (ft) 419 445 359
Turn Bay Length (ft) 80 100
Base Capacity (vph) 837 2406 804 1183 582 189 1751
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.16 0.41 0.13 0.44 0.09 0.66 0.25
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Queues
20: Long Beach Blvd & E 4th St 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 43 208 21 223 37 460 151 455
v/c Ratio 0.28 0.59 0.12 0.62 0.26 0.28 0.50 0.21
Control Delay 28.9 32.5 24.7 30.2 49.2 10.8 33.4 11.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.9 32.5 24.7 30.2 49.2 10.8 33.4 11.7
Queue Length 50th (ft) 17 84 8 80 19 17 73 41
Queue Length 95th (ft) 41 134 24 134 49 144 133 112
Internal Link Dist (ft) 273 146 369 272
Turn Bay Length (ft) 40 80 145 100
Base Capacity (vph) 292 646 315 644 155 1641 301 2119
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.32 0.07 0.35 0.24 0.28 0.50 0.21 Intersection Summary
Queues
21: E 3rd St & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group WBL WBT WBR NBL NBT SBT SBR
Lane Group Flow (vph) 9 207 78 77 414 325 139
v/c Ratio 0.02 0.22 0.16 0.42 0.19 0.19 0.17
Control Delay 20.5 22.2 6.3 37.9 6.4 13.3 3.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.5 22.2 6.3 37.9 6.4 13.3 3.8
Queue Length 50th (ft) 3 39 0 33 25 47 0
Queue Length 95th (ft) 14 66 29 69 66 40 1
Internal Link Dist (ft) 184 349 369
Turn Bay Length (ft) 160 140
Base Capacity (vph) 828 1656 783 189 2146 1673 821
Starvation Cap Reductn 0000000
Spillback Cap Reductn 0000000
Storage Cap Reductn 0000000
Reduced v/c Ratio 0.01 0.13 0.10 0.41 0.19 0.19 0.17
Intersection Summary
Queues
22: Long Beach Blvd & E Broadway 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT NBT SBL SBT
Lane Group Flow (vph) 161 550 361 101 228
v/c Ratio 0.32 0.55 0.22 0.33 0.11
Control Delay 15.5 15.9 12.2 54.2 0.9
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 15.5 15.9 12.2 54.2 0.9
Queue Length 50th (ft) 38 64 45 27 1
Queue Length 95th (ft) 56 75 86 36 2
Internal Link Dist (ft) 823 349 349
Turn Bay Length (ft) 70 100
Base Capacity (vph) 835 1658 1676 304 2119
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.19 0.33 0.22 0.33 0.11
Intersection Summary
Queues
24: E Ocean Blvd & Long Beach Blvd 08/26/2022
6 - Existing Plus Project PM Mosaic Project 9:17 am 08/24/2022 Synchro 11 Report

Lane Group EBL EBT WBT WBR SBL SBR
Lane Group Flow (vph) 190 1632 1023 147 214 100
v/c Ratio 0.42 0.39 0.27 0.12 0.60 0.47
Control Delay 7.3 1.4 5.9 1.2 38.0 17.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 7.3 1.4 5.9 1.2 38.0 17.0
Queue Length 50th (ft) 8 27 84 0 49 0
Queue Length 95th (ft) 54 27 125 20 86 57
Internal Link Dist (ft) 840 283 379
Turn Bay Length (ft) 175 130
Base Capacity (vph) 553 4195 3725 1199 1258 589
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.34 0.39 0.27 0.12 0.17 0.17
Intersection Summary

T R A F F I C I M P A C T AN A L Y S I S
OC T O B E R 2022

MO S A I C P R O J E C T

L O N G BE A C H, C A L I F O R N I A
P:\LBL2201\Traffic\doc\TIA2.docx «10/04/22»

APPENDIX I
OPENING YEAR (2027) PLUS PROJECT LOS WORKSHEETS
HCM 6th Signalized Intersection Summary
1: Pine Ave & W 8th St/E 8th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 34 7 0 37 10 4 81 6 8 97 9
Future Volume (veh/h) 0 34 7 0 37 10 4 81 6 8 97 9
Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 37 8 0 40 11 4 88 7 9 105 10
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, % 022022222222
Cap, veh/h 0 815 176 0 772 212 480 588 47 497 578 55
Arrive On Green 0.00 0.55 0.55 0.00 0.55 0.55 0.34 0.34 0.34 0.34 0.34 0.34 Sat Flow, veh/h 0 1490 322 0 1412 388 1277 1710 136 1301 1681 160 Grp Volume(v), veh/h 0 0 45 0 0 51 4 0 95 9 0 115
Grp Sat Flow(s),veh/h/ln 0 0 1812 0 0 1800 1277 0 1846 1301 0 1842 Q Serve(g_s), s 0.0 0.0 0.9 0.0 0.0 1.0 0.2 0.0 2.7 0.4 0.0 3.3 Cycle Q Clear(g_c), s 0.0 0.0 0.9 0.0 0.0 1.0 3.4 0.0 2.7 3.0 0.0 3.3 Prop In Lane 0.00 0.18 0.00 0.22 1.00 0.07 1.00 0.09
Lane Grp Cap(c), veh/h 0 0 991 0 0 984 480 0 635 497 0 633 V/C Ratio(X) 0.00 0.00 0.05 0.00 0.00 0.05 0.01 0.00 0.15 0.02 0.00 0.18 Avail Cap(c_a), veh/h 0 0 991 0 0 984 480 0 635 497 0 633 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 7.9 0.0 0.0 7.9 18.4 0.0 17.0 18.1 0.0 17.2 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.5 0.1 0.0 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 0.0 0.0 0.3 0.0 0.0 0.4 0.1 0.0 1.2 0.1 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 8.0 0.0 0.0 8.0 18.4 0.0 17.5 18.1 0.0 17.8 LnGrp LOS AAAAAABABBAB
Approach Vol, veh/h 45 51 99 124
Approach Delay, s/veh 8.0 8.0 17.5 17.9
Approach LOS AABB
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 45.0 30.0 45.0 30.0
Change Period (Y+Rc), s 4.0 * 4.2 4.0 * 4.2
Max Green Setting (Gmax), s 41.0 * 26 41.0 * 26
Max Q Clear Time (g_c+I1), s 2.9 5.3 3.0 5.4
Green Ext Time (p_c), s 0.3 0.4 0.4 0.3
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
2: Pine Ave & W 7th St/E 7th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 19 922 64 78 65 0 0 81 35
Future Volume (veh/h) 0 0 0 19 922 64 78 65 0 0 81 35
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 21 1002 70 85 71 0 0 88 38
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 52 2651 191 468 643 0 0 426 184
Arrive On Green 0.54 0.54 0.54 0.34 0.34 0.00 0.00 0.34 0.34 Sat Flow, veh/h 97 4921 355 1265 1870 0 0 1239 535
Grp Volume(v), veh/h 403 334 356 85 71 0 0 0 126
Grp Sat Flow(s),veh/h/ln 1865 1702 1806 1265 1870 0 0 0 1774 Q Serve(g_s), s 9.5 8.5 8.5 3.8 1.9 0.0 0.0 0.0 3.8
Cycle Q Clear(g_c), s 9.5 8.5 8.5 7.6 1.9 0.0 0.0 0.0 3.8 Prop In Lane 0.05 0.20 1.00 0.00 0.00 0.30
Lane Grp Cap(c), veh/h 1005 917 973 468 643 0 0 0 610
V/C Ratio(X) 0.40 0.36 0.37 0.18 0.11 0.00 0.00 0.00 0.21 Avail Cap(c_a), veh/h 1005 917 973 468 643 0 0 0 610
HCM Platoon Ratio 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 0.99 0.99 0.00 0.00 0.00 0.99 Uniform Delay (d), s/veh 10.2 9.9 9.9 20.0 16.8 0.0 0.0 0.0 17.4 Incr Delay (d2), s/veh 1.2 1.1 1.1 0.8 0.3 0.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 3.8 3.1 3.3 1.2 0.9 0.0 0.0 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.4 11.1 11.0 20.9 17.1 0.0 0.0 0.0 18.1 LnGrp LOS B B B C BAAAB
Approach Vol, veh/h 1093 156 126
Approach Delay, s/veh 11.2 19.2 18.1
Approach LOS B B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 40.4 * 26 * 26
Max Q Clear Time (g_c+I1), s 11.5 9.6 5.8
Green Ext Time (p_c), s 11.4 0.6 0.7
Intersection Summary
HCM 6th Ctrl Delay 12.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
3: Pine Ave & W 6th St/E 6th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 566 96 0 0 0 0 97 12 32 95 0
Future Volume (veh/h) 40 566 96 0 0 0 0 97 12 32 95 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 43 615 104 0 105 13 35 103 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 154 2336 405 0 566 70 463 648 0
Arrive On Green 0.55 0.55 0.55 0.00 0.11 0.11 0.11 0.11 0.00 Sat Flow, veh/h 283 4273 740 0 1632 202 1274 1870 0
Grp Volume(v), veh/h 283 235 244 0 0 118 35 103 0
Grp Sat Flow(s),veh/h/ln1856 1702 1737 0 0 1834 1274 1870 0 Q Serve(g_s), s 6.1 5.5 5.6 0.0 0.0 4.4 1.9 3.7 0.0
Cycle Q Clear(g_c), s 6.1 5.5 5.6 0.0 0.0 4.4 6.2 3.7 0.0 Prop In Lane 0.15 0.43 0.00 0.11 1.00 0.00
Lane Grp Cap(c), veh/h 1015 930 950 0 0 636 463 648 0
V/C Ratio(X) 0.28 0.25 0.26 0.00 0.00 0.19 0.08 0.16 0.00 Avail Cap(c_a), veh/h 1015 930 950 0 0 636 463 648 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 0.33 0.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 1.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 9.1 8.9 9.0 0.0 0.0 23.6 26.5 23.3 0.0 Incr Delay (d2), s/veh 0.7 0.7 0.7 0.0 0.0 0.6 0.3 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 2.0 2.0 0.0 0.0 2.0 0.6 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.8 9.6 9.6 0.0 0.0 24.3 26.8 23.9 0.0 LnGrp LOS A A A A A C C C A
Approach Vol, veh/h 762 118 138
Approach Delay, s/veh 9.7 24.3 24.6
Approach LOS A C C
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.0 4.0 4.0
Max Green Setting (Gmax), s 41.0 26.0 26.0
Max Q Clear Time (g_c+I1), s 8.1 8.2 6.4
Green Ext Time (p_c), s 7.7 0.6 0.6
Intersection Summary
HCM 6th Ctrl Delay 13.4
HCM 6th LOS B
HCM Signalized Intersection Capacity Analysis
4: Pine Ave & W 5th St/E 5th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 3 24 8 1 19 50 1 54 3 24 150 20
Future Volume (vph) 3 24 8 1 19 50 1 54 3 24 150 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 0.97 1.00 0.97 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 1.00 0.98 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.98
Flt Protected 0.99 1.00 1.00 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1852 1539 1858 1539 1746 1846 1740 1821 Flt Permitted 0.99 1.00 1.00 1.00 0.58 1.00 0.72 1.00
Satd. Flow (perm) 1844 1539 1856 1539 1064 1846 1313 1821 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 3 26 9 1 21 54 1 59 3 26 163 22
RTOR Reduction (vph) 0 0 4 0 0 21 0 2 0 0 7 0
Lane Group Flow (vph) 0 29 5 0 22 33 1 60 0 26 178 0
Confl. Peds. (#/hr) 10 10 10 10 10 10 10 10
Turn Type Perm NA Perm Perm NA Perm Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2 2 6 6 8 4
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 1126 939 1133 939 295 511 364 505
v/s Ratio Prot 0.03 c0.10
v/s Ratio Perm 0.02 0.00 0.01 c0.02 0.00 0.02
v/c Ratio 0.03 0.01 0.02 0.04 0.00 0.12 0.07 0.35
Uniform Delay, d1 5.8 5.7 5.8 5.8 19.6 20.2 20.0 21.7
Progression Factor 1.00 1.00 1.00 1.00 0.54 0.53 0.83 0.81 Incremental Delay, d2 0.0 0.0 0.0 0.0 0.0 0.5 0.4 1.9
Delay (s) 5.8 5.7 5.8 5.8 10.7 11.1 16.9 19.5
Level of Service A A AABB BB
Approach Delay (s) 5.8 5.8 11.1 19.2
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay 13.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 43.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM Signalized Intersection Capacity Analysis
5: Pine Ave & W 4th St/E 4th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 2 140 18 16 125 18 8 45 40 18 84 56 Future Volume (vph) 2 140 18 16 125 18 8 45 40 18 84 56 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 0.98 1.00 0.93 1.00 0.94
Flt Protected 0.95 1.00 0.95 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1770 1830 1770 1827 1770 1732 1770 1751 Flt Permitted 0.66 1.00 0.65 1.00 0.64 1.00 0.70 1.00
Satd. Flow (perm) 1226 1830 1208 1827 1183 1732 1299 1751 Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 2 152 20 17 136 20 9 49 43 20 91 61
RTOR Reduction (vph) 0 3 0 0 4 0 0 31 0 0 33 0
Lane Group Flow (vph) 2 169 0 17 152 0 9 61 0 20 119 0
Turn Type Perm NA Perm NA Perm NA Perm NA
Protected Phases 2684
Permitted Phases 2684
Actuated Green, G (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Effective Green, g (s) 45.8 45.8 45.8 45.8 20.8 20.8 20.8 20.8 Actuated g/C Ratio 0.61 0.61 0.61 0.61 0.28 0.28 0.28 0.28 Clearance Time (s) 4.2 4.2 4.2 4.2 4.2 4.2 4.2 4.2
Vehicle Extension (s) 3.0 3.0 3.0 3.0 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 748 1117 737 1115 328 480 360 485
v/s Ratio Prot c0.09 0.08 0.04 c0.07
v/s Ratio Perm 0.00 0.01 0.01 0.02
v/c Ratio 0.00 0.15 0.02 0.14 0.03 0.13 0.06 0.25
Uniform Delay, d1 5.7 6.3 5.8 6.2 19.7 20.3 19.9 21.0
Progression Factor 1.00 1.00 1.00 1.00 1.82 2.29 0.64 0.48 Incremental Delay, d2 0.0 0.3 0.0 0.1 0.2 0.5 0.3 1.2
Delay (s) 5.7 6.5 5.8 6.3 36.1 47.1 13.0 11.2
Level of Service A A A A D D B B
Approach Delay (s) 6.5 6.2 46.1 11.4
Approach LOS A A D B
Intersection Summary
HCM 2000 Control Delay 14.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.19
Actuated Cycle Length (s) 75.0 Sum of lost time (s) 12.4 Intersection Capacity Utilization 37.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
6: Pine Ave & W 3rd St/E 3rd St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 71 650 33 19 59 0 0 90 30
Future Volume (veh/h) 0 0 0 71 650 33 19 59 0 0 90 30
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 77 707 36 21 64 0 0 98 33
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 960 1853 94 487 648 0 0 648 549
Arrive On Green 0.18 0.18 0.18 0.35 0.35 0.00 0.00 0.35 0.35 Sat Flow, veh/h 1781 3441 175 1259 1870 0 0 1870 1585
Grp Volume(v), veh/h 77 365 378 21 64 0 0 98 33
Grp Sat Flow(s),veh/h/ln 1781 1777 1839 1259 1870 0 0 1870 1585 Q Serve(g_s), s 2.7 13.6 13.6 0.9 1.7 0.0 0.0 2.7 1.0
Cycle Q Clear(g_c), s 2.7 13.6 13.6 3.6 1.7 0.0 0.0 2.7 1.0 Prop In Lane 1.00 0.10 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 960 957 991 487 648 0 0 648 549
V/C Ratio(X) 0.08 0.38 0.38 0.04 0.10 0.00 0.00 0.15 0.06 Avail Cap(c_a), veh/h 960 957 991 487 648 0 0 648 549
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 0.99 0.99 0.00 0.00 0.97 0.97 Uniform Delay (d), s/veh 15.3 19.8 19.8 18.1 16.6 0.0 0.0 16.9 16.3 Incr Delay (d2), s/veh 0.2 1.1 1.1 0.2 0.3 0.0 0.0 0.5 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 %ile BackOfQ(50%),veh/ln 1.0 6.6 6.9 0.3 0.8 0.0 0.0 1.2 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.5 20.9 20.9 18.3 16.9 0.0 0.0 17.4 16.5 LnGrp LOS B C C BBAABB
Approach Vol, veh/h 820 85 131
Approach Delay, s/veh 20.4 17.2 17.2
Approach LOS C B B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 45.0 30.0 30.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 40.4 26.0 26.0
Max Q Clear Time (g_c+I1), s 15.6 5.6 4.7
Green Ext Time (p_c), s 7.4 0.4 0.7
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
7: Pine Ave & W Broadway/E Broadway 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 421 26 0 0 0 0 54 71 69 92 0
Future Volume (veh/h) 27 421 26 0 0 0 0 54 71 69 92 0
Initial Q (Qb), veh 0 0 0 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 29 458 28 0 59 77 75 100 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022220
Cap, veh/h 817 1561 95 0 228 298 522 798 0
Arrive On Green 0.46 0.46 0.46 0.00 0.31 0.31 0.08 0.57 0.00 Sat Flow, veh/h 1781 3402 207 0 736 961 1781 1870 0
Grp Volume(v), veh/h 29 239 247 0 0 136 75 100 0
Grp Sat Flow(s),veh/h/ln1781 1777 1833 0 0 1697 1781 1870 0 Q Serve(g_s), s 0.7 6.3 6.3 0.0 0.0 4.5 2.0 1.9 0.0
Cycle Q Clear(g_c), s 0.7 6.3 6.3 0.0 0.0 4.5 2.0 1.9 0.0 Prop In Lane 1.00 0.11 0.00 0.57 1.00 0.00
Lane Grp Cap(c), veh/h 817 815 841 0 0 526 522 798 0
V/C Ratio(X) 0.04 0.29 0.29 0.00 0.00 0.26 0.14 0.13 0.00 Avail Cap(c_a), veh/h 817 815 841 0 0 526 552 798 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.00 0.00 0.99 1.00 1.00 0.00 Uniform Delay (d), s/veh 11.2 12.7 12.7 0.0 0.0 19.4 14.1 9.7 0.0 Incr Delay (d2), s/veh 0.1 0.9 0.9 0.0 0.0 1.2 0.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 2.5 2.6 0.0 0.0 1.9 0.7 0.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 11.3 13.6 13.6 0.0 0.0 20.6 14.1 10.0 0.0 LnGrp LOS B B B A A C B B A
Approach Vol, veh/h 515 136 175
Approach Delay, s/veh 13.5 20.6 11.8
Approach LOS B C B
Timer - Assigned Phs 2 4 7 8
Phs Duration (G+Y+Rc), s 39.0 36.0 8.7 27.3
Change Period (Y+Rc), s 4.6 4.0 4.0 4.0
Max Green Setting (Gmax), s 34.4 32.0 6.0 22.0
Max Q Clear Time (g_c+I1), s 8.3 3.9 4.0 6.5
Green Ext Time (p_c), s 4.5 0.5 0.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 14.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

HCM Signalized Intersection Capacity Analysis
8: Pine Ave & W 1st St/E 1st St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 26 2 0 39 2 2 119 0 0 91 9
Future Volume (vph) 0 26 2 0 39 2 2 119 0 0 91 9
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.5 4.5 4.5 4.5
Lane Util. Factor 1.00 1.00 1.00 1.00
Frt 0.99 0.99 1.00 0.99
Flt Protected 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1846 1851 1861 1840
Flt Permitted 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1846 1851 1857 1840
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 28 2 0 42 2 2 129 0 0 99 10
RTOR Reduction (vph) 010010000040
Lane Group Flow (vph) 0 29 0 0 43 0 0 131 0 0 105 0
Turn Type NA NA Perm NA NA
Protected Phases 2684
Permitted Phases 8 4
Actuated Green, G (s) 15.5 15.5 15.5 15.5
Effective Green, g (s) 15.5 15.5 15.5 15.5
Actuated g/C Ratio 0.39 0.39 0.39 0.39
Clearance Time (s) 4.5 4.5 4.5 4.5
Vehicle Extension (s) 4.0 4.0 4.0 4.0
Lane Grp Cap (vph) 715 717 719 713
v/s Ratio Prot 0.02 c0.02 0.06
v/s Ratio Perm c0.07
v/c Ratio 0.04 0.06 0.18 0.15
Uniform Delay, d1 7.6 7.7 8.1 8.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.0 0.6 0.4
Delay (s) 7.7 7.7 8.6 8.4
Level of Service AAAA
Approach Delay (s) 7.7 7.7 8.6 8.4
Approach LOS AAAA
Intersection Summary
HCM 2000 Control Delay 8.3 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 40.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group
HCM 6th Signalized Intersection Summary
9: Pine Ave & W Ocean Blvd/E Ocean Blvd 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 58 786 32 138 1783 73 124 23 96 46 12 51 Future Volume (veh/h) 58 786 32 138 1783 73 124 23 96 46 12 51 Initial Q (Qb), veh 0 00000000000
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 63 854 35 150 1938 79 135 25 104 50 13 55 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 22222222222
Cap, veh/h 195 3309 135 506 3434 1066 238 343 291 123 21 104 Arrive On Green 0.03 0.66 0.66 0.03 0.45 0.45 0.08 0.18 0.18 0.07 0.07 0.07 Sat Flow, veh/h 1781 5032 206 1781 5106 1585 1781 1870 1585 1044 322 1585 Grp Volume(v), veh/h 63 577 312 150 1938 79 135 25 104 63 0 55 Grp Sat Flow(s),veh/h/ln1781 1702 1833 1781 1702 1585 1781 1870 1585 1366 0 1585 Q Serve(g_s), s 1.4 8.4 8.4 3.2 33.6 3.4 8.2 1.3 6.9 5.2 0.0 4.0 Cycle Q Clear(g_c), s 1.4 8.4 8.4 3.2 33.6 3.4 8.2 1.3 6.9 5.4 0.0 4.0 Prop In Lane 1.00 0.11 1.00 1.00 1.00 1.00 0.79 1.00
Lane Grp Cap(c), veh/h 195 2238 1206 506 3434 1066 238 343 291 144 0 104 V/C Ratio(X) 0.32 0.26 0.26 0.30 0.56 0.07 0.57 0.07 0.36 0.44 0.00 0.53 Avail Cap(c_a), veh/h 306 2238 1206 591 3434 1066 251 784 664 452 0 466 HCM Platoon Ratio 1.00 1.00 1.00 0.67 0.67 0.67 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 1.00 1.00 0.99 0.00 0.99 Uniform Delay (d), s/veh 12.1 8.5 8.5 6.3 20.0 11.7 45.3 40.6 42.8 54.8 0.0 54.2 Incr Delay (d2), s/veh 0.4 0.3 0.5 0.1 0.5 0.1 1.5 0.1 0.7 2.1 0.0 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/ln0.6 3.0 3.4 1.2 14.4 1.2 3.7 0.6 2.8 1.9 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.4 8.8 9.0 6.4 20.6 11.8 46.8 40.7 43.6 56.9 0.0 58.3 LnGrp LOS B A A A C B D D D E A E
Approach Vol, veh/h 952 2167 264 118
Approach Delay, s/veh 9.1 19.3 45.0 57.6
Approach LOS A B D E
Timer - Assigned Phs 1 23456 8
Phs Duration (G+Y+Rc), s9.3 84.0 14.1 12.6 7.5 85.8 26.7 Change Period (Y+Rc), s 4.0 5.1 4.0 * 4.7 4.0 5.1 * 4.7 Max Green Setting (Gmax), s 11.0 44.9 11.0 * 35 11.0 44.9 * 50 Max Q Clear Time (g_c+I1), s 5.2 10.4 10.2 7.4 3.4 35.6 8.9 Green Ext Time (p_c), s 0.1 9.9 0.0 0.5 0.0 8.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 19.7
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
10: Locust Ave & E 8th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 46 8 0 31 20 3 18 12 4 13 6
Future Volume (veh/h) 0 46 8 0 31 20 3 18 12 4 13 6
Initial Q (Qb), veh 0 00000000000
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 0 1870 1870 0 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 50 9 0 34 22 3 20 13 4 14 7
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, % 0 22022222222
Cap, veh/h 0 946 170 0 650 421 473 296 193 462 329 165
Arrive On Green 0.00 0.61 0.61 0.00 0.61 0.61 0.28 0.28 0.28 0.28 0.28 0.28 Sat Flow, veh/h 0 1543 278 0 1061 686 1391 1058 688 1376 1176 588 Grp Volume(v), veh/h 0 0 59 0 0 56 3 0 33 4 0 21
Grp Sat Flow(s),veh/h/ln 0 0 1820 0 0 1747 1391 0 1747 1376 0 1764 Q Serve(g_s), s 0.0 0.0 1.0 0.0 0.0 1.0 0.1 0.0 1.0 0.2 0.0 0.7 Cycle Q Clear(g_c), s 0.0 0.0 1.0 0.0 0.0 1.0 0.8 0.0 1.0 1.2 0.0 0.7 Prop In Lane 0.00 0.15 0.00 0.39 1.00 0.39 1.00 0.33
Lane Grp Cap(c), veh/h 0 0 1116 0 0 1071 473 0 489 462 0 494 V/C Ratio(X) 0.00 0.00 0.05 0.00 0.00 0.05 0.01 0.00 0.07 0.01 0.00 0.04 Avail Cap(c_a), veh/h 0 0 1116 0 0 1071 473 0 489 462 0 494 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) 0.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 0.0 5.8 0.0 0.0 5.8 20.0 0.0 19.8 20.3 0.0 19.7 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.0 0.1 0.0 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.0 0.3 0.0 0.0 0.3 0.0 0.0 0.4 0.1 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 0.0 5.9 0.0 0.0 5.9 20.0 0.0 20.1 20.3 0.0 19.7 LnGrp LOS A AAAAABACCAB
Approach Vol, veh/h 59 56 36 25
Approach Delay, s/veh 5.9 5.9 20.1 19.8
Approach LOS A A C B
Timer - Assigned Phs 2468
Phs Duration (G+Y+Rc), s 50.0 25.0 50.0 25.0
Change Period (Y+Rc), s 4.0 4.0 4.0 4.0
Max Green Setting (Gmax), s 46.0 21.0 46.0 21.0
Max Q Clear Time (g_c+I1), s 3.0 3.2 3.0 3.0
Green Ext Time (p_c), s 0.4 0.0 0.4 0.1
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
11: Locust Ave & E 7th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 17 1044 0 29 10034
Future Volume (veh/h) 0 0 0 17 1044 0 29 10034
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 18 1135 0 32 10034
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 47 3144 0 478 14 0 0 524 444
Arrive On Green 0.20 0.20 0.00 0.28 0.28 0.00 0.00 0.28 0.28 Sat Flow, veh/h 77 5361 0 1371 48 0 0 1870 1585
Grp Volume(v), veh/h 434 719 0 33 00034
Grp Sat Flow(s),veh/h/ln 1866 1702 0 1419 0 0 0 1870 1585 Q Serve(g_s), s 15.1 13.6 0.0 1.2 0.0 0.0 0.0 0.1 0.1
Cycle Q Clear(g_c), s 15.1 13.6 0.0 1.3 0.0 0.0 0.0 0.1 0.1 Prop In Lane 0.04 0.00 0.97 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1130 2061 0 492 0 0 0 524 444
V/C Ratio(X) 0.38 0.35 0.00 0.07 0.00 0.00 0.00 0.01 0.01 Avail Cap(c_a), veh/h 1130 2061 0 492 0 0 0 524 444
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 1.00 0.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 17.9 17.3 0.0 19.9 0.0 0.0 0.0 19.5 19.5 Incr Delay (d2), s/veh 0.9 0.4 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.6 6.2 0.0 0.4 0.0 0.0 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.7 17.7 0.0 20.2 0.0 0.0 0.0 19.5 19.5 LnGrp LOS B B A C AAABB
Approach Vol, veh/h 1153 33 7
Approach Delay, s/veh 18.1 20.2 19.5
Approach LOS B C B
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 50.0 25.0 25.0
Change Period (Y+Rc), s 4.6 4.0 4.0
Max Green Setting (Gmax), s 45.4 21.0 21.0
Max Q Clear Time (g_c+I1), s 17.1 3.3 2.1
Green Ext Time (p_c), s 12.6 0.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.2
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
12: E 6th St & Locust Ave 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 35 609 0 0 24 0
Future Volume (veh/h) 35 609 0 0 24 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0
Adj Flow Rate, veh/h 38 662 26 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 0
Cap, veh/h 260 4393 0 0
Arrive On Green 0.31 0.31 0.00 0.00
Sat Flow, veh/h 218 4833 0
Grp Volume(v), veh/h 260 440 0.0
Grp Sat Flow(s),veh/h/ln1801 1549
Q Serve(g_s), s 0.0 7.7
Cycle Q Clear(g_c), s 7.5 7.7
Prop In Lane 0.15
Lane Grp Cap(c), veh/h 1745 2908
V/C Ratio(X) 0.15 0.15
Avail Cap(c_a), veh/h 1745 2908
HCM Platoon Ratio 0.33 0.33
Upstream Filter(I) 0.97 0.97
Uniform Delay (d), s/veh 4.2 4.3
Incr Delay (d2), s/veh 0.2 0.1
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln0.1 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 4.4 4.4
LnGrp LOS A A
Approach Vol, veh/h 700
Approach Delay, s/veh 4.4
Approach LOS A
Timer - Assigned Phs 2
Phs Duration (G+Y+Rc), s 75.0
Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 45.4
Max Q Clear Time (g_c+I1), s 9.7
Green Ext Time (p_c), s 7.4
Intersection Summary
HCM 6th Ctrl Delay 4.4
HCM 6th LOS A
HCM 6th AWSC
13: The Promenade & E 5th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.2
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 21 10 7 55 10 48
Future Vol, veh/h 21 10 7 55 10 48
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 22222
Mvmt Flow 23 11 8 60 11 52
Number of Lanes 1 00110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay 7.1 7.5 6.9

HCM LOS A A A

Lane NBLn1 EBLn1WBLn1
Vol Left, % 17% 0% 11%
Vol Thru, % 0% 68% 89%
Vol Right, % 83% 32% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 58 31 62
LT Vol 10 0 7
Through Vol 0 21 55
RT Vol 48 10 0
Lane Flow Rate 63 34 67
Geometry Grp 1 1 1
Degree of Util (X) 0.064 0.037 0.077
Departure Headway (Hd) 3.646 3.902 4.093
Convergence, Y/N Yes Yes Yes
Cap 976 916 876
Service Time 1.692 1.933 2.115
HCM Lane V/C Ratio 0.065 0.037 0.076
HCM Control Delay 6.9 7.1 7.5
HCM Lane LOS A A A
HCM 95th-tile Q 0.2 0.1 0.2
HCM 6th AWSC
14: The Promenade N/The Promenade & E 4th St 08/25/2022 7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 158 0 0 179 51 0 0 0 12 0 10
Future Vol, veh/h 8 158 0 0 179 51 0 0 0 12 0 10
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 Heavy Vehicles, % 2 22222222222
Mvmt Flow 9 172 0 0 195 55 0 0 0 13 0 11
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 8.4 8.6 0 7.8

HCM LOS A A - A

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 5% 0% 55%
Vol Thru, % 100% 95% 78% 0%
Vol Right, % 0% 0% 22% 45%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 0 166 230 22
LT Vol 0 8 0 12
Through Vol 0 158 179 0
RT Vol 0 0 51 10
Lane Flow Rate 0 180 250 24
Geometry Grp 1111
Degree of Util (X) 0 0.209 0.276 0.031
Departure Headway (Hd) 4.878 4.172 3.977 4.677
Convergence, Y/N Yes Yes Yes Yes
Cap 0 852 895 770
Service Time 2.879 2.238 2.039 2.677
HCM Lane V/C Ratio 0 0.211 0.279 0.031
HCM Control Delay 7.9 8.4 8.6 7.8
HCM Lane LOS N A A A
HCM 95th-tile Q 0 0.8 1.1 0.1
HCM 6th Signalized Intersection Summary
15: E 3rd St & The Promenade N 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 16 743 0 14 00000
Future Volume (veh/h) 0 0 0 16 743 0 14 00000
Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 17 808 0 15 00000
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 1534 3060 0 126 0 0 0 40 0
Arrive On Green 0.28 0.28 0.00 0.02 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 1781 3647 0 1418 0 0 0 1870 0
Grp Volume(v), veh/h 17 808 0 15 00000
Grp Sat Flow(s),veh/h/ln 1781 1777 0 1418 0 0 0 1870 0
Q Serve(g_s), s 0.5 13.2 0.0 0.8 0.0 0.0 0.0 0.0 0.0
Cycle Q Clear(g_c), s 0.5 13.2 0.0 0.8 0.0 0.0 0.0 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 1534 3060 0 126 0 0 0 40 0
V/C Ratio(X) 0.01 0.26 0.00 0.12 0.00 0.00 0.00 0.00 0.00 Avail Cap(c_a), veh/h 1534 3060 0 489 0 0 0 519 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 1.00 0.00 0.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 3.9 8.4 0.0 36.3 0.0 0.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.5 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 6.2 0.0 0.3 0.0 0.0 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 3.9 8.6 0.0 36.8 0.0 0.0 0.0 0.0 0.0 LnGrp LOS A A A D AAAAA
Approach Vol, veh/h 825 15 0
Approach Delay, s/veh 8.5 36.8 0.0
Approach LOS A D
Timer - Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 69.2 5.8 5.8
Change Period (Y+Rc), s 4.6 * 4.2 * 4.2
Max Green Setting (Gmax), s 45.4 * 21 * 21
Max Q Clear Time (g_c+I1), s 15.2 2.8 0.0
Green Ext Time (p_c), s 9.2 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

HCM 6th Signalized Intersection Summary
16: Long Beach Blvd & E 8th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 13 15 19 1 10 11 23 419 11 13 401 28 Future Volume (veh/h) 13 15 19 1 10 11 23 419 11 13 401 28 Initial Q (Qb), veh 0 00000000000
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 14 16 21 1 11 12 25 455 12 14 436 30 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 22222222222
Cap, veh/h 212 39 51 200 44 48 32 2317 61 19 2186 150
Arrive On Green 0.05 0.05 0.05 0.05 0.05 0.05 0.02 0.66 0.66 0.01 0.65 0.65 Sat Flow, veh/h 1388 734 963 1371 818 892 1781 3537 93 1781 3374 231 Grp Volume(v), veh/h 14 0 37 1 0 23 25 228 239 14 229 237 Grp Sat Flow(s),veh/h/ln1388 0 1697 1371 0 1710 1781 1777 1854 1781 1777 1829 Q Serve(g_s), s 0.5 0.0 1.0 0.0 0.0 0.6 0.6 2.4 2.4 0.4 2.4 2.4 Cycle Q Clear(g_c), s 1.1 0.0 1.0 1.0 0.0 0.6 0.6 2.4 2.4 0.4 2.4 2.4 Prop In Lane 1.00 0.57 1.00 0.52 1.00 0.05 1.00 0.13
Lane Grp Cap(c), veh/h 212 0 91 200 0 91 32 1164 1214 19 1151 1185 V/C Ratio(X) 0.07 0.00 0.41 0.01 0.00 0.25 0.79 0.20 0.20 0.74 0.20 0.20 Avail Cap(c_a), veh/h 1007 0 1063 985 0 1071 115 1164 1214 115 1151 1185 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 0.00 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 21.5 0.0 21.2 21.7 0.0 21.0 22.7 3.2 3.2 22.8 3.3 3.3 Incr Delay (d2), s/veh 0.0 0.0 1.1 0.0 0.0 1.1 14.6 0.4 0.4 18.3 0.4 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/ln0.1 0.0 0.4 0.0 0.0 0.2 0.4 0.5 0.5 0.2 0.6 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.6 0.0 22.3 21.7 0.0 22.1 37.3 3.5 3.5 41.1 3.7 3.7 LnGrp LOS C A C C A C D A A D A A
Approach Vol, veh/h 51 24 492 480
Approach Delay, s/veh 22.1 22.1 5.2 4.8
Approach LOS C C A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s4.8 34.0 7.5 4.5 34.3 7.5
Change Period (Y+Rc), s 4.0 4.0 5.0 4.0 4.0 5.0
Max Green Setting (Gmax), s 3.0 30.0 29.0 3.0 30.0 29.0 Max Q Clear Time (g_c+I1), s 2.6 4.4 3.0 2.4 4.4 3.1
Green Ext Time (p_c), s 0.0 4.1 0.1 0.0 4.1 0.1
Intersection Summary
HCM 6th Ctrl Delay 6.2
HCM 6th LOS A
HCM 6th Signalized Intersection Summary
17: E 7th St & Long Beach Blvd 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 162 868 74 119 465 0 0 463 65 Future Volume (veh/h) 0 0 0 162 868 74 119 465 0 0 463 65 Initial Q (Qb), veh 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 176 943 80 129 505 0 0 503 71
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222220022
Cap, veh/h 571 1637 508 143 1931 0 0 1458 650
Arrive On Green 0.32 0.32 0.32 0.16 1.00 0.00 0.00 0.41 0.41 Sat Flow, veh/h 1781 5106 1585 1781 3647 0 0 3647 1585
Grp Volume(v), veh/h 176 943 80 129 505 0 0 503 71
Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1781 1777 0 0 1777 1585 Q Serve(g_s), s 5.6 11.5 2.7 5.3 0.0 0.0 0.0 7.3 2.1
Cycle Q Clear(g_c), s 5.6 11.5 2.7 5.3 0.0 0.0 0.0 7.3 2.1 Prop In Lane 1.00 1.00 1.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 571 1637 508 143 1931 0 0 1458 650 V/C Ratio(X) 0.31 0.58 0.16 0.91 0.26 0.00 0.00 0.35 0.11 Avail Cap(c_a), veh/h 829 2376 738 143 1931 0 0 1458 650 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.00 0.00 0.99 0.99 Uniform Delay (d), s/veh 19.2 21.2 18.2 31.2 0.0 0.0 0.0 15.2 13.7 Incr Delay (d2), s/veh 0.4 0.5 0.2 46.3 0.3 0.0 0.0 0.6 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 %ile BackOfQ(50%),veh/ln 2.3 4.4 1.0 3.9 0.1 0.0 0.0 2.9 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.6 21.7 18.4 77.5 0.3 0.0 0.0 15.8 14.0 LnGrp LOS B C BEAAABB
Approach Vol, veh/h 1199 634 574
Approach Delay, s/veh 21.2 16.0 15.6
Approach LOS C B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s10.0 35.9 29.1 45.9
Change Period (Y+Rc), s 4.0 5.1 5.1 5.1
Max Green Setting (Gmax), s 6.0 19.9 34.9 29.9
Max Q Clear Time (g_c+I1), s 7.3 9.3 13.5 2.0
Green Ext Time (p_c), s 0.0 3.1 10.5 4.3
Intersection Summary
HCM 6th Ctrl Delay 18.5
HCM 6th LOS B
HCM 6th Signalized Intersection Summary
18: Long Beach Blvd & E 6th St 08/25/2022
7 - Opening Year Plus Project AM Mosaic Project 10:37 am 08/24/2022 Synchro 11 Report