City Council and Concurrent Authorities
July 7, 2026

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 161 4 139 225 16 14 191 1145 62 64 1554 123 Future Volume (vph) 161 4 139 225 16 14 191 1145 62 64 1554 123 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1776 1583 1780 1563 1770 3505 1770 3493 Flt Permitted 0.37 1.00 0.51 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 686 1583 959 1563 1770 3505 1770 3493 Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 183 5 158 256 18 16 217 1301 70 73 1766 140 RTOR Reduction (vph) 0 0 74 0 0 12 020050
Lane Group Flow (vph) 0 188 84 0 274 4 217 1369 0 73 1901 0 Confl. Peds. (#/hr) 1 6 2
Confl. Bikes (#/hr) 61
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 30.8 30.8 30.8 30.8 18.7 60.2 8.8 50.3 Effective Green, g (s) 30.8 30.8 30.8 30.8 18.7 60.2 8.8 50.3 Actuated g/C Ratio 0.27 0.27 0.27 0.27 0.16 0.52 0.08 0.43 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 182 421 255 415 285 1822 134 1517
v/s Ratio Prot c0.12 0.39 0.04 c0.54
v/s Ratio Perm 0.27 0.05 c0.29 0.00
v/c Ratio 1.03 0.20 1.07 0.01 0.76 0.75 0.54 1.25
Uniform Delay, d1 42.5 32.9 42.5 31.3 46.4 21.9 51.6 32.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 75.6 0.2 77.5 0.0 11.4 1.8 4.5 119.6 Delay (s) 118.1 33.2 120.0 31.3 57.8 23.7 56.0 152.4
Level of Service F C F C E C E F
Approach Delay (s) 79.3 115.1 28.3 148.8
Approach LOS E F C F
Intersection Summary
HCM 2000 Control Delay 95.3 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.11
Actuated Cycle Length (s) 115.8 Sum of lost time (s) 16.0 Intersection Capacity Utilization 91.0% ICU Level of Service F Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 78 43 31 140 70 76 21 1205 62 175 1675 68 Future Volume (veh/h) 78 43 31 140 70 76 21 1205 62 175 1675 68 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 48 35 157 79 85 24 1354 70 197 1882 76 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 222222222222
Cap, veh/h 113 90 65 200 113 121 37 2004 621 243 2557 103 Arrive On Green 0.06 0.09 0.09 0.11 0.14 0.14 0.02 0.39 0.39 0.14 0.51 0.51 Sat Flow, veh/h 1781 1002 731 1781 817 879 1781 5106 1581 1781 5030 203 Grp Volume(v), veh/h 88 0 83 157 0 164 24 1354 70 197 1273 685 Grp Sat Flow(s),veh/h/ln 1781 0 1733 1781 0 1696 1781 1702 1581 1781 1702 1829 Q Serve(g_s), s 3.8 0.0 3.6 6.7 0.0 7.2 1.0 17.1 2.2 8.4 22.9 23.0 Cycle Q Clear(g_c), s 3.8 0.0 3.6 6.7 0.0 7.2 1.0 17.1 2.2 8.4 22.9 23.0 Prop In Lane 1.00 0.42 1.00 0.52 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 113 0 155 200 0 234 37 2004 621 243 1731 930 V/C Ratio(X) 0.78 0.00 0.54 0.79 0.00 0.70 0.65 0.68 0.11 0.81 0.74 0.74 Avail Cap(c_a), veh/h 183 0 178 571 0 652 571 3141 973 571 2094 1125 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 36.0 0.0 34.0 33.7 0.0 32.1 37.9 19.6 15.1 32.7 15.1 15.1 Incr Delay (d2), s/veh 10.8 0.0 2.9 6.6 0.0 3.8 17.4 0.4 0.1 6.3 1.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 1.6 3.2 0.0 3.2 0.6 6.1 0.8 3.8 7.7 8.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.7 0.0 36.8 40.4 0.0 35.9 55.3 20.0 15.1 39.0 16.2 17.2 LnGrp LOS D A D D A D E B B D B B
Approach Vol, veh/h 171 321 1448 2155
Approach Delay, s/veh 41.9 38.1 20.3 18.6
Approach LOS D D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 15.7 36.6 13.8 12.0 6.6 45.7 10.0 15.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 10.4 19.1 8.7 5.6 3.0 25.0 5.8 9.2 Green Ext Time (p_c), s 0.4 11.4 0.4 0.1 0.0 14.7 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 418 1094 209 547 943 198 266 739 192 265 1268 354 Future Volume (veh/h) 418 1094 209 547 943 198 266 739 192 265 1268 354 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 440 1152 220 576 993 208 280 778 202 279 1335 373 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 497 1682 405 597 1868 452 339 2085 506 334 2075 508 Arrive On Green 0.14 0.26 0.26 0.17 0.29 0.29 0.10 0.32 0.32 0.10 0.32 0.32 Sat Flow, veh/h 3456 6434 1549 3456 6434 1557 3456 6434 1562 3456 6434 1576 Grp Volume(v), veh/h 440 1152 220 576 993 208 280 778 202 279 1335 373 Grp Sat Flow(s),veh/h/ln 1728 1609 1549 1728 1609 1557 1728 1609 1562 1728 1609 1576 Q Serve(g_s), s 18.1 23.3 17.7 23.9 18.7 15.8 11.5 13.5 14.5 11.5 25.7 30.4 Cycle Q Clear(g_c), s 18.1 23.3 17.7 23.9 18.7 15.8 11.5 13.5 14.5 11.5 25.7 30.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 497 1682 405 597 1868 452 339 2085 506 334 2075 508 V/C Ratio(X) 0.89 0.68 0.54 0.96 0.53 0.46 0.82 0.37 0.40 0.84 0.64 0.73 Avail Cap(c_a), veh/h 597 3112 749 597 3112 753 597 3112 756 478 3112 762 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 60.8 48.1 46.0 59.4 43.1 42.1 64.0 37.6 38.0 64.2 41.9 43.5 Incr Delay (d2), s/veh 13.1 0.5 1.1 28.2 0.2 0.7 5.1 0.1 0.5 8.5 0.3 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.7 9.3 6.9 12.7 7.4 6.1 5.3 5.3 5.6 5.4 10.1 12.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.9 48.6 47.1 87.6 43.3 42.8 69.1 37.7 38.5 72.8 42.3 45.6 LnGrp LOS E D D F D D E D D E D D
Approach Vol, veh/h 1812 1777 1260 1987
Approach Delay, s/veh 54.5 57.6 44.8 47.2
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.0 52.9 30.0 42.8 19.2 52.7 25.8 47.0 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 13.5 16.5 25.9 25.3 13.5 32.4 20.1 20.7 Green Ext Time (p_c), s 0.5 6.9 0.0 11.3 0.7 14.3 0.7 9.3 Intersection Summary
HCM 6th Ctrl Delay 51.4
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
8: Caywood Dr & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 14 908 103 70 840 36 22 0 86 105 2 86 Future Volume (vph) 14 908 103 70 840 36 22 0 86 105 2 86 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.98 1.00 1.00 0.85 0.89 1.00 0.87
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (prot) 1770 4971 1770 5085 1583 1645 1681 1530 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.99
Satd. Flow (perm) 1770 4971 1770 5085 1583 1645 1681 1530 Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 15 998 113 77 923 40 24 0 95 115 2 95
RTOR Reduction (vph) 0 12 0 0 0 20 0 111 0 0 82 0
Lane Group Flow (vph) 15 1099 0 77 923 20 0 8 0 103 27 0 Confl. Peds. (#/hr) 26 26
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 1.1 30.1 7.0 36.0 36.0 4.7 10.1 10.1 Effective Green, g (s) 1.1 30.1 7.0 36.0 36.0 4.7 10.1 10.1 Actuated g/C Ratio 0.02 0.41 0.10 0.49 0.49 0.06 0.14 0.14 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 26 2052 169 2511 781 106 232 211
v/s Ratio Prot 0.01 c0.22 c0.04 0.18 c0.00 c0.06 0.02
v/s Ratio Perm 0.01
v/c Ratio 0.58 0.54 0.46 0.37 0.03 0.07 0.44 0.13
Uniform Delay, d1 35.7 16.1 31.1 11.4 9.5 32.1 28.8 27.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 27.4 0.3 1.9 0.1 0.0 0.3 1.4 0.3
Delay (s) 63.1 16.4 33.1 11.5 9.5 32.3 30.2 27.8
Level of Service E B C B A C C C
Approach Delay (s) 17.0 13.0 32.3 29.0
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 17.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 72.9 Sum of lost time (s) 21.0 Intersection Capacity Utilization 50.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
9: Cherbourg Wy & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 28 1016 55 154 888 36 8 0 130 343 2 50 Future Volume (vph) 28 1016 55 154 888 36 8 0 130 343 2 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.87 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.96
Satd. Flow (prot) 1770 5031 1770 5085 1583 1621 1681 1642 Flt Permitted 0.95 1.00 0.95 1.00 1.00 1.00 0.95 0.96
Satd. Flow (perm) 1770 5031 1770 5085 1583 1621 1681 1642 Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Adj. Flow (vph) 31 1142 62 173 998 40 9 0 146 385 2 56
RTOR Reduction (vph) 0 5 0 0 0 22 0 144 0 0 12 0
Lane Group Flow (vph) 31 1199 0 173 998 18 0 11 0 223 208 0 Confl. Peds. (#/hr) 16 16
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 4.4 29.5 13.8 38.9 38.9 6.5 17.5 17.5 Effective Green, g (s) 4.4 29.5 13.8 38.9 38.9 6.5 17.5 17.5 Actuated g/C Ratio 0.05 0.33 0.16 0.44 0.44 0.07 0.20 0.20 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 88 1680 276 2240 697 119 333 325
v/s Ratio Prot 0.02 c0.24 c0.10 0.20 c0.01 c0.13 0.13
v/s Ratio Perm 0.01
v/c Ratio 0.35 0.71 0.63 0.45 0.03 0.10 0.67 0.64
Uniform Delay, d1 40.6 25.7 34.8 17.2 14.0 38.2 32.7 32.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.4 1.5 4.4 0.1 0.0 0.4 5.0 4.1
Delay (s) 43.0 27.2 39.2 17.3 14.0 38.5 37.8 36.6
Level of Service D C D B B D D D
Approach Delay (s) 27.6 20.4 38.5 37.2
Approach LOS CCDD
Intersection Summary
HCM 2000 Control Delay 26.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 88.3 Sum of lost time (s) 21.0 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Intersection
Int Delay, s/veh 35.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 1439 36 74 972 80 24 0 119 0 0 82 Future Vol, veh/h 14 1439 36 74 972 80 24 0 119 0 0 82
Conflicting Peds, #/hr 0 09900000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 300 - 250 - - - - -0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 86 86 86 86 86 86 86 86 86
Heavy Vehicles, % 2 22222222222
Mvmt Flow 16 1673 42 86 1130 93 28 0 138 0 0 95
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1223 0 0 1724 0 0 2359 3130 867 - - 565 Stage 1 - ----- 1735 1735 - - - -
Stage 2 - - - - - - 624 1395 - - - -
Critical Hdwy 5.34 - - 5.34 - - 6.44 6.54 7.14 - - 7.14 Critical Hdwy Stg 1 - ----- 7.34 5.54 - - - -
Critical Hdwy Stg 2 - ----- 6.74 5.54 - - - -
Follow-up Hdwy 3.12 - - 3.12 - - 3.82 4.02 3.92 - - 3.92 Pot Cap-1 Maneuver 305 - - 172 - - 38 11 254 0 0 401
Stage 1 - - - - - - 60 140 - 0 0 -
Stage 2 - - - - - - 401 207 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 305 - - 171 - - ~ 17 5 252 - - 401
Mov Cap-2 Maneuver - - - - - - ~ 17 5 - - - -
Stage 1 - - - - - - 56 131 - - - -
Stage 2 - - - - - - 152 103 - - - -
Approach EB WB NB SB
HCM Control Delay, s 0.2 3 $ 663.3 16.8

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 76 305 - - 171 - - 401
HCM Lane V/C Ratio 2.188 0.053 - - 0.503 - - 0.238
HCM Control Delay (s) $ 663.3 17.5 - - 45.7 - - 16.8
HCM Lane LOS F C - - E - - C
HCM 95th %tile Q(veh) 15.3 0.2 - - 2.5 - - 0.9
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 162 1241 155 94 884 303 140 53 101 207 68 102 Future Volume (veh/h) 162 1241 155 94 884 303 140 53 101 207 68 102 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 1.00 0.90 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 184 1410 176 107 1005 344 159 60 115 235 77 116 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 219 1656 207 136 1119 476 194 124 237 270 164 248 Arrive On Green 0.12 0.36 0.36 0.08 0.31 0.31 0.11 0.22 0.22 0.15 0.26 0.26 Sat Flow, veh/h 1781 4580 571 1781 3554 1512 1781 567 1087 1781 631 951 Grp Volume(v), veh/h 184 1048 538 107 1005 344 159 0 175 235 0 193 Grp Sat Flow(s),veh/h/ln 1781 1702 1747 1781 1777 1512 1781 0 1655 1781 0 1581 Q Serve(g_s), s 11.0 31.0 31.0 6.4 29.5 22.0 9.5 0.0 10.1 14.1 0.0 11.2 Cycle Q Clear(g_c), s 11.0 31.0 31.0 6.4 29.5 22.0 9.5 0.0 10.1 14.1 0.0 11.2 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.66 1.00 0.60
Lane Grp Cap(c), veh/h 219 1231 632 136 1119 476 194 0 361 270 0 412 V/C Ratio(X) 0.84 0.85 0.85 0.78 0.90 0.72 0.82 0.00 0.48 0.87 0.00 0.47 Avail Cap(c_a), veh/h 571 1231 632 571 1172 499 653 0 531 408 0 507 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.8 32.1 32.1 49.5 35.7 33.2 47.6 0.0 37.3 45.3 0.0 34.0 Incr Delay (d2), s/veh 8.3 5.9 10.8 9.5 9.2 4.9 8.3 0.0 1.0 12.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 13.0 14.2 3.1 13.5 8.7 4.7 0.0 4.2 7.2 0.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.1 38.1 43.0 59.0 44.9 38.0 55.9 0.0 38.3 57.8 0.0 34.8 LnGrp LOS E D D E D D E A D E A C
Approach Vol, veh/h 1770 1456 334 428
Approach Delay, s/veh 41.3 44.3 46.7 47.4
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.4 45.5 16.9 33.4 18.4 40.4 21.5 28.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 8.4 33.0 11.5 13.2 13.0 31.5 16.1 12.1 Green Ext Time (p_c), s 0.3 2.3 0.4 1.2 0.5 2.9 0.5 1.1 Intersection Summary
HCM 6th Ctrl Delay 43.5
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 245 1049 255 160 767 223 226 199 91 304 429 288 Future Volume (veh/h) 245 1049 255 160 767 223 226 199 91 304 429 288 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 263 1128 274 172 825 240 243 214 98 327 461 310 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 301 1334 404 207 1066 322 279 1065 325 361 1299 396 Arrive On Green 0.17 0.26 0.26 0.12 0.21 0.21 0.16 0.21 0.21 0.20 0.25 0.25 Sat Flow, veh/h 1781 5106 1547 1781 5106 1540 1781 5106 1560 1781 5106 1557 Grp Volume(v), veh/h 263 1128 274 172 825 240 243 214 98 327 461 310 Grp Sat Flow(s),veh/h/ln 1781 1702 1547 1781 1702 1540 1781 1702 1560 1781 1702 1557 Q Serve(g_s), s 15.0 21.8 16.5 9.8 15.9 15.2 13.9 3.6 5.5 18.7 7.7 19.3 Cycle Q Clear(g_c), s 15.0 21.8 16.5 9.8 15.9 15.2 13.9 3.6 5.5 18.7 7.7 19.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 301 1334 404 207 1066 322 279 1065 325 361 1299 396 V/C Ratio(X) 0.87 0.85 0.68 0.83 0.77 0.75 0.87 0.20 0.30 0.91 0.35 0.78 Avail Cap(c_a), veh/h 514 1374 417 428 1178 355 428 2356 720 428 2356 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.2 36.4 34.5 45.0 38.8 38.6 42.8 34.0 34.8 40.5 31.8 36.1 Incr Delay (d2), s/veh 8.5 5.0 4.2 8.3 3.0 7.6 11.7 0.1 0.5 20.5 0.2 3.4 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 7.0 9.2 6.5 4.7 6.7 6.2 6.8 1.4 2.1 9.9 3.1 7.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.7 41.4 38.7 53.3 41.8 46.2 54.5 34.1 35.3 61.1 31.9 39.5 LnGrp LOS DDDDDDDCDECD
Approach Vol, veh/h 1665 1237 555 1098
Approach Delay, s/veh 42.4 44.3 43.3 42.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 26.1 27.7 17.1 33.2 21.3 32.5 22.6 27.7 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 20.7 7.5 11.8 23.8 15.9 21.3 17.0 17.9 Green Ext Time (p_c), s 0.4 1.7 0.3 2.8 0.4 4.1 0.6 3.1 Intersection Summary
HCM 6th Ctrl Delay 43.1
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 61 1318 65 58 901 31 87 7 83 64 22 90 Future Volume (veh/h) 61 1318 65 58 901 31 87 7 83 64 22 90 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 66 1417 70 62 969 33 94 8 89 69 24 97 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 85 1976 858 80 2803 95 282 250 211 296 250 208 Arrive On Green 0.05 0.56 0.56 0.04 0.55 0.55 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 3554 1543 1781 5070 172 1266 1870 1581 1296 1870 1556 Grp Volume(v), veh/h 66 1417 70 62 650 352 94 8 89 69 24 97 Grp Sat Flow(s),veh/h/ln 1781 1777 1543 1781 1702 1838 1266 1870 1581 1296 1870 1556 Q Serve(g_s), s 2.1 16.6 1.2 1.9 6.0 6.0 4.0 0.2 2.9 2.8 0.6 3.3 Cycle Q Clear(g_c), s 2.1 16.6 1.2 1.9 6.0 6.0 4.6 0.2 2.9 3.0 0.6 3.3 Prop In Lane 1.00 1.00 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 85 1976 858 80 1882 1016 282 250 211 296 250 208 V/C Ratio(X) 0.77 0.72 0.08 0.78 0.35 0.35 0.33 0.03 0.42 0.23 0.10 0.47 Avail Cap(c_a), veh/h 789 3021 1312 757 2894 1563 651 795 672 674 795 662 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.6 9.3 5.8 26.7 7.0 7.0 23.5 21.3 22.5 22.6 21.5 22.6 Incr Delay (d2), s/veh 13.8 0.5 0.0 15.0 0.1 0.2 0.7 0.1 1.3 0.4 0.2 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 4.4 0.3 1.1 1.5 1.7 1.2 0.1 1.1 0.8 0.3 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.3 9.8 5.9 41.7 7.1 7.2 24.2 21.3 23.8 23.0 21.6 24.2 LnGrp LOS D A A D A A CCCCCC
Approach Vol, veh/h 1553 1064 191 190
Approach Delay, s/veh 10.9 9.1 23.9 23.4
Approach LOS B A C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.5 36.4 12.5 7.7 36.2 12.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 3.9 18.6 5.3 4.1 8.0 6.6
Green Ext Time (p_c), s 0.1 12.8 0.6 0.1 7.4 0.6
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 178 1254 33 17 825 83 57 20 62 54 5 108 Future Volume (veh/h) 178 1254 33 17 825 83 57 20 62 54 5 108 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 189 1334 35 18 878 88 61 21 66 57 5 115 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 171 2376 1035 33 2101 934 79 196 166 74 7 156 Arrive On Green 0.10 0.67 0.67 0.02 0.59 0.59 0.04 0.11 0.11 0.04 0.10 0.10 Sat Flow, veh/h 1781 3554 1548 1781 3554 1580 1781 1870 1576 1781 66 1529 Grp Volume(v), veh/h 189 1334 35 18 878 88 61 21 66 57 0 120 Grp Sat Flow(s),veh/h/ln 1781 1777 1548 1781 1777 1580 1781 1870 1576 1781 0 1595 Q Serve(g_s), s 12.0 24.9 1.0 1.3 16.8 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Cycle Q Clear(g_c), s 12.0 24.9 1.0 1.3 16.8 3.0 4.2 1.3 4.9 4.0 0.0 9.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.96
Lane Grp Cap(c), veh/h 171 2376 1035 33 2101 934 79 196 166 74 0 163 V/C Ratio(X) 1.11 0.56 0.03 0.54 0.42 0.09 0.77 0.11 0.40 0.77 0.00 0.74 Avail Cap(c_a), veh/h 171 2376 1035 171 2101 934 171 588 495 171 0 498 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) 0.68 0.68 0.68 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 56.5 11.0 7.0 60.8 13.9 11.1 59.1 50.6 52.2 59.3 0.0 54.5 Incr Delay (d2), s/veh 87.9 0.7 0.0 13.1 0.6 0.2 14.8 0.2 1.5 15.6 0.0 6.3 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 9.5 9.0 0.3 0.7 6.5 1.1 2.3 0.6 2.0 2.1 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 144.4 11.6 7.1 74.0 14.5 11.3 73.9 50.9 53.8 74.9 0.0 60.8 LnGrp LOS F BAEBBEDDEAE
Approach Vol, veh/h 1558 984 148 177
Approach Delay, s/veh 27.6 15.3 61.7 65.3
Approach LOS C B E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 89.8 9.8 18.5 16.6 80.1 10.1 18.2 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 41.2 12.0 * 39 12.0 * 42 12.0 39.0 Max Q Clear Time (g_c+I1), s 3.3 26.9 6.0 6.9 14.0 18.8 6.2 11.1 Green Ext Time (p_c), s 0.0 7.9 0.0 0.3 0.0 6.4 0.0 0.7 Intersection Summary
HCM 6th Ctrl Delay 27.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
15: West Ln & Marlette Rd 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 304 14 973 80 45 1142
Future Volume (vph) 304 14 973 80 45 1142
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 3539 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 3539 1583 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 330 15 1058 87 49 1241
RTOR Reduction (vph) 0 11 0 49 0 0
Lane Group Flow (vph) 330 4 1058 38 49 1241
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 18.1 18.1 29.5 29.5 4.5 39.0
Effective Green, g (s) 18.1 18.1 29.5 29.5 4.5 39.0
Actuated g/C Ratio 0.27 0.27 0.43 0.43 0.07 0.57
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 470 420 1533 685 116 2026
v/s Ratio Prot c0.30 0.03 c0.35
v/s Ratio Perm c0.19 0.00 0.02
v/c Ratio 0.70 0.01 0.69 0.06 0.42 0.61
Uniform Delay, d1 22.6 18.4 15.6 11.2 30.6 9.6
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 4.7 0.0 1.4 0.0 2.5 0.6
Delay (s) 27.3 18.4 17.0 11.2 33.0 10.1
Level of Service C B B B C B
Approach Delay (s) 26.9 16.5 11.0
Approach LOS C B B
Intersection Summary
HCM 2000 Control Delay 15.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.72
Actuated Cycle Length (s) 68.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 61.2% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Roundabout
8: Caywood Dr & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1126 1040 119 212
Demand Flow Rate, veh/h 1148 1061 121 216
Vehicles Circulating, veh/h 198 39 1150 1044
Vehicles Exiting, veh/h 1062 1232 196 56
Ped Vol Crossing Leg, #/h 0 0 26 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 8.7 6.5 10.0 9.4
Approach LOS AAAA
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.528 0.472
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 540 608 499 562 121 114 102
Cap Entry Lane, veh/h 1125 1200 1302 1374 534 517 585
Entry HV Adj Factor 0.980 0.982 0.979 0.980 0.983 0.985 0.977 Flow Entry, veh/h 529 597 489 551 119 112 100
Cap Entry, veh/h 1103 1178 1275 1347 525 509 571
V/C Ratio 0.480 0.507 0.383 0.409 0.226 0.221 0.174
Control Delay, s/veh 8.6 8.7 6.5 6.6 10.0 10.2 8.5

LOS AA AA A BA
95th %tile Queue, veh 3 3 2 2 1 1 1

ATTACHMENT E
HCM 6th Roundabout
9: Cherbourg Wy & Morada Ln 05/24/2024
Background_Project AM 12:58 pm 09/05/2023 Existing AM Synchro 11 Report

Intersection
Intersection Delay, s/veh 14.7
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1235 1211 155 443
Demand Flow Rate, veh/h 1260 1235 158 452
Vehicles Circulating, veh/h 571 41 1590 1203
Vehicles Exiting, veh/h 1084 1707 241 73
Ped Vol Crossing Leg, #/h 0 0 16 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 20.3 7.4 19.5 17.4
Approach LOS C A C C
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 592 668 580 655 158 240 212
Cap Entry Lane, veh/h 798 874 1300 1371 368 446 511
Entry HV Adj Factor 0.981 0.980 0.981 0.980 0.981 0.978 0.982 Flow Entry, veh/h 581 655 569 642 155 235 208
Cap Entry, veh/h 783 856 1276 1344 361 437 502
V/C Ratio 0.742 0.764 0.446 0.478 0.430 0.538 0.415
Control Delay, s/veh 20.3 20.2 7.3 7.5 19.5 20.1 14.3

LOS C C A A C C B
95th %tile Queue, veh 7 7 2 3 2 3 2

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 227 666 407 240 691 22 356 579 115 16 499 119 Future Volume (veh/h) 227 666 407 240 691 22 356 579 115 16 499 119 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 234 687 294 247 712 23 367 597 119 16 514 123 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 267 812 362 280 838 374 400 1295 570 32 561 250 Arrive On Green 0.15 0.23 0.23 0.16 0.24 0.24 0.22 0.36 0.36 0.02 0.16 0.16 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 3554 1565 1781 3554 1585 Grp Volume(v), veh/h 234 687 294 247 712 23 367 597 119 16 514 123 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1777 1565 1781 1777 1585 Q Serve(g_s), s 12.2 17.6 16.7 12.9 18.2 1.1 19.1 12.2 5.0 0.8 13.5 6.7 Cycle Q Clear(g_c), s 12.2 17.6 16.7 12.9 18.2 1.1 19.1 12.2 5.0 0.8 13.5 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 267 812 362 280 838 374 400 1295 570 32 561 250 V/C Ratio(X) 0.88 0.85 0.81 0.88 0.85 0.06 0.92 0.46 0.21 0.50 0.92 0.49 Avail Cap(c_a), veh/h 281 898 401 300 935 417 431 1295 570 94 561 250 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.5 35.1 34.7 39.1 34.7 28.1 36.0 23.0 20.8 46.2 39.4 36.5 Incr Delay (d2), s/veh 24.5 7.0 11.1 23.8 6.9 0.1 23.4 0.3 0.2 11.3 19.9 1.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 7.9 7.1 7.2 8.2 0.4 10.3 4.7 1.7 0.5 7.4 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.0 42.1 45.8 63.0 41.6 28.2 59.3 23.3 20.9 57.5 59.2 38.0 LnGrp LOS E D D E D C E C C E E D
Approach Vol, veh/h 1215 982 1083 653
Approach Delay, s/veh 47.2 46.6 35.3 55.2
Approach LOS D D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.9 27.7 26.3 21.0 19.2 28.4 6.7 40.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 16.0 24.0 23.0 15.0 15.0 25.0 5.0 33.0 Max Q Clear Time (g_c+I1), s 14.9 19.6 21.1 15.5 14.2 20.2 2.8 14.2 Green Ext Time (p_c), s 0.1 2.1 0.2 0.0 0.1 1.9 0.0 3.7 Intersection Summary
HCM 6th Ctrl Delay 45.1
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
2: West Ln & Project Rd (Full Access) 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 70 102 1198 119 223 1048
Future Volume (vph) 70 102 1198 119 223 1048
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.95
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 5085 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 5085 1583 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 76 111 1302 129 242 1139
RTOR Reduction (vph) 0 99 0 79 0 0
Lane Group Flow (vph) 76 12 1302 50 242 1139
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 6.5 6.5 23.0 23.0 13.3 41.3
Effective Green, g (s) 6.5 6.5 23.0 23.0 13.3 41.3
Actuated g/C Ratio 0.11 0.11 0.39 0.39 0.23 0.70
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 195 174 1989 619 400 2485
v/s Ratio Prot c0.26 c0.14 0.32
v/s Ratio Perm c0.04 0.01 0.03
v/c Ratio 0.39 0.07 0.65 0.08 0.60 0.46
Uniform Delay, d1 24.3 23.4 14.6 11.3 20.4 3.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.2 0.8 0.1 2.6 0.1
Delay (s) 25.6 23.6 15.4 11.3 23.0 4.0
Level of Service C C B B C A
Approach Delay (s) 24.4 15.1 7.3
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.60
Actuated Cycle Length (s) 58.8 Sum of lost time (s) 16.0 Intersection Capacity Utilization 53.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
3: West Ln & Project Rd (RI/RO) 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 27 1290 55 0 1118
Future Vol, veh/h 0 27 1290 55 0 1118
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 200 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 29 1402 60 0 1215
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 701 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 327 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 327 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 17.1 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 327 -
HCM Lane V/C Ratio - - 0.09 -
HCM Control Delay (s) - - 17.1 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.3 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 66 81 57 459 76 207 94 1072 528 225 844 49 Future Volume (veh/h) 66 81 57 459 76 207 94 1072 528 225 844 49 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.92 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 84 59 478 79 216 98 1117 550 234 879 51 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 106 241 188 585 790 348 160 1875 575 316 1465 651 Arrive On Green 0.06 0.13 0.13 0.17 0.22 0.22 0.05 0.37 0.37 0.09 0.41 0.41 Sat Flow, veh/h 1781 1870 1456 3456 3554 1564 3456 5106 1565 3456 3554 1579 Grp Volume(v), veh/h 69 84 59 478 79 216 98 1117 550 234 879 51 Grp Sat Flow(s),veh/h/ln 1781 1870 1456 1728 1777 1564 1728 1702 1565 1728 1777 1579 Q Serve(g_s), s 3.5 3.8 3.4 12.3 1.6 11.5 2.6 16.4 31.7 6.1 17.9 1.8 Cycle Q Clear(g_c), s 3.5 3.8 3.4 12.3 1.6 11.5 2.6 16.4 31.7 6.1 17.9 1.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 106 241 188 585 790 348 160 1875 575 316 1465 651 V/C Ratio(X) 0.65 0.35 0.31 0.82 0.10 0.62 0.61 0.60 0.96 0.74 0.60 0.08 Avail Cap(c_a), veh/h 462 485 378 953 922 406 336 1878 575 523 1499 666 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.5 36.7 36.6 37.0 28.6 32.4 43.3 23.7 28.5 40.9 21.2 16.5 Incr Delay (d2), s/veh 2.5 0.9 0.9 2.9 0.0 1.2 3.8 0.5 27.1 3.4 0.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.6 1.8 1.3 5.2 0.7 4.4 1.2 6.3 15.8 2.6 6.7 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.0 37.6 37.5 39.9 28.6 33.6 47.0 24.2 55.6 44.4 21.9 16.6 LnGrp LOS DDDDCCDCEDCB
Approach Vol, veh/h 212 773 1765 1164
Approach Delay, s/veh 40.0 37.0 35.3 26.2
Approach LOS DDDC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.4 39.9 11.5 26.6 10.3 44.1 20.1 17.9 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 4.5 6.0 Max Green Setting (Gmax), s 14.0 34.0 24.0 24.0 9.0 39.0 25.5 24.0 Max Q Clear Time (g_c+I1), s 8.1 33.7 5.5 13.5 4.6 19.9 14.3 5.8 Green Ext Time (p_c), s 0.4 0.2 0.0 0.1 0.1 5.5 1.3 0.6 Intersection Summary
HCM 6th Ctrl Delay 33.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 119 6 90 130 9 8 150 1573 134 37 1227 70 Future Volume (vph) 119 6 90 130 9 8 150 1573 134 37 1227 70 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.95 1.00 0.95 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1778 1583 1779 1563 1770 3490 1770 3506 Flt Permitted 0.57 1.00 0.61 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1063 1583 1133 1563 1770 3490 1770 3506 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 124 6 94 135 9 8 156 1639 140 39 1278 73 RTOR Reduction (vph) 0 0 68 007040030
Lane Group Flow (vph) 0 130 26 0 144 1 156 1775 0 39 1348 0 Confl. Peds. (#/hr) 1 3 1
Confl. Bikes (#/hr) 21
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 18.0 18.0 18.0 18.0 14.1 57.7 4.8 48.4 Effective Green, g (s) 18.0 18.0 18.0 18.0 14.1 57.7 4.8 48.4 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.15 0.60 0.05 0.50 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 198 295 211 291 258 2086 88 1758
v/s Ratio Prot c0.09 c0.51 0.02 0.38
v/s Ratio Perm 0.12 0.02 c0.13 0.00
v/c Ratio 0.66 0.09 0.68 0.01 0.60 0.85 0.44 0.77
Uniform Delay, d1 36.4 32.5 36.6 32.0 38.6 15.9 44.6 19.5 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.6 0.1 8.8 0.0 4.0 3.6 3.5 2.1
Delay (s) 44.0 32.6 45.4 32.0 42.6 19.4 48.1 21.5
Level of Service D C D C D B D C
Approach Delay (s) 39.2 44.7 21.3 22.3
Approach LOS DDCC
Intersection Summary
HCM 2000 Control Delay 23.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.82
Actuated Cycle Length (s) 96.5 Sum of lost time (s) 16.0 Intersection Capacity Utilization 79.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 89 43 29 119 52 83 63 1722 83 128 1270 49 Future Volume (veh/h) 89 43 29 119 52 83 63 1722 83 128 1270 49 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 93 45 30 124 54 86 66 1794 86 133 1323 51 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 119 102 68 160 78 125 87 2402 728 170 2607 100 Arrive On Green 0.07 0.10 0.10 0.09 0.12 0.12 0.05 0.47 0.47 0.10 0.52 0.52 Sat Flow, veh/h 1781 1044 696 1781 649 1033 1781 5106 1547 1781 5039 194 Grp Volume(v), veh/h 93 0 75 124 0 140 66 1794 86 133 894 480 Grp Sat Flow(s),veh/h/ln 1781 0 1740 1781 0 1681 1781 1702 1547 1781 1702 1830 Q Serve(g_s), s 4.4 0.0 3.5 5.8 0.0 6.8 3.1 24.4 2.7 6.2 14.6 14.6 Cycle Q Clear(g_c), s 4.4 0.0 3.5 5.8 0.0 6.8 3.1 24.4 2.7 6.2 14.6 14.6 Prop In Lane 1.00 0.40 1.00 0.61 1.00 1.00 1.00 0.11
Lane Grp Cap(c), veh/h 119 0 170 160 0 203 87 2402 728 170 1761 947 V/C Ratio(X) 0.78 0.00 0.44 0.78 0.00 0.69 0.76 0.75 0.12 0.78 0.51 0.51 Avail Cap(c_a), veh/h 167 0 170 522 0 592 522 2876 871 522 1917 1030 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 39.2 0.0 36.2 37.9 0.0 35.9 40.1 18.4 12.7 37.7 13.5 13.5 Incr Delay (d2), s/veh 14.3 0.0 1.8 7.8 0.0 4.1 12.9 0.9 0.1 7.6 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 1.5 2.9 0.0 3.0 1.6 8.7 0.9 3.0 4.9 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.4 0.0 38.0 45.7 0.0 40.1 52.9 19.3 12.7 45.3 13.7 13.9 LnGrp LOS D A D D A D D B B D B B
Approach Vol, veh/h 168 264 1946 1507
Approach Delay, s/veh 46.6 42.7 20.2 16.5
Approach LOS D D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.1 46.1 12.7 13.3 9.1 50.1 10.7 15.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 8.0 25.0 48.0 8.0 30.0 Max Q Clear Time (g_c+I1), s 8.2 26.4 7.8 5.5 5.1 16.6 6.4 8.8 Green Ext Time (p_c), s 0.3 13.7 0.3 0.1 0.1 10.9 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 573 1257 187 409 1107 169 478 1273 259 230 956 309 Future Volume (veh/h) 573 1257 187 409 1107 169 478 1273 259 230 956 309 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 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 597 1309 195 426 1153 176 498 1326 270 240 996 322 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 577 1822 438 481 1642 397 545 2269 557 293 1800 432 Arrive On Green 0.17 0.28 0.28 0.14 0.26 0.26 0.16 0.35 0.35 0.08 0.28 0.28 Sat Flow, veh/h 3456 6434 1548 3456 6434 1556 3456 6434 1580 3456 6434 1544 Grp Volume(v), veh/h 597 1309 195 426 1153 176 498 1326 270 240 996 322 Grp Sat Flow(s),veh/h/ln 1728 1609 1548 1728 1609 1556 1728 1609 1580 1728 1609 1544 Q Serve(g_s), s 25.0 27.4 15.5 18.1 24.3 14.2 21.2 25.2 20.0 10.2 19.7 28.4 Cycle Q Clear(g_c), s 25.0 27.4 15.5 18.1 24.3 14.2 21.2 25.2 20.0 10.2 19.7 28.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 577 1822 438 481 1642 397 545 2269 557 293 1800 432 V/C Ratio(X) 1.03 0.72 0.44 0.89 0.70 0.44 0.91 0.58 0.48 0.82 0.55 0.75 Avail Cap(c_a), veh/h 577 3009 724 577 3009 728 577 3009 739 462 3009 722 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.3 48.3 44.0 63.3 50.6 46.8 62.0 39.5 37.8 67.4 45.9 49.1 Incr Delay (d2), s/veh 46.6 0.5 0.7 13.6 0.6 0.8 18.6 0.2 0.7 6.4 0.3 2.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 14.6 10.9 6.0 8.8 9.8 5.6 10.6 9.9 7.8 4.7 7.9 11.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.9 48.8 44.7 76.8 51.1 47.6 80.6 39.7 38.5 73.7 46.2 51.6 LnGrp LOS F D D E D D F D D E D D
Approach Vol, veh/h 2101 1755 2094 1558
Approach Delay, s/veh 65.5 57.0 49.3 51.6
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.7 58.8 25.8 47.4 28.6 47.9 30.0 43.2 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 70.0 25.0 70.0 25.0 70.0 25.0 70.0 Max Q Clear Time (g_c+I1), s 12.2 27.2 20.1 29.4 23.2 30.4 27.0 26.3 Green Ext Time (p_c), s 0.5 13.9 0.7 13.0 0.4 9.8 0.0 10.9 Intersection Summary
HCM 6th Ctrl Delay 56.1
HCM 6th LOS E

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
8: Caywood Dr & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 54 758 44 47 685 127 18 2 36 75 2 67 Future Volume (vph) 54 758 44 47 685 127 18 2 36 75 2 67 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.91 1.00 0.87
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00
Satd. Flow (prot) 1770 5030 1770 5085 1583 1653 1681 1529 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.98 0.95 1.00
Satd. Flow (perm) 1770 5030 1770 5085 1583 1653 1681 1529 Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Adj. Flow (vph) 57 806 47 50 729 135 19 2 38 80 2 71
RTOR Reduction (vph) 0 6 0 0 0 82 0 36 0 0 63 0
Lane Group Flow (vph) 57 847 0 50 729 53 0 23 0 72 18 0 Confl. Peds. (#/hr) 16 16
Confl. Bikes (#/hr) 2 2
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 4.1 23.3 4.0 23.2 23.2 3.6 6.7 6.7 Effective Green, g (s) 4.1 23.3 4.0 23.2 23.2 3.6 6.7 6.7 Actuated g/C Ratio 0.07 0.40 0.07 0.40 0.40 0.06 0.11 0.11 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 123 1999 120 2013 626 101 192 174
v/s Ratio Prot c0.03 c0.17 0.03 0.14 c0.01 c0.04 0.01
v/s Ratio Perm 0.03
v/c Ratio 0.46 0.42 0.42 0.36 0.09 0.23 0.38 0.10
Uniform Delay, d1 26.2 12.8 26.2 12.5 11.1 26.2 24.0 23.3 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 2.7 0.1 2.3 0.1 0.1 1.2 1.2 0.3
Delay (s) 28.9 12.9 28.5 12.6 11.1 27.4 25.2 23.5
Level of Service C B C B B C C C
Approach Delay (s) 13.9 13.2 27.4 24.3
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 58.6 Sum of lost time (s) 21.0 Intersection Capacity Utilization 43.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
9: Cherbourg Wy & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 117 690 62 88 789 128 32 3 73 244 2 38 Future Volume (vph) 117 690 62 88 789 128 32 3 73 244 2 38 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.91 1.00 0.91 1.00 1.00 0.95 0.95 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.99 1.00 1.00 0.85 0.91 1.00 0.96
Flt Protected 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.97
Satd. Flow (prot) 1770 5003 1770 5085 1583 1668 1681 1639 Flt Permitted 0.95 1.00 0.95 1.00 1.00 0.99 0.95 0.97
Satd. Flow (perm) 1770 5003 1770 5085 1583 1668 1681 1639 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 126 742 67 95 848 138 34 3 78 262 2 41
RTOR Reduction (vph) 0 11 0 0 0 96 0 70 0 0 12 0
Lane Group Flow (vph) 126 798 0 95 848 42 0 45 0 155 138 0 Confl. Peds. (#/hr) 13 13 1
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm Split NA Split NA
Protected Phases 7 4 3 8 2 2 6 6
Permitted Phases 8
Actuated Green, G (s) 8.6 22.6 7.5 21.5 21.5 5.6 13.3 13.3 Effective Green, g (s) 8.6 22.6 7.5 21.5 21.5 5.6 13.3 13.3 Actuated g/C Ratio 0.12 0.32 0.11 0.31 0.31 0.08 0.19 0.19 Clearance Time (s) 5.0 6.0 5.0 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 217 1615 189 1561 486 133 319 311
v/s Ratio Prot c0.07 0.16 0.05 c0.17 c0.03 c0.09 0.08
v/s Ratio Perm 0.03
v/c Ratio 0.58 0.49 0.50 0.54 0.09 0.34 0.49 0.44
Uniform Delay, d1 29.0 19.1 29.5 20.2 17.3 30.4 25.3 25.1 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.9 0.2 2.1 0.4 0.1 1.5 1.2 1.0
Delay (s) 32.9 19.3 31.6 20.6 17.3 32.0 26.5 26.1
Level of Service C B C C B C C C
Approach Delay (s) 21.2 21.1 32.0 26.3
Approach LOS CCCC
Intersection Summary
HCM 2000 Control Delay 22.3 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 21.0 Intersection Capacity Utilization 49.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 6.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 908 52 86 903 291 42 0 62 0 0 60
Future Vol, veh/h 47 908 52 86 903 291 42 0 62 0 0 60
Conflicting Peds, #/hr 0 0 11 11 00000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 300 - 250 - - - - -0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 51 976 56 92 971 313 45 0 67 0 0 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1284 0 0 1043 0 0 1689 2585 527 - - 486 Stage 1 - ----- 1117 1117 - - - -
Stage 2 - - - - - - 572 1468 - - - -
Critical Hdwy 5.34 - - 5.34 - - 6.44 6.54 7.14 - - 7.14 Critical Hdwy Stg 1 - ----- 7.34 5.54 - - - -
Critical Hdwy Stg 2 - ----- 6.74 5.54 - - - -
Follow-up Hdwy 3.12 - - 3.12 - - 3.82 4.02 3.92 - - 3.92 Pot Cap-1 Maneuver 285 - - 373 - - 99 25 424 0 0 451
Stage 1 - - - - - - 165 281 - 0 0 -
Stage 2 - - - - - - 431 190 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 285 - - 369 - - 59 15 420 - - 451
Mov Cap-2 Maneuver - - - - - - 59 15 - - - -
Stage 1 - - - - - - 134 228 - - - -
Stage 2 - - - - - - 277 143 - - - -
Approach EB WB NB SB
HCM Control Delay, s 0.9 1.2 130.2 14.3

HCM LOS F B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 121 285 - - 369 - - 451
HCM Lane V/C Ratio 0.924 0.177 - - 0.251 - - 0.143
HCM Control Delay (s) 130.2 20.3 - - 18 - - 14.3
HCM Lane LOS F C - - C - - B
HCM 95th %tile Q(veh) 5.9 0.6 - - 1 - - 0.5

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 33 880 57 42 1178 68 42 6 41 91 11 60 Future Volume (veh/h) 33 880 57 42 1178 68 42 6 41 91 11 60 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 0.95 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 38 1000 65 48 1339 77 48 7 47 103 12 68 Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 222222222222
Cap, veh/h 53 2184 142 62 1604 710 123 30 202 136 35 199 Arrive On Green 0.03 0.45 0.45 0.03 0.45 0.45 0.07 0.14 0.14 0.08 0.15 0.15 Sat Flow, veh/h 1781 4890 317 1781 3554 1573 1781 210 1407 1781 233 1320 Grp Volume(v), veh/h 38 696 369 48 1339 77 48 0 54 103 0 80 Grp Sat Flow(s),veh/h/ln 1781 1702 1803 1781 1777 1573 1781 0 1617 1781 0 1553 Q Serve(g_s), s 1.5 10.0 10.0 1.9 23.3 2.0 1.8 0.0 2.1 4.0 0.0 3.2 Cycle Q Clear(g_c), s 1.5 10.0 10.0 1.9 23.3 2.0 1.8 0.0 2.1 4.0 0.0 3.2 Prop In Lane 1.00 0.18 1.00 1.00 1.00 0.87 1.00 0.85
Lane Grp Cap(c), veh/h 53 1520 805 62 1604 710 123 0 232 136 0 235 V/C Ratio(X) 0.72 0.46 0.46 0.78 0.83 0.11 0.39 0.00 0.23 0.76 0.00 0.34 Avail Cap(c_a), veh/h 887 1743 923 887 1819 805 1013 0 805 633 0 773 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.8 13.5 13.5 33.7 17.0 11.1 31.3 0.0 26.7 31.8 0.0 26.7 Incr Delay (d2), s/veh 16.4 0.2 0.4 18.7 3.2 0.1 2.0 0.0 0.5 8.2 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 3.2 3.5 1.1 8.4 0.7 0.8 0.0 0.8 2.0 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.2 13.8 14.0 52.4 20.2 11.2 33.3 0.0 27.2 40.0 0.0 27.6 LnGrp LOS D B B D C B C A C D A C
Approach Vol, veh/h 1103 1464 102 183
Approach Delay, s/veh 15.1 20.8 30.1 34.6
Approach LOS B C C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.4 37.4 9.9 15.6 7.1 37.7 10.4 15.1 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 35.0 36.0 40.0 35.0 35.0 36.0 25.0 35.0 Max Q Clear Time (g_c+I1), s 3.9 12.0 3.8 5.2 3.5 25.3 6.0 4.1 Green Ext Time (p_c), s 0.1 6.9 0.1 0.5 0.1 6.4 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 19.8
HCM 6th LOS B

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 688 142 142 938 255 185 337 177 168 245 165 Future Volume (veh/h) 182 688 142 142 938 255 185 337 177 168 245 165 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 190 717 148 148 977 266 193 351 184 175 255 172 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 238 1502 459 190 1364 422 241 916 280 221 860 266 Arrive On Green 0.13 0.29 0.29 0.11 0.27 0.27 0.14 0.18 0.18 0.12 0.17 0.17 Sat Flow, veh/h 1781 5106 1562 1781 5106 1580 1781 5106 1562 1781 5106 1582 Grp Volume(v), veh/h 190 717 148 148 977 266 193 351 184 175 255 172 Grp Sat Flow(s),veh/h/ln 1781 1702 1562 1781 1702 1580 1781 1702 1562 1781 1702 1582 Q Serve(g_s), s 7.7 8.6 5.5 6.0 12.9 11.0 7.8 4.5 8.2 7.1 3.3 7.6 Cycle Q Clear(g_c), s 7.7 8.6 5.5 6.0 12.9 11.0 7.8 4.5 8.2 7.1 3.3 7.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 238 1502 459 190 1364 422 241 916 280 221 860 266 V/C Ratio(X) 0.80 0.48 0.32 0.78 0.72 0.63 0.80 0.38 0.66 0.79 0.30 0.65 Avail Cap(c_a), veh/h 718 1921 587 598 1646 509 598 3292 1007 598 3292 1020 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.3 21.6 20.5 32.4 24.7 24.0 31.2 26.9 28.4 31.7 27.1 28.9 Incr Delay (d2), s/veh 6.0 0.2 0.4 6.7 1.2 1.8 6.1 0.3 2.6 6.3 0.2 2.6 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 3.4 3.1 1.9 2.8 4.9 4.0 3.5 1.7 3.0 3.2 1.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.3 21.8 20.9 39.1 25.9 25.8 37.3 27.2 31.0 38.0 27.3 31.5 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 1055 1391 728 602
Approach Delay, s/veh 24.5 27.3 30.8 31.6
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.2 19.4 13.0 27.9 15.1 18.5 15.0 25.9 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 48.0 25.0 28.0 25.0 48.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 9.1 10.2 8.0 10.6 9.8 9.6 9.7 14.9 Green Ext Time (p_c), s 0.4 2.9 0.3 4.7 0.4 2.2 0.5 4.8 Intersection Summary
HCM 6th Ctrl Delay 27.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 71 928 34 101 1285 63 27 15 91 50 15 35 Future Volume (veh/h) 71 928 34 101 1285 63 27 15 91 50 15 35 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 76 998 37 109 1382 68 29 16 98 54 16 38 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 98 1702 743 145 2518 124 298 210 177 291 210 177 Arrive On Green 0.06 0.48 0.48 0.08 0.51 0.51 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1781 3554 1551 1781 4984 245 1347 1870 1581 1276 1870 1581 Grp Volume(v), veh/h 76 998 37 109 944 506 29 16 98 54 16 38 Grp Sat Flow(s),veh/h/ln 1781 1777 1551 1781 1702 1826 1347 1870 1581 1276 1870 1581 Q Serve(g_s), s 1.9 9.3 0.6 2.7 8.7 8.7 0.9 0.4 2.7 1.8 0.4 1.0 Cycle Q Clear(g_c), s 1.9 9.3 0.6 2.7 8.7 8.7 1.3 0.4 2.7 2.2 0.4 1.0 Prop In Lane 1.00 1.00 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 98 1702 743 145 1720 922 298 210 177 291 210 177 V/C Ratio(X) 0.77 0.59 0.05 0.75 0.55 0.55 0.10 0.08 0.55 0.19 0.08 0.21 Avail Cap(c_a), veh/h 972 3724 1625 933 3567 1913 852 980 828 816 980 828 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.4 8.6 6.4 20.6 7.8 7.8 18.8 18.2 19.2 19.2 18.2 18.5 Incr Delay (d2), s/veh 12.1 0.3 0.0 7.6 0.3 0.5 0.1 0.2 2.7 0.3 0.2 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 1.0 2.3 0.1 1.3 2.0 2.2 0.3 0.1 1.0 0.5 0.1 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.4 9.0 6.4 28.2 8.0 8.3 18.9 18.4 21.9 19.5 18.4 19.1 LnGrp LOS C A A C AABBCBBB
Approach Vol, veh/h 1111 1559 143 108
Approach Delay, s/veh 10.6 9.5 20.9 19.2
Approach LOS B A C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.7 26.9 10.1 7.5 28.1 10.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 24.0 48.0 24.0 25.0 48.0 24.0 Max Q Clear Time (g_c+I1), s 4.7 11.3 4.2 3.9 10.7 4.7
Green Ext Time (p_c), s 0.2 8.2 0.3 0.1 12.4 0.4
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 813 43 49 1173 171 25 15 28 133 16 251 Future Volume (veh/h) 213 813 43 49 1173 171 25 15 28 133 16 251 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 227 865 46 52 1248 182 27 16 30 141 17 267 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 251 2066 921 67 1699 755 42 258 215 158 19 305 Arrive On Green 0.14 0.58 0.58 0.04 0.48 0.48 0.02 0.14 0.14 0.09 0.20 0.20 Sat Flow, veh/h 1781 3554 1584 1781 3554 1578 1781 1870 1557 1781 96 1502 Grp Volume(v), veh/h 227 865 46 52 1248 182 27 16 30 141 0 284 Grp Sat Flow(s),veh/h/ln 1781 1777 1584 1781 1777 1578 1781 1870 1557 1781 0 1597 Q Serve(g_s), s 16.9 18.2 1.7 3.9 38.1 9.2 2.0 1.0 2.3 10.6 0.0 23.3 Cycle Q Clear(g_c), s 16.9 18.2 1.7 3.9 38.1 9.2 2.0 1.0 2.3 10.6 0.0 23.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.94
Lane Grp Cap(c), veh/h 251 2066 921 67 1699 755 42 258 215 158 0 325 V/C Ratio(X) 0.90 0.42 0.05 0.77 0.73 0.24 0.64 0.06 0.14 0.89 0.00 0.87 Avail Cap(c_a), veh/h 269 2066 921 158 1699 755 158 544 453 158 0 461 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) 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 57.1 15.6 12.2 64.4 28.3 20.8 65.3 50.6 51.1 60.8 0.0 52.1 Incr Delay (d2), s/veh 27.4 0.6 0.1 16.9 2.9 0.8 15.2 0.1 0.3 41.5 0.0 12.6 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 9.4 7.2 0.6 2.1 16.3 3.6 1.1 0.5 0.9 6.6 0.0 10.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 84.5 16.2 12.3 81.3 31.2 21.5 80.6 50.7 51.4 102.4 0.0 64.7 LnGrp LOS F B B F C C F D D F A E
Approach Vol, veh/h 1138 1482 73 425
Approach Delay, s/veh 29.7 31.8 62.1 77.2
Approach LOS C C E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.7 84.7 16.6 24.0 23.6 70.8 7.8 32.8 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 12.0 51.2 12.0 * 39 20.4 * 43 12.0 39.0 Max Q Clear Time (g_c+I1), s 5.9 20.2 12.6 4.3 18.9 40.1 4.0 25.3 Green Ext Time (p_c), s 0.0 6.6 0.0 0.1 0.1 2.3 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
15: West Ln & Marlette Rd 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 180 6 1165 135 55 1091
Future Volume (vph) 180 6 1165 135 55 1091
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.95 1.00 1.00 0.95
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 3539 1583 1770 3539
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 3539 1583 1770 3539
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 196 7 1266 147 60 1186
RTOR Reduction (vph) 0 6 0 72 0 0
Lane Group Flow (vph) 196 1 1266 75 60 1186
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 12.9 12.9 35.2 35.2 5.1 45.3
Effective Green, g (s) 12.9 12.9 35.2 35.2 5.1 45.3
Actuated g/C Ratio 0.19 0.19 0.51 0.51 0.07 0.65
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 329 295 1800 805 130 2316
v/s Ratio Prot c0.36 0.03 c0.34
v/s Ratio Perm c0.11 0.00 0.05
v/c Ratio 0.60 0.00 0.70 0.09 0.46 0.51
Uniform Delay, d1 25.8 22.9 13.0 8.8 30.7 6.2
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.9 0.0 1.3 0.1 2.6 0.2
Delay (s) 28.7 22.9 14.3 8.8 33.3 6.4
Level of Service C C B A C A
Approach Delay (s) 28.5 13.7 7.7
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 12.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.68
Actuated Cycle Length (s) 69.2 Sum of lost time (s) 16.0 Intersection Capacity Utilization 59.7% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Roundabout
8: Caywood Dr & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh 6.5
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 910 914 59 153
Demand Flow Rate, veh/h 928 933 60 156
Vehicles Circulating, veh/h 135 79 962 814
Vehicles Exiting, veh/h 835 943 101 198
Ped Vol Crossing Leg, #/h 0 0 16 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.7 6.2 6.9 6.8
Approach LOS AAAA
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.471 0.529 1.000 0.532 0.468
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 436 492 439 494 60 83 73
Cap Entry Lane, veh/h 1192 1266 1255 1328 627 638 711
Entry HV Adj Factor 0.981 0.980 0.979 0.981 0.983 0.977 0.985 Flow Entry, veh/h 428 482 430 485 59 81 72
Cap Entry, veh/h 1169 1241 1229 1303 616 624 700
V/C Ratio 0.366 0.389 0.350 0.372 0.096 0.130 0.103
Control Delay, s/veh 6.7 6.7 6.2 6.3 6.9 7.3 6.2

LOS AA AA A AA
95th %tile Queue, veh 2 2 2 2 0 0 0

ATTACHMENT E
HCM 6th Roundabout
9: Cherbourg Wy & Morada Ln 05/24/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 935 1081 115 305
Demand Flow Rate, veh/h 954 1103 118 311
Vehicles Circulating, veh/h 366 167 1153 997
Vehicles Exiting, veh/h 942 1104 167 273
Ped Vol Crossing Leg, #/h 1 0 13 0
Ped Cap Adj 0.999 1.000 1.000 1.000
Approach Delay, s/veh 9.3 8.0 10.0 10.3
Approach LOS AABB
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 448 506 518 585 118 165 146
Cap Entry Lane, veh/h 964 1040 1158 1232 533 539 608
Entry HV Adj Factor 0.981 0.980 0.981 0.979 0.974 0.980 0.982 Flow Entry, veh/h 440 496 508 573 115 162 143
Cap Entry, veh/h 945 1018 1135 1207 519 528 597
V/C Ratio 0.465 0.487 0.447 0.475 0.221 0.306 0.240
Control Delay, s/veh 9.4 9.3 7.9 8.0 10.0 11.3 9.1

LOS AA AA B BA
95th %tile Queue, veh 3 3 2 3 1 1 1

ATTACHMENT E
Appendix I: Background Conditions
Queue Worksheets

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 216 728 454 235 646 27 319 400 106 56 509 161 v/c Ratio 0.80 0.85 0.63 0.88 0.76 0.05 0.84 0.35 0.17 0.42 0.88 0.38 Control Delay 62.1 46.6 7.8 72.9 41.7 0.2 57.0 26.8 2.6 53.7 58.2 5.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.1 46.6 7.8 72.9 41.7 0.2 57.0 26.8 2.6 53.7 58.2 5.7 Queue Length 50th (ft) 133 234 3 149 205 0 192 103 0 35 169 0 Queue Length 95th (ft) #245 #330 88 #286 271 0 #323 145 20 75 #264 34 Internal Link Dist (ft) 3966 4053 2672 2544
Turn Bay Length (ft) 240 240 165 165 375 375 410 410
Base Capacity (vph) 295 884 730 276 853 531 424 1172 612 147 589 426 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.73 0.82 0.62 0.85 0.76 0.05 0.75 0.34 0.17 0.38 0.86 0.38 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 362 265 282 470 477 703 363 369 938 214 v/c Ratio 1.19 0.86 0.58 0.95 0.76 1.06 0.88 1.15 1.41 0.66 Control Delay 173.2 71.0 62.8 95.3 84.8 122.4 65.4 161.1 244.6 64.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 173.2 71.0 62.8 95.3 84.8 122.4 65.4 161.1 244.6 64.5 Queue Length 50th (ft) ~552 218 324 607 301 ~503 277 ~548 ~827 188 Queue Length 95th (ft) #863 #433 433 778 405 #724 #514 #860 #1077 319 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 250 300 300 320
Base Capacity (vph) 305 308 1666 1644 625 666 414 322 666 326 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 1.19 0.86 0.17 0.29 0.76 1.06 0.88 1.15 1.41 0.66 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 183 158 274 16 217 1271 73 1589
v/c Ratio 1.00 0.32 1.05 0.03 0.75 0.69 0.47 1.06
Control Delay 109.9 15.0 110.9 0.1 62.4 24.0 60.3 73.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 109.9 15.0 110.9 0.1 62.4 24.0 60.3 73.8
Queue Length 50th (ft) ~138 30 ~223 0 153 363 52 ~673
Queue Length 95th (ft) #289 86 #394 0 239 495 102 #894
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 183 501 261 473 386 1839 386 1498
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 1.00 0.32 1.05 0.03 0.56 0.69 0.19 1.06 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 83 83 157 160 24 1264 70 181 1677 v/c Ratio 0.56 0.38 0.49 0.47 0.18 0.72 0.11 0.64 0.64
Control Delay 66.3 39.7 49.6 33.0 57.8 33.2 0.4 54.9 22.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.3 39.7 49.6 33.0 57.8 33.2 0.4 54.9 22.3 Queue Length 50th (ft) 48 35 87 68 14 226 0 100 205
Queue Length 95th (ft) #196 98 227 149 56 489 0 259 608 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 152 315 477 629 477 2635 867 477 2814 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.55 0.26 0.33 0.25 0.05 0.48 0.08 0.38 0.60 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 419 1152 220 576 993 194 280 729 202 238 1196 303 v/c Ratio 0.69 0.67 0.40 0.95 0.58 0.37 0.65 0.38 0.33 0.63 0.66 0.49 Control Delay 64.6 49.8 10.6 84.2 47.7 14.6 69.5 41.1 6.4 71.6 48.1 11.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.6 49.8 10.6 84.2 47.7 14.6 69.5 41.1 6.4 71.6 48.1 11.2 Queue Length 50th (ft) 191 279 18 277 233 33 129 156 0 110 285 32 Queue Length 95th (ft) #330 376 96 #532 318 113 210 215 61 187 384 130 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 608 3181 864 608 3181 844 608 3408 923 487 3181 899 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.69 0.36 0.25 0.95 0.31 0.23 0.46 0.21 0.22 0.49 0.38 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 184 1077 107 832 344 159 175 235 193 v/c Ratio 0.69 0.64 0.57 0.79 0.57 0.66 0.46 0.73 0.47
Control Delay 66.0 38.0 67.5 48.9 17.6 66.3 32.8 64.5 35.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.0 38.0 67.5 48.9 17.6 66.3 32.8 64.5 35.9 Queue Length 50th (ft) 147 275 86 339 70 127 82 182 102 Queue Length 95th (ft) 234 364 153 #503 186 208 157 #316 194 Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 510 1675 510 1050 601 583 719 364 484 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.36 0.64 0.21 0.79 0.57 0.27 0.24 0.65 0.40 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 232 719 232 172 687 240 228 214 98 327 461 299 v/c Ratio 0.72 0.57 0.42 0.65 0.63 0.46 0.72 0.28 0.31 0.77 0.43 0.53 Control Delay 57.9 39.1 7.4 59.1 43.1 8.4 58.8 42.2 10.8 55.3 40.5 8.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.9 39.1 7.4 59.1 43.1 8.4 58.8 42.2 10.8 55.3 40.5 8.4 Queue Length 50th (ft) 140 145 0 104 145 0 137 47 0 194 100 0 Queue Length 95th (ft) 325 275 68 252 274 73 #364 87 47 #597 176 77 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 511 1511 622 426 1266 564 426 2352 774 426 2352 880 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.45 0.48 0.37 0.40 0.54 0.43 0.54 0.09 0.13 0.77 0.20 0.34 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 66 1009 70 62 864 94 8 89 69 24 97 v/c Ratio 0.25 0.50 0.08 0.24 0.30 0.32 0.02 0.22 0.23 0.06 0.24 Control Delay 33.3 14.7 4.5 33.5 12.0 26.9 23.7 7.8 25.6 24.0 7.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 33.3 14.7 4.5 33.5 12.0 26.9 23.7 7.8 25.6 24.0 7.7 Queue Length 50th (ft) 21 137 0 20 71 29 2 0 21 7 0
Queue Length 95th (ft) 84 348 26 80 176 89 15 36 69 31 37 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 870 2877 1253 835 4064 673 907 807 682 907 809 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.08 0.35 0.06 0.07 0.21 0.14 0.01 0.11 0.10 0.03 0.12 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 189 930 35 18 741 88 61 21 66 57 120 v/c Ratio 0.64 0.39 0.03 0.19 0.41 0.11 0.46 0.10 0.25 0.44 0.45 Control Delay 59.9 14.8 0.1 60.2 22.6 4.1 66.0 45.1 3.5 65.4 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 14.8 0.1 60.2 22.6 4.1 66.0 45.1 3.5 65.4 13.3 Queue Length 50th (ft) 142 120 0 14 180 0 48 17 0 45 4
Queue Length 95th (ft) #323 421 0 39 333 30 93 32 9 89 47 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 296 2360 1061 169 1793 830 169 585 564 169 576 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.64 0.39 0.03 0.11 0.41 0.11 0.36 0.04 0.12 0.34 0.21 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
15: West Ln & Marlette Rd 05/24/2024
Background No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 330 15 860 87 49 1175
v/c Ratio 0.66 0.03 0.56 0.12 0.23 0.60
Control Delay 29.2 10.6 17.2 4.4 33.5 10.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 29.2 10.6 17.2 4.4 33.5 10.9
Queue Length 50th (ft) 117 0 146 0 18 143
Queue Length 95th (ft) 242 13 243 26 57 238
Internal Link Dist (ft) 1070 2537 2672
Turn Bay Length (ft) 400 400 400
Base Capacity (vph) 756 685 2116 981 756 3267
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.44 0.02 0.41 0.09 0.06 0.36
Intersection Summary

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 234 687 347 223 712 23 326 520 104 16 381 123 v/c Ratio 0.86 0.81 0.54 0.80 0.83 0.04 0.84 0.39 0.15 0.17 0.73 0.31 Control Delay 69.5 43.0 7.0 61.7 43.5 0.1 56.2 23.6 2.3 49.8 48.6 2.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 69.5 43.0 7.0 61.7 43.5 0.1 56.2 23.6 2.3 49.8 48.6 2.7 Queue Length 50th (ft) 148 218 0 138 224 0 197 113 0 10 123 0 Queue Length 95th (ft) #286 #287 71 #255 294 0 #334 184 19 32 174 7 Internal Link Dist (ft) 3966 4053 2672 2544
Turn Bay Length (ft) 240 240 165 165 375 375 410 410
Base Capacity (vph) 284 910 664 303 948 567 436 1370 692 94 568 419 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.82 0.75 0.52 0.74 0.75 0.04 0.75 0.38 0.15 0.17 0.67 0.29 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 103 59 292 309 98 961 347 234 817 41 v/c Ratio 0.41 0.19 0.87 0.86 0.45 1.18 0.79 0.58 0.58 0.06 Control Delay 60.2 13.0 87.4 71.5 80.2 142.9 54.5 63.4 42.4 7.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 60.2 13.0 87.4 71.5 80.2 142.9 54.5 63.4 42.4 7.4 Queue Length 50th (ft) 92 0 333 287 54 ~700 264 235 390 0 Queue Length 95th (ft) 162 41 455 416 91 #900 #467 356 513 25 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 250 300 300 320
Base Capacity (vph) 367 430 1681 1562 791 815 438 407 1401 640 Starvation Cap Reductn 0000000000
Spillback Cap Reductn 0000000000
Storage Cap Reductn 0000000000
Reduced v/c Ratio 0.28 0.14 0.17 0.20 0.12 1.18 0.79 0.57 0.58 0.06 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 112 94 144 8 156 1438 39 1134
v/c Ratio 0.51 0.24 0.60 0.02 0.55 0.71 0.24 0.73
Control Delay 43.4 9.3 45.6 0.1 44.9 17.4 47.2 23.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 43.4 9.3 45.6 0.1 44.9 17.4 47.2 23.6
Queue Length 50th (ft) 58 0 76 0 83 301 21 242
Queue Length 95th (ft) 131 43 162 0 174 518 62 435
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 377 600 418 580 558 2344 558 2301
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.30 0.16 0.34 0.01 0.28 0.61 0.07 0.49 Intersection Summary

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 75 75 124 123 66 1489 86 121 1183 v/c Ratio 0.49 0.33 0.52 0.38 0.37 0.71 0.12 0.51 0.48
Control Delay 62.7 37.7 53.9 28.1 55.4 29.2 0.7 53.8 22.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 62.7 37.7 53.9 28.1 55.4 29.2 0.7 53.8 22.2 Queue Length 50th (ft) 43 31 70 43 37 256 0 68 175
Queue Length 95th (ft) #168 87 182 104 113 574 3 179 400 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 160 329 502 652 502 2771 901 502 2817 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.47 0.23 0.25 0.19 0.13 0.54 0.10 0.24 0.42 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 513 1309 195 426 1153 127 498 1154 270 211 896 271 v/c Ratio 0.88 0.71 0.35 0.73 0.62 0.25 0.85 0.60 0.42 0.61 0.61 0.50 Control Delay 78.2 50.0 12.8 68.9 47.9 17.2 75.9 47.0 8.6 74.5 53.4 11.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 78.2 50.0 12.8 68.9 47.9 17.2 75.9 47.0 8.6 74.5 53.4 11.4 Queue Length 50th (ft) 245 318 29 197 271 30 237 278 15 100 227 21 Queue Length 95th (ft) #447 412 102 #335 356 91 #429 370 96 167 293 109 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 583 3049 812 583 3049 781 583 3267 915 466 3049 858 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.88 0.43 0.24 0.73 0.38 0.16 0.85 0.35 0.30 0.45 0.29 0.32 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 38 703 48 718 77 48 54 103 81
v/c Ratio 0.21 0.36 0.25 0.51 0.12 0.22 0.15 0.40 0.17
Control Delay 45.6 22.4 45.1 25.1 2.6 44.3 12.0 43.4 10.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.6 22.4 45.1 25.1 2.6 44.3 12.0 43.4 10.2 Queue Length 50th (ft) 17 87 22 138 0 22 3 46 6
Queue Length 95th (ft) 59 182 70 292 15 70 33 122 40
Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 886 2578 886 1822 830 1013 1145 633 823 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.04 0.27 0.05 0.39 0.09 0.05 0.05 0.16 0.10 Intersection Summary

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 169 433 120 148 494 266 144 351 184 175 255 135 v/c Ratio 0.56 0.39 0.28 0.52 0.48 0.50 0.52 0.39 0.43 0.58 0.26 0.33 Control Delay 45.9 32.2 8.8 46.7 34.1 8.4 46.9 34.8 9.2 46.9 32.7 9.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 45.9 32.2 8.8 46.7 34.1 8.4 46.9 34.8 9.2 46.9 32.7 9.0 Queue Length 50th (ft) 74 65 0 65 76 0 63 56 0 77 39 0
Queue Length 95th (ft) 236 161 51 212 187 73 208 132 62 246 98 53 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 670 1937 668 558 1635 681 558 3082 1019 558 3082 1000 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.25 0.22 0.18 0.27 0.30 0.39 0.26 0.11 0.18 0.31 0.08 0.14 Intersection Summary

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 76 705 37 109 951 29 16 98 54 16 38 v/c Ratio 0.26 0.42 0.05 0.33 0.35 0.10 0.04 0.25 0.19 0.04 0.10 Control Delay 28.1 16.3 2.1 27.4 12.8 20.3 19.5 6.8 21.3 19.5 2.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 28.1 16.3 2.1 27.4 12.8 20.3 19.5 6.8 21.3 19.5 2.5 Queue Length 50th (ft) 19 81 0 27 71 7 4 0 14 4 0
Queue Length 95th (ft) 84 238 8 109 198 31 20 33 48 20 9 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 957 3151 1385 918 4435 746 999 883 746 999 869 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.08 0.22 0.03 0.12 0.21 0.04 0.02 0.11 0.07 0.02 0.04 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 227 576 46 52 754 182 27 16 30 141 284 v/c Ratio 0.80 0.26 0.05 0.43 0.41 0.21 0.27 0.09 0.11 0.90 0.62 Control Delay 74.9 15.4 0.1 70.8 23.8 8.7 67.2 49.6 0.8 109.5 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.9 15.4 0.1 70.8 23.8 8.7 67.2 49.6 0.8 109.5 12.9 Queue Length 50th (ft) 190 106 0 45 198 21 23 14 0 125 14 Queue Length 95th (ft) #335 248 0 88 371 92 55 29 0 #254 80 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 294 2211 1002 158 1839 863 157 542 551 157 649 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.77 0.26 0.05 0.33 0.41 0.21 0.17 0.03 0.05 0.90 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
15: West Ln & Marlette Rd 05/24/2024
Background No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 196 7 1126 147 60 943
v/c Ratio 0.54 0.02 0.61 0.16 0.28 0.42
Control Delay 30.9 14.5 14.9 3.1 32.5 6.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.9 14.5 14.9 3.1 32.5 6.6
Queue Length 50th (ft) 74 0 180 0 23 80
Queue Length 95th (ft) 146 10 305 30 61 141
Internal Link Dist (ft) 1070 2537 2672
Turn Bay Length (ft) 400 400 400
Base Capacity (vph) 713 642 1997 957 713 3301
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.27 0.01 0.56 0.15 0.08 0.29
Intersection Summary

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 216 728 476 241 646 27 381 511 128 56 546 161 v/c Ratio 0.81 0.87 0.67 0.91 0.77 0.05 0.94 0.43 0.21 0.43 0.95 0.38 Control Delay 64.3 48.8 9.6 78.5 43.0 0.2 71.3 27.8 4.5 54.5 70.5 5.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 64.3 48.8 9.6 78.5 43.0 0.2 71.3 27.8 4.5 54.5 70.5 5.8 Queue Length 50th (ft) 133 234 16 153 205 0 240 137 0 35 184 0 Queue Length 95th (ft) #245 #330 112 #297 271 0 #418 187 34 75 #292 34 Internal Link Dist (ft) 3966 4053 2672 2544
Turn Bay Length (ft) 240 240 165 165 375 375 410 410
Base Capacity (vph) 286 857 720 268 837 524 411 1197 622 142 572 419 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.76 0.85 0.66 0.90 0.77 0.05 0.93 0.43 0.21 0.39 0.95 0.38 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
2: West Ln & Project Rd (Full Access) 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 109 159 986 38 66 1505
v/c Ratio 0.37 0.40 0.40 0.05 0.27 0.68
Control Delay 25.3 8.2 11.4 4.6 26.1 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 25.3 8.2 11.4 4.6 26.1 8.7
Queue Length 50th (ft) 28 0 82 0 17 132
Queue Length 95th (ft) 84 45 136 15 60 236
Internal Link Dist (ft) 1942 1387 472
Turn Bay Length (ft) 250 340
Base Capacity (vph) 662 692 3238 1021 331 3181
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.16 0.23 0.30 0.04 0.20 0.47
Intersection Summary

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 93 284 265 527 296 169 477 749 418 369 1031 232 v/c Ratio 0.21 0.62 0.49 0.62 0.34 0.33 0.89 0.63 0.64 0.85 1.43 0.50 Control Delay 52.6 63.1 8.7 59.9 53.4 8.4 88.5 60.1 12.9 89.3 248.0 17.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.6 63.1 8.7 59.9 53.4 8.4 88.5 60.1 12.9 89.3 248.0 17.4 Queue Length 50th (ft) 84 288 0 275 145 0 271 273 39 210 ~788 42 Queue Length 95th (ft) 141 401 83 345 196 65 340 326 160 272 #940 132 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 200 300 300 300 300 320
Base Capacity (vph) 438 461 538 851 877 506 601 1188 651 498 719 460 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.21 0.62 0.49 0.62 0.34 0.33 0.79 0.63 0.64 0.74 1.43 0.50 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 188 158 274 16 217 1371 73 1906
v/c Ratio 1.03 0.32 1.07 0.03 0.75 0.75 0.47 1.27
Control Delay 116.4 15.5 116.3 0.1 62.4 25.7 60.3 157.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 116.4 15.5 116.3 0.1 62.4 25.7 60.3 157.4
Queue Length 50th (ft) ~150 32 ~226 0 153 411 52 ~932
Queue Length 95th (ft) #299 88 #398 0 239 556 102 #1170 Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 183 499 257 473 386 1839 386 1500
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 1.03 0.32 1.07 0.03 0.56 0.75 0.19 1.27 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 88 83 157 164 24 1354 70 197 1958 v/c Ratio 0.63 0.40 0.51 0.50 0.20 0.71 0.11 0.69 0.72
Control Delay 72.9 41.2 52.1 34.6 59.9 33.4 0.3 59.0 23.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 72.9 41.2 52.1 34.6 59.9 33.4 0.3 59.0 23.7 Queue Length 50th (ft) 54 37 93 74 14 256 0 116 265
Queue Length 95th (ft) #208 98 227 152 56 533 0 281 #781 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 141 296 441 588 441 2436 812 441 2738 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.62 0.28 0.36 0.28 0.05 0.56 0.09 0.45 0.72 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 440 1152 220 576 993 208 280 778 202 279 1335 373 v/c Ratio 0.77 0.69 0.40 1.01 0.59 0.40 0.68 0.39 0.32 0.70 0.67 0.57 Control Delay 73.1 54.0 11.5 102.6 51.7 15.6 75.8 41.6 5.9 77.7 48.2 17.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 73.1 54.0 11.5 102.6 51.7 15.6 75.8 41.6 5.9 77.7 48.2 17.3 Queue Length 50th (ft) 219 301 21 ~311 251 38 139 177 0 138 335 91 Queue Length 95th (ft) #403 408 102 #592 345 126 227 234 60 234 444 226 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 570 2982 820 570 2982 806 570 3194 878 456 2982 859 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.77 0.39 0.27 1.01 0.33 0.26 0.49 0.24 0.23 0.61 0.45 0.43 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
8: Caywood Dr & Morada Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 15 1111 77 923 40 119 103 109
v/c Ratio 0.09 0.56 0.33 0.34 0.04 0.42 0.41 0.35
Control Delay 36.4 19.5 35.7 11.4 0.1 9.9 35.7 13.3
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.4 19.5 35.7 11.4 0.1 9.9 35.7 13.3
Queue Length 50th (ft) 6 138 30 72 0 0 42 5
Queue Length 95th (ft) 28 230 83 169 0 37 108 54
Internal Link Dist (ft) 1289 1260 552 170
Turn Bay Length (ft) 300 300 250 250
Base Capacity (vph) 277 2652 415 3153 1031 377 526 544
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.05 0.42 0.19 0.29 0.04 0.32 0.20 0.20 Intersection Summary

ATTACHMENT E
Queues
9: Cherbourg Wy & Morada Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 31 1204 173 998 40 155 223 220
v/c Ratio 0.21 0.76 0.61 0.44 0.05 0.54 0.66 0.64
Control Delay 45.2 31.9 45.8 19.3 0.1 12.2 42.7 39.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 45.2 31.9 45.8 19.3 0.1 12.2 42.7 39.5
Queue Length 50th (ft) 16 203 88 139 0 0 118 108
Queue Length 95th (ft) 50 #347 177 237 0 43 217 205
Internal Link Dist (ft) 1260 1170 828 237
Turn Bay Length (ft) 350 350 250 300
Base Capacity (vph) 210 1736 420 2408 812 350 599 594
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.69 0.41 0.41 0.05 0.44 0.37 0.37 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 184 1586 107 1005 344 159 175 235 193 v/c Ratio 0.69 0.94 0.57 0.96 0.60 0.66 0.46 0.73 0.47
Control Delay 66.0 52.5 67.5 63.7 22.6 66.3 32.8 64.5 35.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.0 52.5 67.5 63.7 22.6 66.3 32.8 64.5 35.9 Queue Length 50th (ft) 147 472 86 ~441 103 127 82 182 102 Queue Length 95th (ft) 234 #654 153 #678 228 208 157 #316 194 Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 510 1690 510 1050 572 583 719 364 484 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.36 0.94 0.21 0.96 0.60 0.27 0.24 0.65 0.40 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 263 1128 274 172 825 240 243 214 98 327 461 310 v/c Ratio 0.78 0.79 0.47 0.67 0.69 0.45 0.76 0.28 0.31 0.82 0.47 0.56 Control Delay 62.1 44.4 14.5 62.5 45.3 10.4 63.2 43.8 10.8 62.3 43.4 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.1 44.4 14.5 62.5 45.3 10.4 63.2 43.8 10.8 62.3 43.4 8.8 Queue Length 50th (ft) 169 261 39 112 191 11 155 49 0 210 106 0 Queue Length 95th (ft) #389 457 151 252 334 94 #400 87 47 #597 176 79 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 478 1446 581 398 1194 530 398 2201 731 398 2201 849 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.55 0.78 0.47 0.43 0.69 0.45 0.61 0.10 0.13 0.82 0.21 0.37 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 66 1417 70 62 1002 94 8 89 69 24 97 v/c Ratio 0.33 0.72 0.08 0.32 0.36 0.40 0.03 0.26 0.29 0.08 0.28 Control Delay 41.7 18.6 4.2 41.7 12.2 35.5 28.6 8.9 32.9 29.1 8.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 41.7 18.6 4.2 41.7 12.2 35.5 28.6 8.9 32.9 29.1 8.8 Queue Length 50th (ft) 29 243 0 27 89 41 3 0 29 10 0
Queue Length 95th (ft) 86 #582 26 82 207 92 16 36 71 32 38 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 602 2363 1041 579 3309 472 637 593 479 637 597 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.11 0.60 0.07 0.11 0.30 0.20 0.01 0.15 0.14 0.04 0.16 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 189 1334 35 18 878 88 61 21 66 57 120 v/c Ratio 0.64 0.57 0.03 0.19 0.49 0.11 0.46 0.10 0.25 0.44 0.45 Control Delay 59.9 17.4 0.1 60.2 23.9 4.1 66.0 45.1 3.5 65.4 13.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 59.9 17.4 0.1 60.2 23.9 4.1 66.0 45.1 3.5 65.4 13.3 Queue Length 50th (ft) 142 204 0 14 225 0 48 17 0 45 4
Queue Length 95th (ft) #323 #757 0 39 408 30 93 32 9 89 47 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 296 2360 1061 169 1793 830 169 585 564 169 576 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.64 0.57 0.03 0.11 0.49 0.11 0.36 0.04 0.12 0.34 0.21 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
15: West Ln & Marlette Rd 05/28/2024
Background_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 330 15 1058 87 49 1241
v/c Ratio 0.68 0.03 0.67 0.12 0.24 0.63
Control Delay 30.8 10.0 20.1 4.8 34.3 12.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 30.8 10.0 20.1 4.8 34.3 12.4
Queue Length 50th (ft) 134 0 197 0 21 163
Queue Length 95th (ft) 227 13 345 28 56 294
Internal Link Dist (ft) 770 1985 2672
Turn Bay Length (ft) 400 400 400
Base Capacity (vph) 939 847 1698 805 573 2945
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.35 0.02 0.62 0.11 0.09 0.42
Intersection Summary

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 234 687 420 247 712 23 367 597 119 16 514 123 v/c Ratio 0.88 0.83 0.61 0.88 0.83 0.04 0.92 0.43 0.17 0.18 0.94 0.30 Control Delay 74.4 45.5 7.4 72.0 44.6 0.1 66.5 24.2 3.4 50.2 69.2 2.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.4 45.5 7.4 72.0 44.6 0.1 66.5 24.2 3.4 50.2 69.2 2.6 Queue Length 50th (ft) 148 218 0 156 224 0 228 133 0 10 173 0 Queue Length 95th (ft) #286 #287 78 #294 294 0 #395 213 27 32 #280 7 Internal Link Dist (ft) 3966 4053 2672 2544
Turn Bay Length (ft) 240 240 165 165 375 375 410 410
Base Capacity (vph) 273 873 707 291 909 552 419 1387 699 91 545 410 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.86 0.79 0.59 0.85 0.78 0.04 0.88 0.43 0.17 0.18 0.94 0.30 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
2: West Ln & Project Rd (Full Access) 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 76 111 1302 129 242 1139
v/c Ratio 0.31 0.35 0.65 0.18 0.59 0.43
Control Delay 28.1 9.6 18.1 4.5 27.3 4.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.1 9.6 18.1 4.5 27.3 4.8
Queue Length 50th (ft) 25 0 138 0 78 79
Queue Length 95th (ft) 64 39 232 33 147 134
Internal Link Dist (ft) 1942 1387 472
Turn Bay Length (ft) 250 340
Base Capacity (vph) 378 425 2015 705 945 3329
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.20 0.26 0.65 0.18 0.26 0.34
Intersection Summary

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 69 84 59 478 79 216 98 1117 550 234 879 51 v/c Ratio 0.56 0.20 0.13 0.74 0.07 0.34 0.37 0.75 0.65 0.60 0.67 0.08 Control Delay 76.0 37.0 0.6 54.2 26.2 5.1 62.4 43.8 7.5 60.1 40.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 76.0 37.0 0.6 54.2 26.2 5.1 62.4 43.8 7.5 60.1 40.1 0.2 Queue Length 50th (ft) 61 54 0 209 22 0 43 347 0 103 385 0 Queue Length 95th (ft) 111 98 0 272 41 52 74 412 106 151 #485 0 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 200 300 300 300 300 320
Base Capacity (vph) 433 594 578 891 1337 725 314 1761 901 489 1406 700 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.16 0.14 0.10 0.54 0.06 0.30 0.31 0.63 0.61 0.48 0.63 0.07 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 130 94 144 8 156 1779 39 1351
v/c Ratio 0.64 0.26 0.67 0.02 0.59 0.83 0.27 0.79
Control Delay 52.6 11.7 53.3 0.1 49.5 22.1 50.6 26.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 52.6 11.7 53.3 0.1 49.5 22.1 50.6 26.0
Queue Length 50th (ft) 73 5 81 0 89 472 23 339
Queue Length 95th (ft) 152 49 166 0 174 #827 62 565
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 313 525 333 511 482 2133 482 1992
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.42 0.18 0.43 0.02 0.32 0.83 0.08 0.68 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT NBL NBT NBR SBL SBT
Lane Group Flow (vph) 93 75 124 140 66 1794 86 133 1374 v/c Ratio 0.68 0.37 0.47 0.46 0.42 0.80 0.11 0.59 0.54
Control Delay 77.4 40.3 54.0 29.3 60.1 31.7 0.7 59.1 22.7 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 77.4 40.3 54.0 29.3 60.1 31.7 0.7 59.1 22.7 Queue Length 50th (ft) 60 35 78 52 42 342 0 83 213
Queue Length 95th (ft) #218 89 185 114 114 #828 3 194 483 Internal Link Dist (ft) 509 757 551 600
Turn Bay Length (ft) 140 70 275 130 260
Base Capacity (vph) 137 291 427 570 427 2358 788 427 2549 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.68 0.26 0.29 0.25 0.15 0.76 0.11 0.31 0.54 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
7: West Ln & Hammer Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 597 1309 195 426 1153 176 498 1326 270 240 996 322 v/c Ratio 1.07 0.71 0.35 0.76 0.62 0.33 0.89 0.67 0.42 0.67 0.62 0.57 Control Delay 118.5 52.3 13.4 74.2 50.2 18.0 83.8 49.7 8.7 79.3 53.7 17.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 118.5 52.3 13.4 74.2 50.2 18.0 83.8 49.7 8.7 79.3 53.7 17.0 Queue Length 50th (ft) ~346 344 32 216 294 46 258 345 17 122 263 64 Queue Length 95th (ft) #614 446 109 #380 385 125 #479 444 97 202 334 178 Internal Link Dist (ft) 1522 1363 1435 492
Turn Bay Length (ft) 265 265 340 190 390 390 390 330
Base Capacity (vph) 557 2913 783 557 2913 767 557 3122 884 445 2913 831 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 1.07 0.45 0.25 0.76 0.40 0.23 0.89 0.42 0.31 0.54 0.34 0.39 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
8: Caywood Dr & Morada Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 57 853 50 729 135 59 72 81
v/c Ratio 0.21 0.35 0.19 0.30 0.16 0.23 0.26 0.26
Control Delay 28.7 15.6 28.6 15.4 4.7 17.8 28.2 12.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 28.7 15.6 28.6 15.4 4.7 17.8 28.2 12.1
Queue Length 50th (ft) 19 94 17 79 0 7 25 3
Queue Length 95th (ft) 58 156 53 132 36 42 71 43
Internal Link Dist (ft) 1289 1260 552 170
Turn Bay Length (ft) 300 300 250 250
Base Capacity (vph) 383 3773 383 3814 1221 388 728 703
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.15 0.23 0.13 0.19 0.11 0.15 0.10 0.12 Intersection Summary

ATTACHMENT E
Queues
9: Cherbourg Wy & Morada Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBT SBL SBT
Lane Group Flow (vph) 126 809 95 848 138 115 155 150
v/c Ratio 0.42 0.49 0.36 0.54 0.24 0.44 0.48 0.46
Control Delay 36.5 21.8 37.1 23.8 5.9 21.9 35.8 32.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 36.5 21.8 37.1 23.8 5.9 21.9 35.8 32.6
Queue Length 50th (ft) 52 105 39 117 0 16 66 56
Queue Length 95th (ft) 126 182 103 201 42 76 153 140
Internal Link Dist (ft) 1260 1170 828 237
Turn Bay Length (ft) 350 350 250 300
Base Capacity (vph) 595 3312 446 3097 1018 343 565 561
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 0.21 0.24 0.21 0.27 0.14 0.34 0.27 0.27 Intersection Summary

ATTACHMENT E
Queues
11: Glacier Point Dr & Morada Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT WBL WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 38 1065 48 1339 77 48 54 103 81
v/c Ratio 0.25 0.46 0.29 0.81 0.10 0.27 0.17 0.47 0.19
Control Delay 48.6 22.6 48.5 31.6 2.4 47.5 12.5 47.9 10.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 48.6 22.6 48.5 31.6 2.4 47.5 12.5 47.9 10.8 Queue Length 50th (ft) 19 146 24 332 0 24 3 51 6
Queue Length 95th (ft) 60 288 71 #728 14 71 34 123 41
Internal Link Dist (ft) 1050 631 505 258
Turn Bay Length (ft) 310 215 100
Base Capacity (vph) 727 2345 727 1654 764 830 969 519 687 Starvation Cap Reductn 000000000
Spillback Cap Reductn 000000000
Storage Cap Reductn 000000000
Reduced v/c Ratio 0.05 0.45 0.07 0.81 0.10 0.06 0.06 0.20 0.12 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
12: Holman Rd & Morada Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 190 717 148 148 977 266 193 351 184 175 255 172 v/c Ratio 0.64 0.47 0.26 0.58 0.69 0.46 0.67 0.43 0.45 0.63 0.33 0.45 Control Delay 51.8 31.8 7.1 52.9 37.7 12.8 54.8 39.4 9.7 53.9 38.9 10.0 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 51.8 31.8 7.1 52.9 37.7 12.8 54.8 39.4 9.7 53.9 38.9 10.0 Queue Length 50th (ft) 98 118 0 77 177 25 100 67 0 91 48 0 Queue Length 95th (ft) 264 271 56 217 398 140 279 135 62 254 101 60 Internal Link Dist (ft) 631 1519 1612 1594
Turn Bay Length (ft) 250 225 300 215 315 215 300 225
Base Capacity (vph) 573 1680 614 477 1409 580 477 2635 898 477 2635 892 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.33 0.43 0.24 0.31 0.69 0.46 0.40 0.13 0.20 0.37 0.10 0.19 Intersection Summary

ATTACHMENT E
Queues
13: Maranatha Dr & Morada Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 76 998 37 109 1450 29 16 98 54 16 38 v/c Ratio 0.30 0.51 0.04 0.37 0.50 0.12 0.05 0.28 0.22 0.05 0.12 Control Delay 35.3 16.1 1.5 34.4 14.1 27.4 26.5 8.7 28.8 26.5 2.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 35.3 16.1 1.5 34.4 14.1 27.4 26.5 8.7 28.8 26.5 2.9 Queue Length 50th (ft) 25 136 0 35 131 9 5 0 18 5 0
Queue Length 95th (ft) 97 366 7 126 333 38 25 39 60 25 9 Internal Link Dist (ft) 1519 790 491 364
Turn Bay Length (ft) 300 310 90 90 90 90
Base Capacity (vph) 793 2768 1224 762 3897 619 829 750 619 829 733 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.10 0.36 0.03 0.14 0.37 0.05 0.02 0.13 0.09 0.02 0.05 Intersection Summary

ATTACHMENT E
Queues
14: Diamond Bar Pl & Morada Ln 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT
Lane Group Flow (vph) 227 865 46 52 1248 182 27 16 30 141 284 v/c Ratio 0.80 0.39 0.05 0.43 0.68 0.21 0.27 0.09 0.11 0.90 0.62 Control Delay 74.9 17.1 0.1 70.8 29.1 8.7 67.2 49.6 0.8 109.5 12.9 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 74.9 17.1 0.1 70.8 29.1 8.7 67.2 49.6 0.8 109.5 12.9 Queue Length 50th (ft) 190 177 0 45 399 21 23 14 0 125 14 Queue Length 95th (ft) #335 398 0 88 #792 92 55 29 0 #254 80 Internal Link Dist (ft) 790 329 528 581
Turn Bay Length (ft) 180 180 100 110 65 65 150
Base Capacity (vph) 294 2211 1002 158 1839 863 157 542 551 157 649 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.77 0.39 0.05 0.33 0.68 0.21 0.17 0.03 0.05 0.90 0.44 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
15: West Ln & Marlette Rd 05/28/2024
Background_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Lane Group WBL WBR NBT NBR SBL SBT
Lane Group Flow (vph) 196 7 1266 147 60 1186
v/c Ratio 0.58 0.02 0.68 0.16 0.29 0.52
Control Delay 32.0 13.7 17.3 3.3 32.0 7.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 32.0 13.7 17.3 3.3 32.0 7.9
Queue Length 50th (ft) 75 0 218 0 23 114
Queue Length 95th (ft) 140 9 #411 32 59 203
Internal Link Dist (ft) 770 1985 2672
Turn Bay Length (ft) 400 400 400
Base Capacity (vph) 878 789 1857 900 532 2980
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.22 0.01 0.68 0.16 0.11 0.40
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Appendix J: Cumulative and
Cumulative Plus Project Signal
Warrant Worksheets

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative No Project Minor Street Caywood Drive Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 23 0 0 73 North/South
Through 0 0 1,282 876 x East/West
Right 0 0 107 0
Total 23 0 1,389 949
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,338 23
Major Street Minor Street Warrant Met Morada Lane Caywood Drive 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Cum_NP_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative No Project Minor Street Caywood Drive Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 19 0 0 49 North/South
Through 0 0 874 1,045 x East/West
Right 0 0 46 0
Total 19 0 920 1,094
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,014 19
Major Street Minor Street Warrant Met Morada Lane Caywood Drive 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Cum_NP_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative No Project Minor Street Cherbourg Way Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 8 0 0 161 North/South
Through 0 0 1,315 941 x East/West
Right 0 0 57 0
Total 8 0 1,372 1,102
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,474 8
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Cum_NP_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative No Project Minor Street Cherbourg Way Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 33 0 0 92 North/South
Through 0 0 847 1,061 x East/West
Right 0 0 65 0
Total 33 0 912 1,153
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,065 33
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Cum_NP_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative No Project Minor Street Fox Creek Drive Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 25 0 0 77 North/South
Through 0 0 1,413 1,077 x East/West
Right 0 0 38 0
Total 25 0 1,451 1,154
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,605 25
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Cum_NP_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative No Project Minor Street Fox Creek Drive Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 44 0 0 90 North/South
Through 0 0 869 1,109 x East/West
Right 0 0 54 0
Total 44 0 923 1,199
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 2,122 44
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Cum_NP_PM

ATTACHMENT E
Project Bear Creek South Residential
Major Street West Lane Scenario Cumulative Plus Project Minor Street Project Driveway #1 Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 61 0 100 x North/South
Through 1,220 1,859 0 0 East/West
Right 35 0 0 146
Total 1,255 1,920 0 246
Major Street Minor Street Warrant Met West Lane Project Driveway #1 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Traffic Volume (VPH) * 3,175 246
32 YES
Number of Approach Lanes
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
West Lane_Dvwy 1_Cum_P_AM

ATTACHMENT E
Project Bear Creek South Residential
Major Street West Lane Scenario Cumulative Plus Project Minor Street Project Driveway #1 Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 0 223 0 70 x North/South
Through 1,768 1,473 0 0 East/West
Right 119 0 0 102
Total 1,887 1,696 0 172
Major Street Minor Street Warrant Met West Lane Project Driveway #1 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 3,583 172
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
West Lane_Dvwy 1_Cum_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative Plus Project Minor Street Caywood Drive/Project Driveway #3 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 23 105 14 73 North/South
Through 0 2 1,324 1,008 x East/West
Right 0 86 107 36
Total 23 193 1,445 1,117
Major Street Minor Street Warrant Met Morada Lane Caywood Drive/Project Driveway #3 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,562 193
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Cum_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative Plus Project Minor Street Caywood Drive/Project Driveway #3 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 19 75 54 49 North/South
Through 2 2 1,038 1,143 x East/West
Right 0 67 46 127
Total 21 144 1,138 1,319
Major Street Minor Street Warrant Met Morada Lane Caywood Drive/Project Driveway #3 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,457 144
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 3_Cum_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative Plus Project Minor Street Cherbourg Way/Project Driveway #4 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 8 343 28 161 North/South
Through 0 2 1,434 1,059 x East/West
Right 0 50 57 36
Total 8 395 1,519 1,256
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way/Project Driveway #4 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,775 395
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Cum_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative Plus Project Minor Street Cherbourg Way/Project Driveway #4 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 33 244 117 92 North/South
Through 3 2 969 1,248 x East/West
Right 0 38 65 128
Total 36 284 1,151 1,468
Major Street Minor Street Warrant Met Morada Lane Cherbourg Way/Project Driveway #4 * Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 2
YES
Traffic Volume (VPH) * 2,619 284
0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 4_Cum_P_PM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative Plus Project Minor Street Fox Creek Drive/Project Driveway #5 Peak Hour AM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 25 0 14 77 North/South
Through 0 0 1,861 1,149 x East/West
Right 0 0 38 80
Total 25 0 1,913 1,306
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 1
NO
Traffic Volume (VPH) * 3,219 25
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive/Project Driveway #5 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Cum_P_AM

ATTACHMENT E
* NB Approach is wide enough to accommodate left-turning and right-turning vehicles at the same time.

Right-turning vehicles removed from NB Approach per signal warrant analysis standard practice.

Project Bear Creek South Residential
Major Street Morada Lane Scenario Cumulative Plus Project Minor Street Fox Creek Drive/Project Driveway #5 Peak Hour PM Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 44 0 47 90 North/South
Through 0 0 1,188 1,364 x East/West
Right 0 0 54 291
Total 44 0 1,289 1,745
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 3 1
NO
Traffic Volume (VPH) * 3,034 44
Major Street Minor Street Warrant Met Morada Lane Fox Creek Drive/Project Driveway #5 0 100
200
300
400
500
300 400 500 600 700 800 900 1000 1100 1200 1300
Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR
ABOVE 40 MPH ON MAJOR STREET)
100*
75*
* Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Morada_Dvwy 5_Cum_P_PM

ATTACHMENT E
Appendix K: Cumulative and
Cumulative Plus Project
LOS Worksheets

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 982 469 332 1058 50 347 509 285 55 548 182 Future Volume (veh/h) 208 982 469 332 1058 50 347 509 285 55 548 182 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 1045 349 353 1126 53 369 541 303 59 583 194 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 259 1472 457 434 1371 426 456 1038 457 77 723 322 Arrive On Green 0.15 0.29 0.29 0.13 0.27 0.27 0.13 0.29 0.29 0.04 0.20 0.20 Sat Flow, veh/h 1781 5106 1585 3456 5106 1585 3456 3554 1564 1781 3554 1585 Grp Volume(v), veh/h 221 1045 349 353 1126 53 369 541 303 59 583 194 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1702 1585 1728 1777 1564 1781 1777 1585 Q Serve(g_s), s 10.6 16.1 17.6 8.7 18.2 2.2 9.1 11.2 14.9 2.9 13.7 9.7 Cycle Q Clear(g_c), s 10.6 16.1 17.6 8.7 18.2 2.2 9.1 11.2 14.9 2.9 13.7 9.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 259 1472 457 434 1371 426 456 1038 457 77 723 322 V/C Ratio(X) 0.85 0.71 0.76 0.81 0.82 0.12 0.81 0.52 0.66 0.76 0.81 0.60 Avail Cap(c_a), veh/h 325 1687 524 512 1513 470 591 1134 499 162 850 379 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.6 27.9 28.5 37.4 30.1 24.3 37.0 25.9 27.3 41.5 33.3 31.7 Incr Delay (d2), s/veh 16.2 1.2 5.8 8.4 3.5 0.1 6.4 0.4 2.9 14.2 5.0 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 6.2 6.8 4.0 7.3 0.8 4.0 4.4 5.4 1.6 6.3 3.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.8 29.1 34.3 45.8 33.6 24.4 43.4 26.4 30.2 55.7 38.3 33.7 LnGrp LOS DCCDCCDCCEDC
Approach Vol, veh/h 1615 1532 1213 836
Approach Delay, s/veh 33.5 36.1 32.5 38.5
Approach LOS CDCD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.0 31.3 16.6 23.9 17.8 29.6 8.8 31.6 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 13.0 29.0 15.0 21.0 16.0 26.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 10.7 19.6 11.1 15.7 12.6 20.2 4.9 16.9 Green Ext Time (p_c), s 0.3 5.2 0.5 2.1 0.2 3.4 0.0 3.3 Intersection Summary
HCM 6th Ctrl Delay 34.8
HCM 6th LOS C

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 197 562 404 296 362 196 505 791 344 432 1176 251 Future Volume (veh/h) 197 562 404 296 362 196 505 791 344 432 1176 251 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.83 1.00 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 214 611 307 322 393 213 549 860 374 470 1278 273 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 474 946 350 392 248 135 369 1260 386 369 1260 383 Arrive On Green 0.27 0.27 0.27 0.22 0.22 0.22 0.11 0.25 0.25 0.11 0.25 0.25 Sat Flow, veh/h 1781 3554 1316 1781 1129 612 3456 5106 1563 3456 5106 1550 Grp Volume(v), veh/h 214 611 307 322 0 606 549 860 374 470 1278 273 Grp Sat Flow(s),veh/h/ln 1781 1777 1316 1781 0 1740 1728 1702 1563 1728 1702 1550 Q Serve(g_s), s 15.0 22.8 33.5 25.8 0.0 33.0 16.0 22.9 35.5 16.0 37.0 24.1 Cycle Q Clear(g_c), s 15.0 22.8 33.5 25.8 0.0 33.0 16.0 22.9 35.5 16.0 37.0 24.1 Prop In Lane 1.00 1.00 1.00 0.35 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 474 946 350 392 0 383 369 1260 386 369 1260 383 V/C Ratio(X) 0.45 0.65 0.88 0.82 0.00 1.58 1.49 0.68 0.97 1.27 1.01 0.71 Avail Cap(c_a), veh/h 475 948 351 392 0 383 369 1260 386 369 1260 383 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.9 48.7 52.6 55.6 0.0 58.5 67.0 51.1 55.9 67.0 56.5 51.6 Incr Delay (d2), s/veh 0.7 1.5 21.1 12.3 0.0 274.1 233.8 1.5 37.6 143.0 28.9 6.2 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 6.9 10.5 13.2 12.7 0.0 43.4 19.0 9.8 17.8 14.2 18.8 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 50.3 73.8 67.9 0.0 332.5 300.7 52.7 93.5 209.9 85.3 57.8 LnGrp LOS D D E E A F F D F F F E
Approach Vol, veh/h 1132 928 1783 2021
Approach Delay, s/veh 55.9 240.7 137.6 110.6
Approach LOS E F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 22.0 43.0 39.0 22.0 43.0 45.9
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 16.0 37.0 33.0 16.0 37.0 40.0 Max Q Clear Time (g_c+I1), s 18.0 37.5 35.0 18.0 39.0 35.5 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 2.5
Intersection Summary
HCM 6th Ctrl Delay 128.8
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 164 4 145 235 17 15 199 1285 65 66 1779 113 Future Volume (vph) 164 4 145 235 17 15 199 1285 65 66 1779 113 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1776 1583 1780 1563 1770 5038 1770 5032 Flt Permitted 0.33 1.00 0.50 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 608 1583 933 1563 1770 5038 1770 5032 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) 178 4 158 255 18 16 216 1397 71 72 1934 123 RTOR Reduction (vph) 0 0 76 0 0 12 040060
Lane Group Flow (vph) 0 182 82 0 273 4 216 1464 0 72 2051 0 Confl. Peds. (#/hr) 1 6 2
Confl. Bikes (#/hr) 61
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 26.7 26.7 26.7 26.7 18.6 64.2 8.7 54.3 Effective Green, g (s) 26.7 26.7 26.7 26.7 18.6 64.2 8.7 54.3 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.16 0.56 0.08 0.47 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 140 365 215 361 284 2797 133 2363
v/s Ratio Prot c0.12 0.29 0.04 c0.41
v/s Ratio Perm c0.30 0.05 0.29 0.00
v/c Ratio 1.30 0.22 1.27 0.01 0.76 0.52 0.54 0.87
Uniform Delay, d1 44.4 36.1 44.4 34.3 46.4 16.1 51.5 27.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 177.4 0.3 152.7 0.0 11.4 0.2 4.4 3.7 Delay (s) 221.8 36.4 197.2 34.3 57.7 16.3 56.0 31.1
Level of Service F D F C E B E C
Approach Delay (s) 135.7 188.2 21.6 31.9
Approach LOS F F C C
Intersection Summary
HCM 2000 Control Delay 46.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.96
Actuated Cycle Length (s) 115.6 Sum of lost time (s) 16.0 Intersection Capacity Utilization 82.1% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 77 45 32 146 73 75 22 1358 65 168 1935 56 Future Volume (veh/h) 77 45 32 146 73 75 22 1358 65 168 1935 56 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 84 49 35 159 79 82 24 1476 71 183 2103 61 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 109 80 57 197 107 111 36 2311 716 224 2846 82 Arrive On Green 0.06 0.08 0.08 0.11 0.13 0.13 0.02 0.45 0.45 0.13 0.56 0.56 Sat Flow, veh/h 1781 1011 722 1781 833 865 1781 5106 1582 1781 5097 147 Grp Volume(v), veh/h 84 0 84 159 0 161 24 1476 71 183 1403 761 Grp Sat Flow(s),veh/h/ln 1781 0 1734 1781 0 1698 1781 1702 1582 1781 1702 1840 Q Serve(g_s), s 4.2 0.0 4.2 7.9 0.0 8.3 1.2 20.1 2.3 9.1 28.0 28.2 Cycle Q Clear(g_c), s 4.2 0.0 4.2 7.9 0.0 8.3 1.2 20.1 2.3 9.1 28.0 28.2 Prop In Lane 1.00 0.42 1.00 0.51 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 109 0 137 197 0 218 36 2311 716 224 1901 1027 V/C Ratio(X) 0.77 0.00 0.61 0.81 0.00 0.74 0.67 0.64 0.10 0.82 0.74 0.74 Avail Cap(c_a), veh/h 295 0 402 394 0 488 118 2311 716 610 2332 1260 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 41.9 0.0 40.3 39.3 0.0 38.0 44.1 19.1 14.2 38.5 15.0 15.1 Incr Delay (d2), s/veh 10.8 0.0 4.4 7.7 0.0 4.9 19.8 0.6 0.1 7.1 1.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 2.0 3.9 0.0 3.7 0.7 7.3 0.8 4.2 9.5 10.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.6 0.0 44.7 47.0 0.0 42.8 63.8 19.7 14.3 45.6 16.0 16.9 LnGrp LOS D A D D A D E B B D B B
Approach Vol, veh/h 168 320 1571 2347
Approach Delay, s/veh 48.7 44.9 20.1 18.6
Approach LOS D D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.4 47.0 15.0 12.2 6.8 56.5 10.5 16.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 37.0 20.0 21.0 6.0 62.0 15.0 26.0 Max Q Clear Time (g_c+I1), s 11.1 22.1 9.9 6.2 3.2 30.2 6.2 10.3 Green Ext Time (p_c), s 0.4 8.8 0.3 0.3 0.0 20.3 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 22.2
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 432 1140 218 570 983 224 277 850 200 313 1476 350 Future Volume (veh/h) 432 1140 218 570 983 224 277 850 200 313 1476 350 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 455 1200 229 600 1035 236 292 895 211 329 1554 368 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 521 1623 391 657 1876 454 341 1941 471 379 2012 493 Arrive On Green 0.15 0.25 0.25 0.19 0.29 0.29 0.10 0.30 0.30 0.11 0.31 0.31 Sat Flow, veh/h 3456 6434 1549 3456 6434 1557 3456 6434 1562 3456 6434 1576 Grp Volume(v), veh/h 455 1200 229 600 1035 236 292 895 211 329 1554 368 Grp Sat Flow(s),veh/h/ln 1728 1609 1549 1728 1609 1557 1728 1609 1562 1728 1609 1576 Q Serve(g_s), s 18.5 24.6 18.6 24.4 19.5 18.2 11.9 16.2 15.7 13.4 31.4 30.0 Cycle Q Clear(g_c), s 18.5 24.6 18.6 24.4 19.5 18.2 11.9 16.2 15.7 13.4 31.4 30.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 521 1623 391 657 1876 454 341 1941 471 379 2012 493 V/C Ratio(X) 0.87 0.74 0.59 0.91 0.55 0.52 0.86 0.46 0.45 0.87 0.77 0.75 Avail Cap(c_a), veh/h 722 1883 453 722 1883 456 385 2197 533 433 2287 560 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.6 49.3 47.1 57.0 42.9 42.5 63.7 40.7 40.5 62.9 44.7 44.2 Incr Delay (d2), s/veh 8.6 1.3 1.5 15.3 0.3 1.0 15.8 0.2 0.7 15.4 1.5 4.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 8.6 9.9 7.3 11.9 7.7 7.1 5.9 6.4 6.1 6.7 12.5 12.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.2 50.7 48.5 72.2 43.3 43.5 79.4 40.8 41.1 78.2 46.2 49.0 LnGrp LOS E D D E D D E D D E D D
Approach Vol, veh/h 1884 1871 1398 2251
Approach Delay, s/veh 54.6 52.6 48.9 51.3
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.7 49.3 32.3 41.2 19.2 50.9 26.6 46.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 49.0 30.0 42.0 16.0 51.0 30.0 42.0 Max Q Clear Time (g_c+I1), s 15.4 18.2 26.4 26.6 13.9 33.4 20.5 21.5 Green Ext Time (p_c), s 0.3 7.6 0.9 7.8 0.2 11.3 1.2 7.9 Intersection Summary
HCM 6th Ctrl Delay 52.0
HCM 6th LOS D

ATTACHMENT E
HCM 6th TWSC
8: Caywood Dr & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 7.5
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1282 107 73 876 23 90
Future Vol, veh/h 1282 107 73 876 23 90
Conflicting Peds, #/hr 0 26 26 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 240 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1393 116 79 952 25 98
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1535 0 2111 781
Stage 1 - - - - 1477 -
Stage 2 - - - - 634 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 429 - 44 338
Stage 1 - - - - 176 -
Stage 2 - - - - 491 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 418 - 35 330
Mov Cap-2 Maneuver - - - - 35 -
Stage 1 - - - - 172 -
Stage 2 - - - - 398 -
Approach EB WB NB
HCM Control Delay, s 0 1.2 151.7

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 122 - - 418 -
HCM Lane V/C Ratio 1.007 - - 0.19 -
HCM Control Delay (s) 151.7 - - 15.6 -
HCM Lane LOS F - - C -
HCM 95th %tile Q(veh) 6.8 - - 0.7 -

ATTACHMENT E
HCM 6th TWSC
9: Cherbourg Wy & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 6.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1315 57 161 941 8 136
Future Vol, veh/h 1315 57 161 941 8 136
Conflicting Peds, #/hr 0 16 16 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 180 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1429 62 175 1023 9 148
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1507 0 2338 762
Stage 1 - - - - 1476 -
Stage 2 - - - - 862 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 440 - 31 347
Stage 1 - - - - 176 -
Stage 2 - - - - 374 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 433 - 18 342
Mov Cap-2 Maneuver - - - - 18 -
Stage 1 - - - - 173 -
Stage 2 - - - - 223 -
Approach EB WB NB
HCM Control Delay, s 0 2.8 102.1

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 171 - - 433 -
HCM Lane V/C Ratio 0.915 - - 0.404 -
HCM Control Delay (s) 102.1 - - 18.8 -
HCM Lane LOS F - - C -
HCM 95th %tile Q(veh) 6.8 - - 1.9 -

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 18.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 1413 38 77 1077 25 124
Future Vol, veh/h 1413 38 77 1077 25 124
Conflicting Peds, #/hr 0 99000
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 1536 41 84 1171 27 135
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1586 0 2320 798
Stage 1 - - - - 1566 -
Stage 2 - - - - 754 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 410 - 32 329
Stage 1 - - - - 158 -
Stage 2 - - - - 425 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 406 - ~ 25 326
Mov Cap-2 Maneuver - - - - ~ 25 -
Stage 1 - - - - 157 -
Stage 2 - - - - 337 -
Approach EB WB NB
HCM Control Delay, s 0 1.1 $ 338.2

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 108 - - 406 -
HCM Lane V/C Ratio 1.5 - - 0.206 -
HCM Control Delay (s) $ 338.2 - - 16.2 -
HCM Lane LOS F - - C -
HCM 95th %tile Q(veh) 11.9 - - 0.8 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 1206 162 98 902 316 146 55 105 216 71 106 Future Volume (veh/h) 169 1206 162 98 902 316 146 55 105 216 71 106 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 0.98 1.00 0.90 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 184 1311 176 107 980 343 159 60 114 235 77 115 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 216 1675 225 133 1647 488 187 122 232 268 165 246 Arrive On Green 0.12 0.37 0.37 0.07 0.32 0.32 0.11 0.21 0.21 0.15 0.26 0.26 Sat Flow, veh/h 1781 4535 609 1781 5106 1513 1781 571 1084 1781 634 947 Grp Volume(v), veh/h 184 984 503 107 980 343 159 0 174 235 0 192 Grp Sat Flow(s),veh/h/ln 1781 1702 1740 1781 1702 1513 1781 0 1655 1781 0 1582 Q Serve(g_s), s 11.1 28.1 28.1 6.5 17.7 21.8 9.6 0.0 10.1 14.2 0.0 11.2 Cycle Q Clear(g_c), s 11.1 28.1 28.1 6.5 17.7 21.8 9.6 0.0 10.1 14.2 0.0 11.2 Prop In Lane 1.00 0.35 1.00 1.00 1.00 0.66 1.00 0.60
Lane Grp Cap(c), veh/h 216 1257 642 133 1647 488 187 0 354 268 0 411 V/C Ratio(X) 0.85 0.78 0.78 0.81 0.60 0.70 0.85 0.00 0.49 0.88 0.00 0.47 Avail Cap(c_a), veh/h 325 1644 840 146 1954 579 195 0 362 373 0 505 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 47.2 30.7 30.7 50.0 31.2 32.6 48.2 0.0 37.9 45.6 0.0 34.2 Incr Delay (d2), s/veh 12.9 1.9 3.6 25.4 0.4 3.1 27.3 0.0 1.1 15.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 11.2 11.7 3.7 7.0 8.4 5.7 0.0 4.2 7.4 0.0 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.1 32.6 34.3 75.4 31.5 35.7 75.5 0.0 38.9 61.1 0.0 35.1 LnGrp LOS E C C E C D E A D E A D
Approach Vol, veh/h 1671 1430 333 427
Approach Delay, s/veh 36.1 35.8 56.4 49.4
Approach LOS D D E D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.2 46.5 16.5 33.5 18.3 41.4 21.5 28.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 53.0 12.0 35.0 20.0 42.0 23.0 24.0 Max Q Clear Time (g_c+I1), s 8.5 30.1 11.6 13.2 13.1 23.8 16.2 12.1 Green Ext Time (p_c), s 0.0 10.4 0.0 1.2 0.3 7.4 0.4 0.8 Intersection Summary
HCM 6th Ctrl Delay 39.2
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 241 1038 248 167 793 229 229 204 95 312 441 294 Future Volume (veh/h) 241 1038 248 167 793 229 229 204 95 312 441 294 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 259 1116 267 180 853 246 246 219 102 335 474 316 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 298 1329 403 217 1098 331 285 971 297 375 1228 374 Arrive On Green 0.17 0.26 0.26 0.12 0.22 0.22 0.16 0.19 0.19 0.21 0.24 0.24 Sat Flow, veh/h 1781 5106 1547 1781 5106 1541 1781 5106 1560 1781 5106 1557 Grp Volume(v), veh/h 259 1116 267 180 853 246 246 219 102 335 474 316 Grp Sat Flow(s),veh/h/ln 1781 1702 1547 1781 1702 1541 1781 1702 1560 1781 1702 1557 Q Serve(g_s), s 14.4 21.0 15.6 10.0 16.0 15.1 13.6 3.7 5.7 18.5 7.9 19.6 Cycle Q Clear(g_c), s 14.4 21.0 15.6 10.0 16.0 15.1 13.6 3.7 5.7 18.5 7.9 19.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 298 1329 403 217 1098 331 285 971 297 375 1228 374 V/C Ratio(X) 0.87 0.84 0.66 0.83 0.78 0.74 0.86 0.23 0.34 0.89 0.39 0.84 Avail Cap(c_a), veh/h 527 1329 403 527 1209 365 615 1460 446 615 1460 445 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.1 35.5 33.5 43.5 37.5 37.2 41.5 34.7 35.6 38.9 32.2 36.7 Incr Delay (d2), s/veh 7.7 5.0 4.0 7.9 3.0 7.2 7.6 0.1 0.7 9.5 0.2 12.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.7 8.8 6.1 4.8 6.7 6.2 6.3 1.5 2.2 8.7 3.1 8.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 48.9 40.4 37.5 51.4 40.5 44.4 49.0 34.9 36.3 48.4 32.4 48.8 LnGrp LOS DDDDDDDCDDCD
Approach Vol, veh/h 1642 1279 567 1125
Approach Delay, s/veh 41.3 42.8 41.3 41.8
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 26.4 25.3 17.4 32.4 21.2 30.4 21.9 27.8 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 35.0 29.0 30.0 24.0 35.0 29.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 20.5 7.7 12.0 23.0 15.6 21.6 16.4 18.0 Green Ext Time (p_c), s 0.8 1.5 0.4 0.8 0.6 2.4 0.6 3.2 Intersection Summary
HCM 6th Ctrl Delay 41.8
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 1313 68 60 932 32 91 7 87 67 23 94 Future Volume (veh/h) 64 1313 68 60 932 32 91 7 87 67 23 94 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 1412 73 65 1002 34 98 8 94 72 25 101 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 88 2496 129 85 2540 86 317 277 234 331 277 230 Arrive On Green 0.05 0.50 0.50 0.05 0.50 0.50 0.15 0.15 0.15 0.15 0.15 0.15 Sat Flow, veh/h 1781 4963 257 1781 5071 172 1261 1870 1582 1290 1870 1557 Grp Volume(v), veh/h 69 968 517 65 672 364 98 8 94 72 25 101 Grp Sat Flow(s),veh/h/ln 1781 1702 1816 1781 1702 1838 1261 1870 1582 1290 1870 1557 Q Serve(g_s), s 1.9 9.8 9.8 1.8 6.1 6.1 3.6 0.2 2.7 2.5 0.6 2.9 Cycle Q Clear(g_c), s 1.9 9.8 9.8 1.8 6.1 6.1 4.2 0.2 2.7 2.7 0.6 2.9 Prop In Lane 1.00 0.14 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 88 1712 913 85 1705 921 317 277 234 331 277 230 V/C Ratio(X) 0.78 0.57 0.57 0.77 0.39 0.39 0.31 0.03 0.40 0.22 0.09 0.44 Avail Cap(c_a), veh/h 716 3557 1897 716 3557 1921 966 1240 1049 996 1240 1033 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.4 8.6 8.6 23.4 7.7 7.7 20.1 18.1 19.2 19.3 18.3 19.3 Incr Delay (d2), s/veh 13.7 0.3 0.6 13.3 0.1 0.3 0.5 0.0 1.1 0.3 0.1 1.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.0 2.5 2.7 1.0 1.5 1.7 1.0 0.1 1.0 0.7 0.2 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.1 8.9 9.1 36.7 7.9 8.0 20.7 18.2 20.3 19.6 18.4 20.6 LnGrp LOS D A A D A A C B C B B C
Approach Vol, veh/h 1554 1101 200 198
Approach Delay, s/veh 10.2 9.6 20.4 20.0
Approach LOS B A C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.4 30.0 12.4 7.5 29.9 12.4
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 52.0 33.0 20.0 52.0 33.0 Max Q Clear Time (g_c+I1), s 3.8 11.8 4.9 3.9 8.1 6.2
Green Ext Time (p_c), s 0.1 13.2 0.7 0.1 7.9 0.7
Intersection Summary
HCM 6th Ctrl Delay 11.3
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 1247 34 18 852 87 59 21 65 56 5 113 Future Volume (veh/h) 186 1247 34 18 852 87 59 21 65 56 5 113 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 198 1327 36 19 906 93 63 22 69 60 5 120 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 229 3372 91 35 2594 265 82 193 162 78 6 155
Arrive On Green 0.13 0.66 0.66 0.02 0.55 0.55 0.05 0.10 0.10 0.04 0.10 0.10 Sat Flow, veh/h 1781 5107 139 1781 4704 481 1781 1870 1576 1781 64 1531 Grp Volume(v), veh/h 198 884 479 19 655 344 63 22 69 60 0 125 Grp Sat Flow(s),veh/h/ln 1781 1702 1842 1781 1702 1782 1781 1870 1576 1781 0 1595 Q Serve(g_s), s 13.1 14.3 14.3 1.3 12.8 12.9 4.2 1.3 4.9 4.0 0.0 9.2 Cycle Q Clear(g_c), s 13.1 14.3 14.3 1.3 12.8 12.9 4.2 1.3 4.9 4.0 0.0 9.2 Prop In Lane 1.00 0.08 1.00 0.27 1.00 1.00 1.00 0.96
Lane Grp Cap(c), veh/h 229 2248 1216 35 1877 982 82 193 162 78 0 161 V/C Ratio(X) 0.86 0.39 0.39 0.55 0.35 0.35 0.77 0.11 0.42 0.77 0.00 0.78 Avail Cap(c_a), veh/h 377 2248 1216 154 1877 982 229 388 327 229 0 327 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) 0.81 0.81 0.81 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.3 9.4 9.4 58.3 15.0 15.0 56.6 48.8 50.5 56.8 0.0 52.6 Incr Delay (d2), s/veh 9.1 0.4 0.8 12.6 0.5 1.0 14.1 0.3 1.8 14.7 0.0 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 4.9 5.4 0.7 4.8 5.2 2.2 0.6 2.0 2.1 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.3 9.8 10.1 70.9 15.5 16.0 70.8 49.1 52.2 71.5 0.0 60.4 LnGrp LOS EABEBBEDDEAE
Approach Vol, veh/h 1561 1018 154 185
Approach Delay, s/veh 16.3 16.7 59.4 64.0
Approach LOS BBEE
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 85.4 9.8 17.8 20.0 72.4 10.1 17.5 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 10.4 48.8 15.4 * 25 25.4 * 34 15.4 24.6 Max Q Clear Time (g_c+I1), s 3.3 16.3 6.0 6.9 15.1 14.9 6.2 11.2 Green Ext Time (p_c), s 0.0 10.9 0.1 0.2 0.4 6.2 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
15: West Ln & Marlette Rd 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 238 68 332 304 16 14 173 931 80 45 1223 102 Future Volume (veh/h) 238 68 332 304 16 14 173 931 80 45 1223 102 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 259 74 361 330 17 15 188 1012 87 49 1329 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 303 381 322 374 223 197 262 1649 512 69 1459 453 Arrive On Green 0.17 0.20 0.20 0.21 0.24 0.24 0.08 0.32 0.32 0.04 0.29 0.29 Sat Flow, veh/h 1781 1870 1585 1781 916 809 3456 5106 1585 1781 5106 1585 Grp Volume(v), veh/h 259 74 361 330 0 32 188 1012 87 49 1329 111 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1725 1728 1702 1585 1781 1702 1585 Q Serve(g_s), s 13.2 3.1 19.0 16.8 0.0 1.3 5.0 15.6 3.7 2.5 23.5 5.0 Cycle Q Clear(g_c), s 13.2 3.1 19.0 16.8 0.0 1.3 5.0 15.6 3.7 2.5 23.5 5.0 Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 303 381 322 374 0 421 262 1649 512 69 1459 453 V/C Ratio(X) 0.86 0.19 1.12 0.88 0.00 0.08 0.72 0.61 0.17 0.71 0.91 0.25 Avail Cap(c_a), veh/h 629 381 322 629 0 421 370 1649 512 134 1476 458 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.7 30.8 37.2 35.8 0.0 27.2 42.2 26.7 22.6 44.4 32.2 25.6 Incr Delay (d2), s/veh 6.9 0.2 86.3 7.9 0.0 0.1 3.9 0.7 0.2 12.9 8.7 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 6.2 1.4 14.9 8.0 0.0 0.6 2.2 6.3 1.4 1.4 10.6 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.6 31.1 123.5 43.7 0.0 27.3 46.1 27.4 22.8 57.3 41.0 25.9 LnGrp LOS D C F D A CDCCEDC
Approach Vol, veh/h 694 362 1287 1489
Approach Delay, s/veh 84.2 42.2 29.8 40.4
Approach LOS F D C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.6 36.2 24.6 24.0 12.1 32.7 20.9 27.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 30.0 33.0 19.0 10.0 27.0 33.0 19.0 Max Q Clear Time (g_c+I1), s 4.5 17.6 18.8 21.0 7.0 25.5 15.2 3.3 Green Ext Time (p_c), s 0.0 5.8 0.9 0.0 0.2 1.2 0.7 0.1 Intersection Summary
HCM 6th Ctrl Delay 44.9
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 949 413 428 1186 22 352 609 242 17 515 124 Future Volume (veh/h) 235 949 413 428 1186 22 352 609 242 17 515 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 978 298 441 1223 23 363 628 249 18 531 128 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 276 1554 482 524 1537 477 437 1047 461 35 668 298 Arrive On Green 0.16 0.30 0.30 0.15 0.30 0.30 0.13 0.29 0.29 0.02 0.19 0.19 Sat Flow, veh/h 1781 5106 1585 3456 5106 1585 3456 3554 1565 1781 3554 1585 Grp Volume(v), veh/h 242 978 298 441 1223 23 363 628 249 18 531 128 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1702 1585 1728 1777 1565 1781 1777 1585 Q Serve(g_s), s 12.7 15.8 15.4 11.9 21.1 1.0 9.8 14.5 12.8 1.0 13.7 6.8 Cycle Q Clear(g_c), s 12.7 15.8 15.4 11.9 21.1 1.0 9.8 14.5 12.8 1.0 13.7 6.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 276 1554 482 524 1537 477 437 1047 461 35 668 298 V/C Ratio(X) 0.88 0.63 0.62 0.84 0.80 0.05 0.83 0.60 0.54 0.51 0.79 0.43 Avail Cap(c_a), veh/h 316 1758 546 649 1811 562 505 1112 490 130 853 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.6 28.7 28.6 39.5 30.8 23.8 40.9 29.0 28.4 46.5 37.2 34.4 Incr Delay (d2), s/veh 21.2 0.6 1.7 8.1 2.2 0.0 10.0 0.8 1.0 10.9 4.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.9 6.1 5.6 5.4 8.4 0.4 4.6 5.8 4.6 0.5 6.2 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 60.8 29.3 30.3 47.7 33.0 23.8 50.9 29.8 29.4 57.4 41.2 35.4 LnGrp LOS E CCDCCDCCEDD
Approach Vol, veh/h 1518 1687 1240 677
Approach Delay, s/veh 34.5 36.7 35.9 40.6
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 19.5 35.2 17.1 24.0 19.9 34.8 6.9 34.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 18.0 33.0 14.0 23.0 17.0 34.0 7.0 30.0 Max Q Clear Time (g_c+I1), s 13.9 17.8 11.8 15.7 14.7 23.1 3.0 16.5 Green Ext Time (p_c), s 0.6 6.5 0.3 2.3 0.2 5.7 0.0 3.9 Intersection Summary
HCM 6th Ctrl Delay 36.4
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 260 161 323 398 315 270 1299 347 291 1009 173 Future Volume (veh/h) 127 260 161 323 398 315 270 1299 347 291 1009 173 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 271 168 336 415 328 281 1353 361 303 1051 180 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 364 727 306 435 235 186 205 1568 481 230 1606 496 Arrive On Green 0.20 0.20 0.20 0.24 0.24 0.24 0.06 0.31 0.31 0.07 0.31 0.31 Sat Flow, veh/h 1781 3554 1497 1781 962 760 3456 5106 1565 3456 5106 1577 Grp Volume(v), veh/h 132 271 168 336 0 743 281 1353 361 303 1051 180 Grp Sat Flow(s),veh/h/ln 1781 1777 1497 1781 0 1722 1728 1702 1565 1728 1702 1577 Q Serve(g_s), s 8.6 8.9 13.6 23.8 0.0 33.0 8.0 33.8 28.1 9.0 24.0 11.9 Cycle Q Clear(g_c), s 8.6 8.9 13.6 23.8 0.0 33.0 8.0 33.8 28.1 9.0 24.0 11.9 Prop In Lane 1.00 1.00 1.00 0.44 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 364 727 306 435 0 420 205 1568 481 230 1606 496 V/C Ratio(X) 0.36 0.37 0.55 0.77 0.00 1.77 1.37 0.86 0.75 1.32 0.65 0.36 Avail Cap(c_a), veh/h 527 1052 443 435 0 420 205 1662 509 230 1700 525 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.2 46.3 48.2 47.6 0.0 51.1 63.6 44.1 42.2 63.1 40.0 35.8 Incr Delay (d2), s/veh 0.6 0.3 1.5 7.6 0.0 355.1 196.1 4.7 5.8 169.9 0.8 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 3.9 4.0 5.3 11.2 0.0 55.3 9.0 14.6 11.4 9.3 9.8 4.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 46.6 49.7 55.2 0.0 406.2 259.7 48.9 48.0 233.0 40.8 36.3 LnGrp LOS D D D E A F F D D F D D
Approach Vol, veh/h 571 1079 1995 1534
Approach Delay, s/veh 47.6 296.9 78.4 78.3
Approach LOS D F E E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 15.0 47.5 39.0 14.0 48.5 33.7
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green Setting (Gmax), s 9.0 44.0 33.0 8.0 45.0 40.0 Max Q Clear Time (g_c+I1), s 11.0 35.8 35.0 10.0 26.0 15.6 Green Ext Time (p_c), s 0.0 5.8 0.0 0.0 7.1 2.9
Intersection Summary
HCM 6th Ctrl Delay 120.5
HCM 6th LOS F
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 106 6 94 136 9 8 156 1808 140 39 1368 60 Future Volume (vph) 106 6 94 136 9 8 156 1808 140 39 1368 60 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1778 1583 1779 1563 1770 5020 1770 5048 Flt Permitted 0.57 1.00 0.66 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1065 1583 1223 1563 1770 5020 1770 5048 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 110 6 98 142 9 8 162 1883 146 41 1425 62 RTOR Reduction (vph) 0 0 77 006060040
Lane Group Flow (vph) 0 116 21 0 151 2 163 2023 0 41 1484 0 Confl. Peds. (#/hr) 1 3 1
Confl. Bikes (#/hr) 21
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 17.3 17.3 17.3 17.3 14.2 52.1 4.6 42.5 Effective Green, g (s) 17.3 17.3 17.3 17.3 14.2 52.1 4.6 42.5 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.16 0.58 0.05 0.47 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 204 304 235 300 279 2906 90 2383
v/s Ratio Prot c0.09 c0.40 0.02 0.29
v/s Ratio Perm 0.11 0.01 c0.12 0.00
v/c Ratio 0.57 0.07 0.64 0.01 0.58 0.70 0.46 0.62
Uniform Delay, d1 33.0 29.8 33.5 29.4 35.2 13.4 41.5 17.8 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 3.6 0.1 5.9 0.0 3.1 0.7 3.6 0.5
Delay (s) 36.6 29.9 39.4 29.4 38.3 14.1 45.1 18.3
Level of Service D C D C D B D B
Approach Delay (s) 33.5 38.9 15.9 19.0
Approach LOS C D B B
Intersection Summary
HCM 2000 Control Delay 18.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.70
Actuated Cycle Length (s) 90.0 Sum of lost time (s) 16.0 Intersection Capacity Utilization 69.9% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 75 45 30 124 54 69 66 1997 87 121 1438 39 Future Volume (veh/h) 75 45 30 124 54 69 66 1997 87 121 1438 39 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 47 31 129 56 72 69 2080 91 126 1498 41 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 102 81 53 165 84 107 89 2462 746 162 2670 73 Arrive On Green 0.06 0.08 0.08 0.09 0.11 0.11 0.05 0.48 0.48 0.09 0.52 0.52 Sat Flow, veh/h 1781 1048 691 1781 742 954 1781 5106 1547 1781 5105 140 Grp Volume(v), veh/h 78 0 78 129 0 128 69 2080 91 126 999 540 Grp Sat Flow(s),veh/h/ln 1781 0 1740 1781 0 1696 1781 1702 1547 1781 1702 1841 Q Serve(g_s), s 3.5 0.0 3.5 5.8 0.0 5.9 3.1 29.1 2.6 5.6 16.2 16.2 Cycle Q Clear(g_c), s 3.5 0.0 3.5 5.8 0.0 5.9 3.1 29.1 2.6 5.6 16.2 16.2 Prop In Lane 1.00 0.40 1.00 0.56 1.00 1.00 1.00 0.08
Lane Grp Cap(c), veh/h 102 0 134 165 0 191 89 2462 746 162 1780 963 V/C Ratio(X) 0.77 0.00 0.58 0.78 0.00 0.67 0.77 0.84 0.12 0.78 0.56 0.56 Avail Cap(c_a), veh/h 327 0 426 393 0 478 218 2565 777 436 2127 1150 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 37.9 0.0 36.4 36.2 0.0 34.8 38.3 18.5 11.6 36.3 13.1 13.1 Incr Delay (d2), s/veh 11.3 0.0 4.0 7.8 0.0 4.0 13.2 2.7 0.1 7.8 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 1.6 2.8 0.0 2.6 1.6 10.4 0.9 2.7 5.4 5.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3 0.0 40.4 44.0 0.0 38.8 51.5 21.2 11.7 44.1 13.4 13.7 LnGrp LOS D A D D A D D C B D B B
Approach Vol, veh/h 156 257 2240 1665
Approach Delay, s/veh 44.8 41.4 21.7 15.8
Approach LOS D D C B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 12.4 45.4 12.6 11.3 9.1 48.7 9.7 14.2 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 41.0 18.0 20.0 10.0 51.0 15.0 23.0 Max Q Clear Time (g_c+I1), s 7.6 31.1 7.8 5.5 5.1 18.2 5.5 7.9 Green Ext Time (p_c), s 0.2 8.3 0.2 0.3 0.0 13.0 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 565 1468 195 426 1154 215 498 1498 270 263 1090 304 Future Volume (veh/h) 565 1468 195 426 1154 215 498 1498 270 263 1090 304 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 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 589 1529 203 444 1202 224 519 1560 281 274 1135 317 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 639 1829 440 499 1568 379 539 2158 530 324 1757 421 Arrive On Green 0.18 0.28 0.28 0.14 0.24 0.24 0.16 0.34 0.34 0.09 0.27 0.27 Sat Flow, veh/h 3456 6434 1548 3456 6434 1555 3456 6434 1579 3456 6434 1543 Grp Volume(v), veh/h 589 1529 203 444 1202 224 519 1560 281 274 1135 317 Grp Sat Flow(s),veh/h/ln 1728 1609 1548 1728 1609 1555 1728 1609 1579 1728 1609 1543 Q Serve(g_s), s 24.7 32.9 15.9 18.6 25.6 18.8 22.0 31.4 21.2 11.5 23.0 27.7 Cycle Q Clear(g_c), s 24.7 32.9 15.9 18.6 25.6 18.8 22.0 31.4 21.2 11.5 23.0 27.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 639 1829 440 499 1568 379 539 2158 530 324 1757 421 V/C Ratio(X) 0.92 0.84 0.46 0.89 0.77 0.59 0.96 0.72 0.53 0.85 0.65 0.75 Avail Cap(c_a), veh/h 679 1919 462 586 1745 422 539 2312 567 398 2050 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) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 59.1 49.6 43.5 62.0 51.9 49.3 61.8 43.0 39.6 65.8 47.3 49.1 Incr Delay (d2), s/veh 17.5 3.3 0.8 14.1 1.9 1.8 29.6 1.1 0.8 13.1 0.6 5.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 13.4 6.2 9.1 10.4 7.4 11.8 12.5 8.3 5.6 9.2 11.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 76.6 52.8 44.2 76.1 53.8 51.1 91.4 44.1 40.5 79.0 47.9 54.5 LnGrp LOS E D D E D D F D D E D D
Approach Vol, veh/h 2321 1870 2360 1726
Approach Delay, s/veh 58.1 58.7 54.1 54.0
Approach LOS E E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.8 55.5 26.3 46.9 28.0 46.3 32.3 40.9 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 53.0 25.0 44.0 23.0 47.0 29.0 40.0 Max Q Clear Time (g_c+I1), s 13.5 33.4 20.6 34.9 24.0 29.7 26.7 27.6 Green Ext Time (p_c), s 0.3 11.8 0.7 6.5 0.0 8.3 0.6 6.8 Intersection Summary
HCM 6th Ctrl Delay 56.2
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th TWSC
8: Caywood Dr & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 1.2
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 874 46 49 1045 19 38
Future Vol, veh/h 874 46 49 1045 19 38
Conflicting Peds, #/hr 0 16 16 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 240 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 94 94 94 94 94 94
Heavy Vehicles, % 2 22222
Mvmt Flow 930 49 52 1112 20 40
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 995 0 1631 506
Stage 1 - - - - 971 -
Stage 2 - - - - 660 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 691 - 92 512
Stage 1 - - - - 328 -
Stage 2 - - - - 476 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 680 - 84 504
Mov Cap-2 Maneuver - - - - 84 -
Stage 1 - - - - 323 -
Stage 2 - - - - 440 -
Approach EB WB NB
HCM Control Delay, s 0 0.5 32.8

HCM LOS D
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 189 - - 680 -
HCM Lane V/C Ratio 0.321 - - 0.077 -
HCM Control Delay (s) 32.8 - - 10.7 -
HCM Lane LOS D - - B -
HCM 95th %tile Q(veh) 1.3 - - 0.2 -

ATTACHMENT E
HCM 6th TWSC
9: Cherbourg Wy & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 3.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 847 65 92 1061 33 76
Future Vol, veh/h 847 65 92 1061 33 76
Conflicting Peds, #/hr 0 13 13 0 1 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 180 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 911 70 99 1141 35 82
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 994 0 1729 504
Stage 1 - - - - 959 -
Stage 2 - - - - 770 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 692 - 79 513
Stage 1 - - - - 333 -
Stage 2 - - - - 417 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 683 - 67 507
Mov Cap-2 Maneuver - - - - 67 -
Stage 1 - - - - 329 -
Stage 2 - - - - 356 -
Approach EB WB NB
HCM Control Delay, s 0 0.9 63.3

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 170 - - 683 -
HCM Lane V/C Ratio 0.689 - - 0.145 -
HCM Control Delay (s) 63.3 - - 11.2 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 4.1 - - 0.5 -

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 5.8
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 869 54 90 1109 44 65
Future Vol, veh/h 869 54 90 1109 44 65
Conflicting Peds, #/hr 0 11 11 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 93 93 93 93 93 93
Heavy Vehicles, % 2 22222
Mvmt Flow 934 58 97 1192 47 70
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1003 0 1764 507
Stage 1 - - - - 974 -
Stage 2 - - - - 790 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 686 - 75 511
Stage 1 - - - - 327 -
Stage 2 - - - - 408 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 679 - 64 506
Mov Cap-2 Maneuver - - - - 64 -
Stage 1 - - - - 324 -
Stage 2 - - - - 350 -
Approach EB WB NB
HCM Control Delay, s 0 0.8 110.3

HCM LOS F
Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT
Capacity (veh/h) 134 - - 679 -
HCM Lane V/C Ratio 0.875 - - 0.143 -
HCM Control Delay (s) 110.3 - - 11.2 -
HCM Lane LOS F - - B -
HCM 95th %tile Q(veh) 5.7 - - 0.5 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 841 59 44 1092 71 44 6 43 95 11 63 Future Volume (veh/h) 34 841 59 44 1092 71 44 6 43 95 11 63 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 0.95 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 37 914 64 48 1187 77 48 7 47 103 12 68 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 55 1801 126 66 1922 591 131 34 228 136 39 219 Arrive On Green 0.03 0.37 0.37 0.04 0.38 0.38 0.07 0.16 0.16 0.08 0.17 0.17 Sat Flow, veh/h 1781 4863 339 1781 5106 1570 1781 210 1407 1781 234 1324 Grp Volume(v), veh/h 37 639 339 48 1187 77 48 0 54 103 0 80 Grp Sat Flow(s),veh/h/ln 1781 1702 1798 1781 1702 1570 1781 0 1617 1781 0 1558 Q Serve(g_s), s 1.2 8.6 8.7 1.6 11.2 1.9 1.5 0.0 1.7 3.4 0.0 2.7 Cycle Q Clear(g_c), s 1.2 8.6 8.7 1.6 11.2 1.9 1.5 0.0 1.7 3.4 0.0 2.7 Prop In Lane 1.00 0.19 1.00 1.00 1.00 0.87 1.00 0.85
Lane Grp Cap(c), veh/h 55 1261 666 66 1922 591 131 0 262 136 0 257 V/C Ratio(X) 0.67 0.51 0.51 0.73 0.62 0.13 0.37 0.00 0.21 0.76 0.00 0.31 Avail Cap(c_a), veh/h 270 2066 1091 390 3444 1059 390 0 818 601 0 972 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 28.4 14.5 14.5 28.3 15.0 12.1 26.1 0.0 21.5 26.8 0.0 21.8 Incr Delay (d2), s/veh 13.5 0.3 0.6 14.4 0.3 0.1 1.7 0.0 0.4 8.2 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 0.7 2.7 3.0 0.9 3.5 0.6 0.7 0.0 0.6 1.7 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.9 14.8 15.1 42.7 15.4 12.2 27.8 0.0 21.9 35.0 0.0 22.5 LnGrp LOS D B B D B B C A C D A C
Approach Vol, veh/h 1015 1312 102 183
Approach Delay, s/veh 15.9 16.2 24.7 29.5
Approach LOS B B C C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.2 28.0 9.4 14.8 6.8 28.3 9.5 14.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 36.0 13.0 37.0 9.0 40.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 3.6 10.7 3.5 4.7 3.2 13.2 5.4 3.7 Green Ext Time (p_c), s 0.0 6.3 0.0 0.5 0.0 9.1 0.2 0.3 Intersection Summary
HCM 6th Ctrl Delay 17.3
HCM 6th LOS B

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 179 665 135 148 885 262 169 346 185 173 251 153 Future Volume (veh/h) 179 665 135 148 885 262 169 346 185 173 251 153 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 186 693 141 154 922 273 176 360 193 180 261 159 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 232 1511 462 197 1410 436 221 909 278 226 922 286 Arrive On Green 0.13 0.30 0.30 0.11 0.28 0.28 0.12 0.18 0.18 0.13 0.18 0.18 Sat Flow, veh/h 1781 5106 1562 1781 5106 1580 1781 5106 1562 1781 5106 1582 Grp Volume(v), veh/h 186 693 141 154 922 273 176 360 193 180 261 159 Grp Sat Flow(s),veh/h/ln 1781 1702 1562 1781 1702 1580 1781 1702 1562 1781 1702 1582 Q Serve(g_s), s 7.7 8.4 5.3 6.4 12.2 11.5 7.3 4.7 8.8 7.5 3.4 7.0 Cycle Q Clear(g_c), s 7.7 8.4 5.3 6.4 12.2 11.5 7.3 4.7 8.8 7.5 3.4 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 232 1511 462 197 1410 436 221 909 278 226 922 286 V/C Ratio(X) 0.80 0.46 0.31 0.78 0.65 0.63 0.80 0.40 0.69 0.80 0.28 0.56 Avail Cap(c_a), veh/h 585 2011 615 585 2011 622 585 1877 574 585 1877 582 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.2 21.8 20.8 33.0 24.4 24.1 32.4 27.7 29.4 32.3 27.0 28.4 Incr Delay (d2), s/veh 6.3 0.2 0.4 6.7 0.5 1.5 6.4 0.3 3.1 6.4 0.2 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/ln 3.5 3.1 1.8 3.0 4.6 4.1 3.3 1.8 3.3 3.4 1.3 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 22.1 21.1 39.7 24.9 25.6 38.8 28.0 32.5 38.7 27.1 30.1 LnGrp LOS DCCDCCDCCDCC
Approach Vol, veh/h 1020 1349 729 600
Approach Delay, s/veh 24.9 26.7 31.8 31.4
Approach LOS CCCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.7 19.6 13.4 28.5 14.5 19.8 14.9 27.0 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 28.0 25.0 30.0 25.0 28.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 9.5 10.8 8.4 10.4 9.3 9.0 9.7 14.2 Green Ext Time (p_c), s 0.4 2.6 0.3 4.7 0.4 1.9 0.4 6.4 Intersection Summary
HCM 6th Ctrl Delay 28.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 914 35 105 1243 66 28 16 95 52 16 36 Future Volume (veh/h) 74 914 35 105 1243 66 28 16 95 52 16 36 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 80 983 38 113 1337 71 30 17 102 56 17 39 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 103 2373 92 150 2466 131 305 222 187 297 222 187 Arrive On Green 0.06 0.47 0.47 0.08 0.50 0.50 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 5040 195 1781 4963 264 1345 1870 1581 1270 1870 1581 Grp Volume(v), veh/h 80 664 357 113 917 491 30 17 102 56 17 39 Grp Sat Flow(s),veh/h/ln 1781 1702 1830 1781 1702 1822 1345 1870 1581 1270 1870 1581 Q Serve(g_s), s 2.0 5.9 5.9 2.9 8.5 8.5 0.9 0.4 2.8 1.9 0.4 1.0 Cycle Q Clear(g_c), s 2.0 5.9 5.9 2.9 8.5 8.5 1.3 0.4 2.8 2.3 0.4 1.0 Prop In Lane 1.00 0.11 1.00 0.14 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 103 1603 862 150 1692 906 305 222 187 297 222 187 V/C Ratio(X) 0.77 0.41 0.41 0.75 0.54 0.54 0.10 0.08 0.54 0.19 0.08 0.21 Avail Cap(c_a), veh/h 775 3927 2111 775 3927 2102 1082 1303 1101 1031 1303 1101 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.3 8.0 8.0 20.6 8.0 8.0 18.6 18.0 19.1 19.0 18.0 18.3 Incr Delay (d2), s/veh 11.5 0.2 0.3 7.4 0.3 0.5 0.1 0.1 2.5 0.3 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.1 1.4 1.6 1.3 2.0 2.2 0.3 0.2 1.1 0.5 0.2 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.8 8.2 8.3 28.0 8.2 8.5 18.7 18.2 21.5 19.3 18.2 18.8 LnGrp LOS C A A C AABBCBBB
Approach Vol, veh/h 1101 1521 149 112
Approach Delay, s/veh 10.0 9.8 20.6 19.0
Approach LOS B A C B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 8.9 26.6 10.4 7.7 27.8 10.4
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 53.0 32.0 20.0 53.0 32.0 Max Q Clear Time (g_c+I1), s 4.9 7.9 4.3 4.0 10.5 4.8
Green Ext Time (p_c), s 0.2 7.7 0.4 0.1 12.3 0.5
Intersection Summary
HCM 6th Ctrl Delay 10.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 794 45 51 1126 178 26 16 29 139 17 262 Future Volume (veh/h) 222 794 45 51 1126 178 26 16 29 139 17 262 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 236 845 48 54 1198 189 28 17 31 148 18 279 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 267 2719 154 70 1953 308 45 258 215 177 21 318 Arrive On Green 0.15 0.55 0.55 0.04 0.44 0.44 0.03 0.14 0.14 0.10 0.21 0.21 Sat Flow, veh/h 1781 4944 280 1781 4444 701 1781 1870 1557 1781 97 1501 Grp Volume(v), veh/h 236 581 312 54 918 469 28 17 31 148 0 297 Grp Sat Flow(s),veh/h/ln 1781 1702 1820 1781 1702 1740 1781 1870 1557 1781 0 1598 Q Serve(g_s), s 15.6 11.1 11.2 3.6 24.8 24.8 1.9 0.9 2.1 9.8 0.0 21.6 Cycle Q Clear(g_c), s 15.6 11.1 11.2 3.6 24.8 24.8 1.9 0.9 2.1 9.8 0.0 21.6 Prop In Lane 1.00 0.15 1.00 0.40 1.00 1.00 1.00 0.94
Lane Grp Cap(c), veh/h 267 1872 1001 70 1496 765 45 258 215 177 0 339 V/C Ratio(X) 0.88 0.31 0.31 0.77 0.61 0.61 0.62 0.07 0.14 0.84 0.00 0.88 Avail Cap(c_a), veh/h 377 1872 1001 154 1496 765 154 388 323 303 0 461 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) 0.94 0.94 0.94 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.0 14.7 14.7 57.1 25.8 25.8 57.9 45.0 45.5 53.1 0.0 45.7 Incr Delay (d2), s/veh 15.5 0.4 0.8 16.4 1.9 3.7 13.2 0.1 0.3 9.8 0.0 13.4 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 8.0 4.2 4.6 1.9 10.0 10.6 1.0 0.5 0.8 4.9 0.0 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.5 15.1 15.4 73.5 27.7 29.5 71.1 45.1 45.8 62.9 0.0 59.1 LnGrp LOS EBBECCEDDEAE
Approach Vol, veh/h 1129 1441 76 445
Approach Delay, s/veh 25.7 30.0 55.0 60.4
Approach LOS C C D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.3 72.2 16.5 22.0 22.6 58.9 7.6 30.9 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 10.4 43.8 20.4 * 25 25.4 * 29 10.4 34.6 Max Q Clear Time (g_c+I1), s 5.6 13.2 11.8 4.1 17.6 26.8 3.9 23.6 Green Ext Time (p_c), s 0.0 6.2 0.2 0.1 0.4 1.7 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
15: West Ln & Marlette Rd 05/29/2024
Cumulative No Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 55 225 180 44 6 461 1145 135 55 1068 145 Future Volume (veh/h) 182 55 225 180 44 6 461 1145 135 55 1068 145 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 198 60 245 196 48 7 501 1245 147 60 1161 158 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 235 329 279 233 279 41 609 2139 664 77 1462 454 Arrive On Green 0.13 0.18 0.18 0.13 0.17 0.17 0.18 0.42 0.42 0.04 0.29 0.29 Sat Flow, veh/h 1781 1870 1585 1781 1596 233 3456 5106 1585 1781 5106 1585 Grp Volume(v), veh/h 198 60 245 196 0 55 501 1245 147 60 1161 158 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1828 1728 1702 1585 1781 1702 1585 Q Serve(g_s), s 9.9 2.5 13.7 9.8 0.0 2.3 12.7 17.0 5.4 3.0 19.1 7.2 Cycle Q Clear(g_c), s 9.9 2.5 13.7 9.8 0.0 2.3 12.7 17.0 5.4 3.0 19.1 7.2 Prop In Lane 1.00 1.00 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 235 329 279 233 0 319 609 2139 664 77 1462 454 V/C Ratio(X) 0.84 0.18 0.88 0.84 0.00 0.17 0.82 0.58 0.22 0.77 0.79 0.35 Avail Cap(c_a), veh/h 314 370 314 314 0 362 951 2528 785 196 1685 523 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 31.9 36.5 38.6 0.0 31.9 36.1 20.3 16.9 43.0 30.0 25.7 Incr Delay (d2), s/veh 14.4 0.3 22.0 14.1 0.0 0.3 3.4 0.3 0.2 15.0 2.4 0.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.2 1.1 6.9 5.1 0.0 1.0 5.3 6.0 1.9 1.6 7.4 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.9 32.2 58.5 52.7 0.0 32.2 39.5 20.5 17.1 58.1 32.3 26.2 LnGrp LOS D C E D A C D C B E C C
Approach Vol, veh/h 503 251 1893 1379
Approach Delay, s/veh 53.2 48.2 25.3 32.8
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.0 44.1 16.9 21.0 21.0 32.0 17.0 20.9 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 45.0 16.0 18.0 25.0 30.0 16.0 18.0 Max Q Clear Time (g_c+I1), s 5.0 19.0 11.8 15.7 14.7 21.1 11.9 4.3 Green Ext Time (p_c), s 0.0 9.6 0.2 0.3 1.3 4.9 0.2 0.1 Intersection Summary
HCM 6th Ctrl Delay 32.8
HCM 6th LOS C

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 208 982 489 338 1058 50 405 613 305 55 583 182 Future Volume (veh/h) 208 982 489 338 1058 50 405 613 305 55 583 182 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 221 1045 364 360 1126 53 431 652 324 59 620 194 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 257 1443 448 435 1349 419 507 1104 486 76 735 328 Arrive On Green 0.14 0.28 0.28 0.13 0.26 0.26 0.15 0.31 0.31 0.04 0.21 0.21 Sat Flow, veh/h 1781 5106 1585 3456 5106 1585 3456 3554 1564 1781 3554 1585 Grp Volume(v), veh/h 221 1045 364 360 1126 53 431 652 324 59 620 194 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1702 1585 1728 1777 1564 1781 1777 1585 Q Serve(g_s), s 11.2 17.0 19.7 9.4 19.2 2.3 11.2 14.3 16.6 3.0 15.5 10.2 Cycle Q Clear(g_c), s 11.2 17.0 19.7 9.4 19.2 2.3 11.2 14.3 16.6 3.0 15.5 10.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 257 1443 448 435 1349 419 507 1104 486 76 735 328 V/C Ratio(X) 0.86 0.72 0.81 0.83 0.83 0.13 0.85 0.59 0.67 0.78 0.84 0.59 Avail Cap(c_a), veh/h 309 1604 498 487 1438 446 562 1104 486 154 809 361 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 29.9 30.8 39.4 32.1 25.9 38.4 26.9 27.7 43.7 35.2 33.1 Incr Delay (d2), s/veh 18.5 1.5 9.1 10.4 4.2 0.1 11.1 0.8 3.5 15.4 7.6 2.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.0 6.7 8.0 4.4 7.9 0.8 5.2 5.7 6.1 1.6 7.3 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 31.3 40.0 49.8 36.3 26.0 49.5 27.7 31.1 59.2 42.7 35.3 LnGrp LOS E CDDDCDCCEDD
Approach Vol, veh/h 1630 1539 1407 873
Approach Delay, s/veh 36.8 39.1 35.1 42.2
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.6 32.1 18.5 25.1 18.3 30.4 8.9 34.7 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 13.0 29.0 15.0 21.0 16.0 26.0 8.0 28.0 Max Q Clear Time (g_c+I1), s 11.4 21.7 13.2 17.5 13.2 21.2 5.0 18.6 Green Ext Time (p_c), s 0.2 4.3 0.3 1.6 0.2 2.9 0.0 3.5 Intersection Summary
HCM 6th Ctrl Delay 37.9
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
2: West Ln & Project Rd (Full Access) 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 100 146 1220 35 61 1859
Future Volume (vph) 100 146 1220 35 61 1859
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.91
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 5085 1583 1770 5085
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 5085 1583 1770 5085
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 109 159 1326 38 66 2021
RTOR Reduction (vph) 0 135 0 18 0 0
Lane Group Flow (vph) 109 24 1326 20 66 2021
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 9.3 9.3 32.2 32.2 5.0 42.2
Effective Green, g (s) 9.3 9.3 32.2 32.2 5.0 42.2
Actuated g/C Ratio 0.15 0.15 0.52 0.52 0.08 0.68
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 263 235 2619 815 141 3433
v/s Ratio Prot 0.26 0.04 c0.40
v/s Ratio Perm c0.06 0.01 0.01
v/c Ratio 0.41 0.10 0.51 0.02 0.47 0.59
Uniform Delay, d1 24.1 23.0 9.9 7.4 27.5 5.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.2 0.2 0.0 2.4 0.3
Delay (s) 25.2 23.2 10.1 7.4 29.9 5.7
Level of Service C C B A C A
Approach Delay (s) 24.0 10.0 6.5
Approach LOS C B A
Intersection Summary
HCM 2000 Control Delay 9.0 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio 0.62
Actuated Cycle Length (s) 62.5 Sum of lost time (s) 16.0 Intersection Capacity Utilization 50.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
3: West Ln & Project Rd (RI/RO) 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 1219 15 0 1959
Future Vol, veh/h 0 36 1219 15 0 1959
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 200 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 39 1325 16 0 2129
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 663 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 346 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 346 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 16.7 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 346 -
HCM Lane V/C Ratio - - 0.113 -
HCM Control Delay (s) - - 16.7 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.4 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 205 568 404 491 385 196 505 833 394 432 1260 267 Future Volume (veh/h) 205 568 404 491 385 196 505 833 394 432 1260 267 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.74 1.00 0.97 1.00 0.99 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 223 617 307 534 418 213 549 905 428 470 1370 290 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 254 604 200 596 709 307 639 1517 465 550 1386 422 Arrive On Green 0.14 0.17 0.17 0.17 0.20 0.20 0.19 0.30 0.30 0.16 0.27 0.27 Sat Flow, veh/h 1781 3554 1175 3456 3554 1540 3456 5106 1564 3456 5106 1554 Grp Volume(v), veh/h 223 617 307 534 418 213 549 905 428 470 1370 290 Grp Sat Flow(s),veh/h/ln 1781 1777 1175 1728 1777 1540 1728 1702 1564 1728 1702 1554 Q Serve(g_s), s 13.7 19.0 19.0 16.9 11.9 14.4 17.2 16.9 29.6 14.8 29.9 18.7 Cycle Q Clear(g_c), s 13.7 19.0 19.0 16.9 11.9 14.4 17.2 16.9 29.6 14.8 29.9 18.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 254 604 200 596 709 307 639 1517 465 550 1386 422 V/C Ratio(X) 0.88 1.02 1.54 0.90 0.59 0.69 0.86 0.60 0.92 0.85 0.99 0.69 Avail Cap(c_a), veh/h 327 604 200 634 709 307 896 1553 475 742 1386 422 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.0 46.4 46.4 45.3 40.6 41.6 44.1 33.6 38.0 45.7 40.6 36.5 Incr Delay (d2), s/veh 18.8 42.3 265.2 14.9 0.9 5.6 6.1 0.6 23.1 7.3 21.4 4.6 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 7.4 12.0 20.3 8.2 5.1 6.0 7.7 6.9 14.3 6.6 14.5 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 65.8 88.7 311.6 60.2 41.5 47.1 50.3 34.2 61.1 53.1 62.0 41.1 LnGrp LOS E F F E DDDCEDED
Approach Vol, veh/h 1147 1165 1882 2130
Approach Delay, s/veh 143.9 51.1 45.0 57.2
Approach LOS F D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 23.8 39.2 20.5 28.3 26.7 36.3 23.8 25.0 Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 6.0 6.0 4.5 6.0 Max Green Setting (Gmax), s 24.0 34.0 20.5 19.0 29.0 29.0 20.5 19.0 Max Q Clear Time (g_c+I1), s 16.8 31.6 15.7 16.4 19.2 31.9 18.9 21.0 Green Ext Time (p_c), s 1.0 1.6 0.3 0.2 1.5 0.0 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 68.2
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 168 4 145 235 17 15 199 1373 65 66 2044 127 Future Volume (vph) 168 4 145 235 17 15 199 1373 65 66 2044 127 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1776 1583 1780 1563 1770 5041 1770 5033 Flt Permitted 0.32 1.00 0.49 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 601 1583 910 1563 1770 5041 1770 5033 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) 183 4 158 255 18 16 216 1492 71 72 2222 138 RTOR Reduction (vph) 0 0 74 0 0 12 040050
Lane Group Flow (vph) 0 187 84 0 273 4 216 1559 0 72 2355 0 Confl. Peds. (#/hr) 1 6 2
Confl. Bikes (#/hr) 61
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 26.7 26.7 26.7 26.7 18.7 65.2 8.8 55.3 Effective Green, g (s) 26.7 26.7 26.7 26.7 18.7 65.2 8.8 55.3 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.16 0.56 0.08 0.47 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 137 362 208 357 283 2816 133 2384
v/s Ratio Prot c0.12 0.31 0.04 c0.47
v/s Ratio Perm c0.31 0.05 0.30 0.00
v/c Ratio 1.36 0.23 1.31 0.01 0.76 0.55 0.54 0.99
Uniform Delay, d1 45.0 36.6 45.0 34.8 46.9 16.5 52.0 30.4 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 203.8 0.3 170.6 0.0 11.5 0.2 4.4 15.5 Delay (s) 248.8 37.0 215.6 34.8 58.4 16.7 56.4 45.8
Level of Service F D F C E B E D
Approach Delay (s) 151.8 205.6 21.8 46.2
Approach LOS F F C D
Intersection Summary
HCM 2000 Control Delay 54.2 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 1.04
Actuated Cycle Length (s) 116.7 Sum of lost time (s) 16.0 Intersection Capacity Utilization 87.5% ICU Level of Service E Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 81 45 32 146 73 79 22 1438 65 182 2172 70 Future Volume (veh/h) 81 45 32 146 73 79 22 1438 65 182 2172 70 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.98 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 88 49 35 159 79 86 24 1563 71 198 2361 76 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 113 84 60 194 104 113 35 2365 733 237 2928 94 Arrive On Green 0.06 0.08 0.08 0.11 0.13 0.13 0.02 0.46 0.46 0.13 0.58 0.58 Sat Flow, veh/h 1781 1012 723 1781 811 883 1781 5106 1582 1781 5078 163 Grp Volume(v), veh/h 88 0 84 159 0 165 24 1563 71 198 1578 859 Grp Sat Flow(s),veh/h/ln 1781 0 1734 1781 0 1694 1781 1702 1582 1781 1702 1837 Q Serve(g_s), s 4.8 0.0 4.6 8.6 0.0 9.3 1.3 23.4 2.5 10.7 36.2 36.8 Cycle Q Clear(g_c), s 4.8 0.0 4.6 8.6 0.0 9.3 1.3 23.4 2.5 10.7 36.2 36.8 Prop In Lane 1.00 0.42 1.00 0.52 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 113 0 144 194 0 217 35 2365 733 237 1963 1059 V/C Ratio(X) 0.78 0.00 0.59 0.82 0.00 0.76 0.69 0.66 0.10 0.84 0.80 0.81 Avail Cap(c_a), veh/h 270 0 368 360 0 445 108 2365 733 558 2133 1151 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 45.6 0.0 43.7 43.1 0.0 41.7 48.2 20.5 14.9 41.9 16.5 16.7 Incr Delay (d2), s/veh 10.7 0.0 3.7 8.3 0.0 5.4 21.6 0.7 0.1 7.6 2.2 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 2.1 4.3 0.0 4.2 0.8 8.7 0.9 5.1 12.8 14.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.3 0.0 47.5 51.4 0.0 47.1 69.8 21.2 15.0 49.5 18.7 20.8 LnGrp LOS E A D D A D E C B D B C
Approach Vol, veh/h 172 324 1658 2635
Approach Delay, s/veh 52.0 49.2 21.7 21.7
Approach LOS DDCC
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 18.2 51.8 15.8 13.2 6.9 63.1 11.3 17.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 31.0 37.0 20.0 21.0 6.0 62.0 15.0 26.0 Max Q Clear Time (g_c+I1), s 12.7 25.4 10.6 6.6 3.3 38.8 6.8 11.3 Green Ext Time (p_c), s 0.5 7.7 0.3 0.3 0.0 18.3 0.1 0.8 Intersection Summary
HCM 6th Ctrl Delay 24.7
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 452 1140 218 570 983 238 277 896 200 352 1608 416 Future Volume (veh/h) 452 1140 218 570 983 238 277 896 200 352 1608 416 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 476 1200 229 600 1035 251 292 943 211 371 1693 438 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 538 1589 382 651 1798 435 338 1961 476 413 2100 515 Arrive On Green 0.16 0.25 0.25 0.19 0.28 0.28 0.10 0.30 0.30 0.12 0.33 0.33 Sat Flow, veh/h 3456 6434 1548 3456 6434 1556 3456 6434 1562 3456 6434 1576 Grp Volume(v), veh/h 476 1200 229 600 1035 251 292 943 211 371 1693 438 Grp Sat Flow(s),veh/h/ln 1728 1609 1548 1728 1609 1556 1728 1609 1562 1728 1609 1576 Q Serve(g_s), s 20.1 25.8 19.5 25.5 20.6 20.7 12.4 17.8 16.2 15.8 35.9 38.7 Cycle Q Clear(g_c), s 20.1 25.8 19.5 25.5 20.6 20.7 12.4 17.8 16.2 15.8 35.9 38.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 538 1589 382 651 1798 435 338 1961 476 413 2100 515 V/C Ratio(X) 0.88 0.76 0.60 0.92 0.58 0.58 0.86 0.48 0.44 0.90 0.81 0.85 Avail Cap(c_a), veh/h 694 1809 435 694 1809 438 370 2111 512 416 2197 538 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 61.7 52.1 49.7 59.5 46.2 46.2 66.4 42.3 41.7 64.9 46.0 46.9 Incr Delay (d2), s/veh 10.8 1.6 1.8 17.3 0.4 1.9 17.6 0.2 0.6 21.7 2.2 12.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 9.5 10.5 7.7 12.6 8.2 8.2 6.3 7.1 6.3 8.1 14.4 16.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.5 53.7 51.5 76.9 46.6 48.1 84.0 42.5 42.4 86.5 48.2 58.9 LnGrp LOS E D D E D D F D D F D E
Approach Vol, veh/h 1905 1886 1446 2502
Approach Delay, s/veh 58.1 56.4 50.9 55.8
Approach LOS E E D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 22.8 51.5 33.1 41.9 19.6 54.8 28.3 46.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 49.0 30.0 42.0 16.0 51.0 30.0 42.0 Max Q Clear Time (g_c+I1), s 17.8 19.8 27.5 27.8 14.4 40.7 22.1 22.7 Green Ext Time (p_c), s 0.0 8.0 0.6 7.5 0.2 8.0 1.1 7.8 Intersection Summary
HCM 6th Ctrl Delay 55.6
HCM 6th LOS E

ATTACHMENT E
HCM 6th Signalized Intersection Summary
8: Caywood Dr & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 1324 107 73 1008 36 23 0 90 105 2 86 Future Volume (veh/h) 14 1324 107 73 1008 36 23 0 90 105 2 86 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 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 1439 116 79 1096 39 25 0 98 104 15 93 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 33 2003 161 104 2335 704 32 0 124 185 23 145 Arrive On Green 0.02 0.42 0.42 0.06 0.46 0.46 0.10 0.00 0.10 0.10 0.10 0.10 Sat Flow, veh/h 1781 4803 387 1781 5106 1540 330 0 1292 1781 225 1394 Grp Volume(v), veh/h 15 1020 535 79 1096 39 123 0 0 104 0 108 Grp Sat Flow(s),veh/h/ln 1781 1702 1786 1781 1702 1540 1621 0 0 1781 0 1619 Q Serve(g_s), s 0.5 16.1 16.1 2.8 9.6 0.9 4.8 0.0 0.0 3.6 0.0 4.1 Cycle Q Clear(g_c), s 0.5 16.1 16.1 2.8 9.6 0.9 4.8 0.0 0.0 3.6 0.0 4.1 Prop In Lane 1.00 0.22 1.00 1.00 0.20 0.80 1.00 0.86
Lane Grp Cap(c), veh/h 33 1419 745 104 2335 704 155 0 0 185 0 168 V/C Ratio(X) 0.46 0.72 0.72 0.76 0.47 0.06 0.79 0.00 0.00 0.56 0.00 0.64 Avail Cap(c_a), veh/h 275 1789 939 413 3079 929 251 0 0 551 0 501 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.4 15.7 15.7 30.0 12.1 9.8 28.6 0.0 0.0 27.6 0.0 27.8 Incr Delay (d2), s/veh 9.8 1.0 2.0 10.6 0.1 0.0 8.7 0.0 0.0 2.7 0.0 4.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 5.2 5.7 1.4 2.9 0.3 2.2 0.0 0.0 1.6 0.0 1.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.3 16.7 17.7 40.6 12.3 9.8 37.3 0.0 0.0 30.2 0.0 31.9 LnGrp LOS D B B D B A D A A C A C
Approach Vol, veh/h 1570 1214 123 212
Approach Delay, s/veh 17.3 14.0 37.3 31.1
Approach LOS B B D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 11.2 8.8 33.0 11.7 6.2 35.6
Change Period (Y+Rc), s 5.0 5.0 6.0 5.0 5.0 6.0
Max Green Setting (Gmax), s 10.0 15.0 34.0 20.0 10.0 39.0 Max Q Clear Time (g_c+I1), s 6.8 4.8 18.1 6.1 2.5 11.6
Green Ext Time (p_c), s 0.2 0.1 8.8 0.7 0.0 8.2
Intersection Summary
HCM 6th Ctrl Delay 17.7
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
9: Cherbourg Wy & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 28 1434 57 161 1059 36 8 0 136 343 2 50 Future Volume (veh/h) 28 1434 57 161 1059 36 8 0 136 343 2 50 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 30 1559 62 175 1151 39 9 0 148 425 0 0 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 53 1850 74 215 2342 714 11 0 174 544 286 0
Arrive On Green 0.03 0.37 0.37 0.12 0.46 0.46 0.12 0.00 0.12 0.15 0.00 0.00 Sat Flow, veh/h 1781 5028 200 1781 5106 1557 91 0 1504 3563 1870 0 Grp Volume(v), veh/h 30 1055 566 175 1151 39 157 0 0 425 0 0 Grp Sat Flow(s),veh/h/ln 1781 1702 1824 1781 1702 1557 1595 0 0 1781 1870 0 Q Serve(g_s), s 1.4 24.5 24.6 8.3 13.6 1.2 8.3 0.0 0.0 9.9 0.0 0.0 Cycle Q Clear(g_c), s 1.4 24.5 24.6 8.3 13.6 1.2 8.3 0.0 0.0 9.9 0.0 0.0 Prop In Lane 1.00 0.11 1.00 1.00 0.06 0.94 1.00 0.00
Lane Grp Cap(c), veh/h 53 1252 671 215 2342 714 185 0 0 544 286 0 V/C Ratio(X) 0.57 0.84 0.84 0.82 0.49 0.05 0.85 0.00 0.00 0.78 0.00 0.00 Avail Cap(c_a), veh/h 206 1340 718 412 2600 793 185 0 0 1031 541 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 41.4 25.0 25.0 37.1 16.3 13.0 37.5 0.0 0.0 35.2 0.0 0.0 Incr Delay (d2), s/veh 9.2 4.8 8.6 7.3 0.2 0.0 29.5 0.0 0.0 2.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 9.7 11.1 3.8 4.7 0.4 4.7 0.0 0.0 4.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.6 29.8 33.6 44.4 16.5 13.0 67.0 0.0 0.0 37.7 0.0 0.0 LnGrp LOS DCCD BBEAADAA
Approach Vol, veh/h 1651 1365 157 425
Approach Delay, s/veh 31.5 20.0 67.0 37.7
Approach LOS C B E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.0 15.4 37.8 18.2 7.6 45.6
Change Period (Y+Rc), s 5.0 5.0 6.0 5.0 5.0 6.0
Max Green Setting (Gmax), s 10.0 20.0 34.0 25.0 10.0 44.0 Max Q Clear Time (g_c+I1), s 10.3 10.3 26.6 11.9 3.4 15.6 Green Ext Time (p_c), s 0.0 0.3 5.2 1.3 0.0 8.8
Intersection Summary
HCM 6th Ctrl Delay 29.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 95.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 1861 38 77 1149 80 25 0 124 0 0 82 Future Vol, veh/h 14 1861 38 77 1149 80 25 0 124 0 0 82 Conflicting Peds, #/hr 0 09900000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 300 - 250 - - - - -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 15 2023 41 84 1249 87 27 0 135 0 0 89
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1336 0 0 2073 0 0 2751 3587 1041 - - 625 Stage 1 - ----- 2083 2083 - - - -
Stage 2 - - - - - - 668 1504 - - - -
Critical Hdwy 5.34 - - 5.34 - - 6.44 6.54 7.14 - - 7.14 Critical Hdwy Stg 1 - ----- 7.34 5.54 - - - -
Critical Hdwy Stg 2 - ----- 6.74 5.54 - - - -
Follow-up Hdwy 3.12 - - 3.12 - - 3.82 4.02 3.92 - - 3.92 Pot Cap-1 Maneuver 268 - - 115 - - ~ 21 5 195 0 0 367
Stage 1 - - - - - - 33 94 - 0 0 -
Stage 2 - - - - - - 377 183 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 268 - - 114 - - ~ 6 1 193 - - 367
Mov Cap-2 Maneuver - - - - - - ~ 6 1 - - - -
Stage 1 - - - - - - 31 88 - - - -
Stage 2 - - - - - - 75 48 - - - -
Approach EB WB NB SB
HCM Control Delay, s 0.1 5.6 $ 2156.3 17.9

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 31 268 - - 114 - - 367
HCM Lane V/C Ratio 5.224 0.057 - - 0.734 - - 0.243
HCM Control Delay (s) $ 2156.3 19.2 - - 95.1 - - 17.9
HCM Lane LOS F C - - F - - C
HCM 95th %tile Q(veh) 19.5 0.2 - - 4 - - 0.9
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 169 1654 162 98 1054 316 146 55 105 216 71 106 Future Volume (veh/h) 169 1654 162 98 1054 316 146 55 105 216 71 106 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.98 1.00 0.90 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 184 1798 176 107 1146 343 159 60 114 235 77 115 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 212 1977 193 130 1903 566 173 109 206 264 152 228 Arrive On Green 0.12 0.42 0.42 0.07 0.37 0.37 0.10 0.19 0.19 0.15 0.24 0.24 Sat Flow, veh/h 1781 4718 460 1781 5106 1518 1781 571 1084 1781 631 943 Grp Volume(v), veh/h 184 1295 679 107 1146 343 159 0 174 235 0 192 Grp Sat Flow(s),veh/h/ln 1781 1702 1774 1781 1702 1518 1781 0 1655 1781 0 1575 Q Serve(g_s), s 12.6 44.1 44.6 7.3 22.5 22.7 10.9 0.0 11.8 16.0 0.0 13.0 Cycle Q Clear(g_c), s 12.6 44.1 44.6 7.3 22.5 22.7 10.9 0.0 11.8 16.0 0.0 13.0 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.66 1.00 0.60
Lane Grp Cap(c), veh/h 212 1426 743 130 1903 566 173 0 315 264 0 380 V/C Ratio(X) 0.87 0.91 0.91 0.83 0.60 0.61 0.92 0.00 0.55 0.89 0.00 0.51 Avail Cap(c_a), veh/h 288 1459 760 130 1903 566 173 0 321 331 0 446 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 53.5 33.7 33.8 56.6 31.4 31.4 55.4 0.0 45.3 51.7 0.0 40.5 Incr Delay (d2), s/veh 18.4 8.5 15.3 33.5 0.5 1.9 46.0 0.0 2.0 21.2 0.0 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.6 18.8 21.2 4.4 9.0 8.7 7.2 0.0 5.1 8.8 0.0 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.9 42.2 49.1 90.0 31.9 33.3 101.4 0.0 47.3 72.9 0.0 41.6 LnGrp LOS E D D F C C F A D E A D
Approach Vol, veh/h 2158 1596 333 427
Approach Delay, s/veh 46.9 36.1 73.1 58.8
Approach LOS D D E E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 14.0 57.8 17.0 34.9 19.7 52.1 23.3 28.5 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 53.0 12.0 35.0 20.0 42.0 23.0 24.0 Max Q Clear Time (g_c+I1), s 9.3 46.6 12.9 15.0 14.6 24.7 18.0 13.8 Green Ext Time (p_c), s 0.0 5.2 0.0 1.2 0.2 8.3 0.3 0.7 Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 270 1418 287 167 921 229 243 204 95 312 441 304 Future Volume (veh/h) 270 1418 287 167 921 229 243 204 95 312 441 304 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 290 1525 309 180 990 246 261 219 102 335 474 327 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 325 1412 428 214 1094 330 297 1003 307 371 1216 371 Arrive On Green 0.18 0.28 0.28 0.12 0.21 0.21 0.17 0.20 0.20 0.21 0.24 0.24 Sat Flow, veh/h 1781 5106 1548 1781 5106 1541 1781 5106 1560 1781 5106 1557 Grp Volume(v), veh/h 290 1525 309 180 990 246 261 219 102 335 474 327 Grp Sat Flow(s),veh/h/ln 1781 1702 1548 1781 1702 1541 1781 1702 1560 1781 1702 1557 Q Serve(g_s), s 17.6 30.7 20.0 11.0 21.0 16.6 15.9 4.0 6.2 20.3 8.6 22.5 Cycle Q Clear(g_c), s 17.6 30.7 20.0 11.0 21.0 16.6 15.9 4.0 6.2 20.3 8.6 22.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 325 1412 428 214 1094 330 297 1003 307 371 1216 371 V/C Ratio(X) 0.89 1.08 0.72 0.84 0.90 0.74 0.88 0.22 0.33 0.90 0.39 0.88 Avail Cap(c_a), veh/h 482 1412 428 482 1105 333 562 1335 408 562 1335 407 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.3 40.1 36.3 47.7 42.5 40.7 45.1 37.4 38.3 42.8 35.5 40.7 Incr Delay (d2), s/veh 13.5 48.8 5.9 8.6 10.5 8.7 8.2 0.1 0.6 12.7 0.2 18.6 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 8.7 18.6 8.0 5.3 9.6 6.9 7.4 1.6 2.4 9.9 3.5 10.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.8 88.9 42.1 56.3 53.0 49.5 53.3 37.5 38.9 55.5 35.7 59.3 LnGrp LOS E F D E DDDDDEDE
Approach Vol, veh/h 2124 1416 582 1136
Approach Delay, s/veh 77.9 52.8 44.8 48.3
Approach LOS E D D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 28.1 27.8 18.3 36.7 23.5 32.4 25.2 29.8 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 35.0 29.0 30.0 24.0 35.0 29.0 30.0 24.0 Max Q Clear Time (g_c+I1), s 22.3 8.2 13.0 32.7 17.9 24.5 19.6 23.0 Green Ext Time (p_c), s 0.8 1.5 0.4 0.0 0.6 1.7 0.6 0.7 Intersection Summary
HCM 6th Ctrl Delay 61.1
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 1693 68 60 1060 32 91 7 87 67 23 94 Future Volume (veh/h) 64 1693 68 60 1060 32 91 7 87 67 23 94 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 1.00 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 69 1820 73 65 1140 34 98 8 94 72 25 101 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 89 2867 115 84 2888 86 277 259 219 291 259 216 Arrive On Green 0.05 0.57 0.57 0.05 0.57 0.57 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1781 5030 201 1781 5094 152 1260 1870 1582 1290 1870 1557 Grp Volume(v), veh/h 69 1231 662 65 762 412 98 8 94 72 25 101 Grp Sat Flow(s),veh/h/ln 1781 1702 1828 1781 1702 1842 1260 1870 1582 1290 1870 1557 Q Serve(g_s), s 2.3 15.0 15.0 2.2 7.7 7.7 4.5 0.2 3.3 3.1 0.7 3.7 Cycle Q Clear(g_c), s 2.3 15.0 15.0 2.2 7.7 7.7 5.2 0.2 3.3 3.4 0.7 3.7 Prop In Lane 1.00 0.11 1.00 0.08 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 89 1940 1042 84 1930 1044 277 259 219 291 259 216 V/C Ratio(X) 0.77 0.63 0.64 0.77 0.39 0.39 0.35 0.03 0.43 0.25 0.10 0.47 Avail Cap(c_a), veh/h 580 2883 1548 580 2883 1560 780 1005 850 806 1005 837 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 8.9 8.9 28.9 7.4 7.4 25.4 22.9 24.2 24.3 23.1 24.4 Incr Delay (d2), s/veh 13.0 0.3 0.6 14.0 0.1 0.2 0.8 0.0 1.3 0.4 0.2 1.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 4.0 4.3 1.2 2.0 2.2 1.4 0.1 1.3 1.0 0.3 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.8 9.2 9.5 42.9 7.6 7.7 26.1 22.9 25.5 24.8 23.2 25.9 LnGrp LOS D A A D A A CCCCCC
Approach Vol, veh/h 1962 1239 200 198
Approach Delay, s/veh 10.5 9.4 25.7 25.2
Approach LOS B A C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 7.9 40.0 13.5 8.1 39.8 13.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 52.0 33.0 20.0 52.0 33.0 Max Q Clear Time (g_c+I1), s 4.2 17.0 5.7 4.3 9.7 7.2
Green Ext Time (p_c), s 0.1 18.0 0.7 0.1 9.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 11.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 186 1627 34 18 980 87 59 21 65 56 5 113 Future Volume (veh/h) 186 1627 34 18 980 87 59 21 65 56 5 113 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 198 1731 36 19 1043 93 63 22 69 60 5 120 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 229 3397 71 35 2631 234 82 193 162 78 6 155
Arrive On Green 0.13 0.66 0.66 0.02 0.55 0.55 0.05 0.10 0.10 0.04 0.10 0.10 Sat Flow, veh/h 1781 5145 107 1781 4771 425 1781 1870 1576 1781 64 1531 Grp Volume(v), veh/h 198 1145 622 19 744 392 63 22 69 60 0 125 Grp Sat Flow(s),veh/h/ln 1781 1702 1848 1781 1702 1792 1781 1870 1576 1781 0 1595 Q Serve(g_s), s 13.1 20.7 20.7 1.3 15.1 15.1 4.2 1.3 4.9 4.0 0.0 9.2 Cycle Q Clear(g_c), s 13.1 20.7 20.7 1.3 15.1 15.1 4.2 1.3 4.9 4.0 0.0 9.2 Prop In Lane 1.00 0.06 1.00 0.24 1.00 1.00 1.00 0.96
Lane Grp Cap(c), veh/h 229 2248 1220 35 1877 988 82 193 162 78 0 161 V/C Ratio(X) 0.86 0.51 0.51 0.55 0.40 0.40 0.77 0.11 0.42 0.77 0.00 0.78 Avail Cap(c_a), veh/h 377 2248 1220 154 1877 988 229 388 327 229 0 327 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) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.3 10.4 10.4 58.3 15.5 15.5 56.6 48.8 50.5 56.8 0.0 52.6 Incr Delay (d2), s/veh 8.3 0.6 1.1 12.6 0.6 1.2 14.1 0.3 1.8 14.7 0.0 7.8 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.2 7.1 7.9 0.7 5.7 6.2 2.2 0.6 2.0 2.1 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.5 11.0 11.5 70.9 16.1 16.7 70.8 49.1 52.2 71.5 0.0 60.4 LnGrp LOS EBBEBBEDDEAE
Approach Vol, veh/h 1965 1155 154 185
Approach Delay, s/veh 16.1 17.2 59.4 64.0
Approach LOS BBEE
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 6.9 85.4 9.8 17.8 20.0 72.4 10.1 17.5 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 10.4 48.8 15.4 * 25 25.4 * 34 15.4 24.6 Max Q Clear Time (g_c+I1), s 3.3 22.7 6.0 6.9 15.1 17.1 6.2 11.2 Green Ext Time (p_c), s 0.0 14.0 0.1 0.2 0.4 6.8 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 20.9
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
15: West Ln & Marlette Rd 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 238 68 332 304 16 14 173 1113 80 45 1284 102 Future Volume (veh/h) 238 68 332 304 16 14 173 1113 80 45 1284 102 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 259 74 361 330 17 15 188 1210 87 49 1396 111 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222222222222
Cap, veh/h 302 379 321 374 223 196 262 1660 515 68 1470 456 Arrive On Green 0.17 0.20 0.20 0.21 0.24 0.24 0.08 0.33 0.33 0.04 0.29 0.29 Sat Flow, veh/h 1781 1870 1585 1781 916 809 3456 5106 1585 1781 5106 1585 Grp Volume(v), veh/h 259 74 361 330 0 32 188 1210 87 49 1396 111 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1725 1728 1702 1585 1781 1702 1585 Q Serve(g_s), s 13.3 3.1 19.0 16.8 0.0 1.3 5.0 19.7 3.7 2.6 25.1 5.0 Cycle Q Clear(g_c), s 13.3 3.1 19.0 16.8 0.0 1.3 5.0 19.7 3.7 2.6 25.1 5.0 Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 302 379 321 374 0 419 262 1660 515 68 1470 456 V/C Ratio(X) 0.86 0.20 1.12 0.88 0.00 0.08 0.72 0.73 0.17 0.72 0.95 0.24 Avail Cap(c_a), veh/h 627 379 321 627 0 419 368 1660 515 133 1470 456 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 31.1 37.4 35.9 0.0 27.4 42.4 28.0 22.6 44.6 32.7 25.6 Incr Delay (d2), s/veh 6.9 0.2 88.2 8.0 0.0 0.1 4.0 1.7 0.2 13.0 13.4 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 1.4 15.1 8.0 0.0 0.6 2.3 8.0 1.4 1.4 11.9 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.8 31.3 125.6 44.0 0.0 27.5 46.3 29.7 22.8 57.6 46.1 25.9 LnGrp LOS D C F D A CDCCEDC
Approach Vol, veh/h 694 362 1485 1556
Approach Delay, s/veh 85.4 42.5 31.4 45.1
Approach LOS F D C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 8.6 36.5 24.7 24.0 12.1 33.0 20.9 27.8 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 30.0 33.0 19.0 10.0 27.0 33.0 19.0 Max Q Clear Time (g_c+I1), s 4.6 21.7 18.8 21.0 7.0 27.1 15.3 3.3 Green Ext Time (p_c), s 0.0 5.2 0.9 0.0 0.2 0.0 0.7 0.1 Intersection Summary
HCM 6th Ctrl Delay 46.7
HCM 6th LOS D

ATTACHMENT E
HCM 6th Roundabout
8: Caywood Dr & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh 11.0
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1570 1214 123 209
Demand Flow Rate, veh/h 1601 1239 126 213
Vehicles Circulating, veh/h 199 40 1599 1224
Vehicles Exiting, veh/h 1238 1684 201 55
Ped Vol Crossing Leg, #/h 0 0 26 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 13.3 7.4 17.1 11.4
Approach LOS B A C B
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 752 849 582 657 126 113 100
Cap Entry Lane, veh/h 1124 1199 1301 1373 365 438 502
Entry HV Adj Factor 0.981 0.980 0.980 0.979 0.976 0.980 0.982 Flow Entry, veh/h 738 832 571 643 123 111 98
Cap Entry, veh/h 1103 1175 1276 1344 356 429 493
V/C Ratio 0.669 0.708 0.447 0.479 0.345 0.258 0.199
Control Delay, s/veh 12.9 13.7 7.3 7.5 17.1 12.6 10.1

LOS BB AA C BB
95th %tile Queue, veh 5 6 2 3 2 1 1

ATTACHMENT E
HCM 6th Roundabout
9: Cherbourg Wy & Morada Ln 05/29/2024
Cumulative_Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh 31.7
Intersection LOS D
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1651 1365 157 429
Demand Flow Rate, veh/h 1684 1392 160 437
Vehicles Circulating, veh/h 560 40 2001 1361
Vehicles Exiting, veh/h 1238 2121 243 71
Ped Vol Crossing Leg, #/h 0 0 16 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 53.0 8.3 37.7 21.8
Approach LOS F A E C
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 791 893 654 738 160 232 205
Cap Entry Lane, veh/h 806 882 1301 1373 259 386 447
Entry HV Adj Factor 0.981 0.980 0.981 0.980 0.981 0.980 0.983 Flow Entry, veh/h 776 875 642 723 157 227 202
Cap Entry, veh/h 791 864 1276 1346 254 378 439
V/C Ratio 0.981 1.012 0.503 0.538 0.617 0.601 0.459
Control Delay, s/veh 50.2 55.6 8.1 8.4 37.7 25.9 17.3

LOS F F A A E D C
95th %tile Queue, veh 16 19 3 3 4 4 2

ATTACHMENT E
HCM 6th Signalized Intersection Summary
1: West Ln & Eight Mile Rd 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 235 949 483 452 1186 22 392 684 256 17 644 124 Future Volume (veh/h) 235 949 483 452 1186 22 392 684 256 17 644 124 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 242 978 349 466 1223 23 404 705 264 18 664 128 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 222222222222
Cap, veh/h 273 1472 457 536 1482 460 463 1156 509 35 749 334 Arrive On Green 0.15 0.29 0.29 0.16 0.29 0.29 0.13 0.33 0.33 0.02 0.21 0.21 Sat Flow, veh/h 1781 5106 1585 3456 5106 1585 3456 3554 1565 1781 3554 1585 Grp Volume(v), veh/h 242 978 349 466 1223 23 404 705 264 18 664 128 Grp Sat Flow(s),veh/h/ln 1781 1702 1585 1728 1702 1585 1728 1777 1565 1781 1777 1585 Q Serve(g_s), s 13.8 17.5 20.9 13.7 23.2 1.1 11.9 17.3 14.2 1.0 18.8 7.2 Cycle Q Clear(g_c), s 13.8 17.5 20.9 13.7 23.2 1.1 11.9 17.3 14.2 1.0 18.8 7.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 273 1472 457 536 1482 460 463 1156 509 35 749 334 V/C Ratio(X) 0.89 0.66 0.76 0.87 0.83 0.05 0.87 0.61 0.52 0.52 0.89 0.38 Avail Cap(c_a), veh/h 292 1622 504 599 1671 519 466 1156 509 120 787 351 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.1 32.5 33.7 42.9 34.4 26.5 44.1 29.5 28.4 50.4 39.8 35.2 Incr Delay (d2), s/veh 25.4 0.9 6.2 12.1 3.2 0.0 16.3 0.9 0.9 11.4 11.6 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.8 7.0 8.3 6.5 9.5 0.4 5.9 7.0 5.1 0.6 9.3 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 33.4 40.0 54.9 37.6 26.6 60.4 30.4 29.4 61.9 51.3 35.9 LnGrp LOS E CDDDCECCEDD
Approach Vol, veh/h 1569 1712 1373 810
Approach Delay, s/veh 40.3 42.2 39.1 49.1
Approach LOS DDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 21.1 35.9 18.9 27.9 20.9 36.2 7.0 39.8 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 18.0 33.0 14.0 23.0 17.0 34.0 7.0 30.0 Max Q Clear Time (g_c+I1), s 15.7 22.9 13.9 20.8 15.8 25.2 3.0 19.3 Green Ext Time (p_c), s 0.4 5.2 0.0 1.1 0.1 4.9 0.0 3.8 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
2: West Ln & Project Rd (Full Access) 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 70 102 1768 119 223 1473
Future Volume (vph) 70 102 1768 119 223 1473
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 0.91 1.00 1.00 0.91
Frt 1.00 0.85 1.00 0.85 1.00 1.00
Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (prot) 1770 1583 5085 1583 1770 5085
Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00
Satd. Flow (perm) 1770 1583 5085 1583 1770 5085
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 76 111 1922 129 242 1601
RTOR Reduction (vph) 0 99 0 75 0 0
Lane Group Flow (vph) 76 12 1922 54 242 1601
Turn Type Perm Perm NA Perm Prot NA
Protected Phases 2 1 6
Permitted Phases 8 8 2
Actuated Green, G (s) 6.6 6.6 24.2 24.2 13.3 42.5
Effective Green, g (s) 6.6 6.6 24.2 24.2 13.3 42.5
Actuated g/C Ratio 0.11 0.11 0.40 0.40 0.22 0.71
Clearance Time (s) 5.0 5.0 6.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 194 173 2047 637 391 3595
v/s Ratio Prot c0.38 c0.14 0.31
v/s Ratio Perm c0.04 0.01 0.03
v/c Ratio 0.39 0.07 0.94 0.09 0.62 0.45
Uniform Delay, d1 24.9 24.0 17.2 11.1 21.1 3.8
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.3 0.2 9.0 0.1 2.9 0.1
Delay (s) 26.2 24.2 26.3 11.2 24.0 3.9
Level of Service C C C B C A
Approach Delay (s) 25.0 25.3 6.5
Approach LOS C C A
Intersection Summary
HCM 2000 Control Delay 16.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.76
Actuated Cycle Length (s) 60.1 Sum of lost time (s) 16.0 Intersection Capacity Utilization 64.0% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th TWSC
3: West Ln & Project Rd (RI/RO) 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 0.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 27 1860 55 0 1543
Future Vol, veh/h 0 27 1860 55 0 1543
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 200 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 29 2022 60 0 1677
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1011 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 204 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 204 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 25.6 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 204 -
HCM Lane V/C Ratio - - 0.144 -
HCM Control Delay (s) - - 25.6 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.5 -

ATTACHMENT E
HCM 6th Signalized Intersection Summary
4: Morada Ln & West Ln 05/30/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 152 283 161 471 415 315 270 1448 542 291 1069 183 Future Volume (veh/h) 152 283 161 471 415 315 270 1448 542 291 1069 183 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 158 295 168 491 432 328 281 1508 565 303 1114 191 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 193 621 259 584 836 368 302 1684 516 374 1791 553 Arrive On Green 0.11 0.17 0.17 0.17 0.24 0.24 0.09 0.33 0.33 0.11 0.35 0.35 Sat Flow, veh/h 1781 3554 1485 3456 3554 1565 3456 5106 1565 3456 5106 1578 Grp Volume(v), veh/h 158 295 168 491 432 328 281 1508 565 303 1114 191 Grp Sat Flow(s),veh/h/ln 1781 1777 1485 1728 1777 1565 1728 1702 1565 1728 1702 1578 Q Serve(g_s), s 8.9 7.7 10.9 14.2 10.9 20.9 8.3 29.0 34.0 8.8 18.7 9.2 Cycle Q Clear(g_c), s 8.9 7.7 10.9 14.2 10.9 20.9 8.3 29.0 34.0 8.8 18.7 9.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 621 259 584 836 368 302 1684 516 374 1791 553 V/C Ratio(X) 0.82 0.48 0.65 0.84 0.52 0.89 0.93 0.90 1.09 0.81 0.62 0.35 Avail Cap(c_a), veh/h 441 827 346 855 836 368 302 1684 516 469 1932 597 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.0 38.3 39.6 41.5 34.3 38.1 46.7 32.8 34.5 44.9 27.8 24.7 Incr Delay (d2), s/veh 8.2 0.6 2.7 5.0 0.3 22.0 34.2 6.7 67.8 8.3 0.6 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 3.4 4.2 6.2 4.5 10.2 4.9 12.4 22.4 4.0 7.1 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.2 38.9 42.3 46.5 34.6 60.2 81.0 39.5 102.4 53.3 28.3 25.1 LnGrp LOS DDDDCEFDFDCC
Approach Vol, veh/h 621 1251 2354 1608
Approach Delay, s/veh 43.4 46.0 59.6 32.7
Approach LOS D D E C
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 17.1 40.0 15.7 30.3 15.0 42.1 21.9 24.0 Change Period (Y+Rc), s 6.0 6.0 4.5 6.0 6.0 6.0 4.5 6.0 Max Green Setting (Gmax), s 14.0 34.0 25.5 24.0 9.0 39.0 25.5 24.0 Max Q Clear Time (g_c+I1), s 10.8 36.0 10.9 22.9 10.3 20.7 16.2 12.9 Green Ext Time (p_c), s 0.3 0.0 0.3 0.1 0.0 7.4 1.2 2.0 Intersection Summary
HCM 6th Ctrl Delay 47.5
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM Signalized Intersection Capacity Analysis
5: West Ln & W Ln Frontage Rd 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 123 6 94 136 9 8 156 2135 140 39 1564 72 Future Volume (vph) 123 6 94 136 9 8 156 2135 140 39 1564 72 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 0.91 1.00 0.91 Frpb, ped/bikes 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 0.85 1.00 0.99 1.00 0.99
Flt Protected 0.95 1.00 0.96 1.00 0.95 1.00 0.95 1.00
Satd. Flow (prot) 1778 1583 1779 1563 1770 5030 1770 5047 Flt Permitted 0.56 1.00 0.60 1.00 0.95 1.00 0.95 1.00
Satd. Flow (perm) 1044 1583 1124 1563 1770 5030 1770 5047 Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Adj. Flow (vph) 128 6 98 142 9 8 162 2224 146 41 1629 75 RTOR Reduction (vph) 0 0 70 006040040
Lane Group Flow (vph) 0 134 28 0 151 2 163 2366 0 41 1700 0 Confl. Peds. (#/hr) 1 3 1
Confl. Bikes (#/hr) 21
Turn Type Perm NA Perm Perm NA Perm Prot NA Prot NA
Protected Phases 4 4 5 2 1 6
Permitted Phases 4 4 4 4
Actuated Green, G (s) 18.6 18.6 18.6 18.6 14.4 56.2 4.9 46.7 Effective Green, g (s) 18.6 18.6 18.6 18.6 14.4 56.2 4.9 46.7 Actuated g/C Ratio 0.19 0.19 0.19 0.19 0.15 0.59 0.05 0.49 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 6.0 5.0 6.0
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Lane Grp Cap (vph) 202 307 218 303 266 2953 90 2462
v/s Ratio Prot c0.09 c0.47 0.02 0.34
v/s Ratio Perm 0.13 0.02 c0.13 0.00
v/c Ratio 0.66 0.09 0.69 0.01 0.61 0.80 0.46 0.69
Uniform Delay, d1 35.7 31.6 35.9 31.1 38.0 15.4 44.1 18.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 7.9 0.1 9.1 0.0 4.1 1.6 3.6 0.9
Delay (s) 43.6 31.7 45.0 31.1 42.2 17.0 47.7 19.8
Level of Service D C D C D B D B
Approach Delay (s) 38.6 44.3 18.7 20.4
Approach LOS D D B C
Intersection Summary
HCM 2000 Control Delay 21.2 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.78
Actuated Cycle Length (s) 95.7 Sum of lost time (s) 16.0 Intersection Capacity Utilization 76.2% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT E
HCM 6th Signalized Intersection Summary
6: West Ln & Knickerbocker Dr 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 92 45 30 124 54 86 66 2290 87 133 1610 51 Future Volume (veh/h) 92 45 30 124 54 86 66 2290 87 133 1610 51 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 96 47 31 129 56 90 69 2385 91 139 1677 53 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 125 101 67 164 76 122 89 2408 730 175 2642 83 Arrive On Green 0.07 0.10 0.10 0.09 0.12 0.12 0.05 0.47 0.47 0.10 0.52 0.52 Sat Flow, veh/h 1781 1049 692 1781 645 1036 1781 5106 1547 1781 5080 160 Grp Volume(v), veh/h 96 0 78 129 0 146 69 2385 91 139 1123 607 Grp Sat Flow(s),veh/h/ln 1781 0 1741 1781 0 1681 1781 1702 1547 1781 1702 1837 Q Serve(g_s), s 4.6 0.0 3.7 6.2 0.0 7.3 3.3 40.3 2.9 6.6 20.5 20.6 Cycle Q Clear(g_c), s 4.6 0.0 3.7 6.2 0.0 7.3 3.3 40.3 2.9 6.6 20.5 20.6 Prop In Lane 1.00 0.40 1.00 0.62 1.00 1.00 1.00 0.09
Lane Grp Cap(c), veh/h 125 0 167 164 0 199 89 2408 730 175 1770 955 V/C Ratio(X) 0.77 0.00 0.47 0.79 0.00 0.73 0.77 0.99 0.12 0.79 0.63 0.63 Avail Cap(c_a), veh/h 348 0 401 369 0 406 205 2408 730 410 1997 1078 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 39.7 0.0 37.2 38.6 0.0 37.0 40.8 22.8 12.9 38.3 14.9 14.9 Incr Delay (d2), s/veh 9.6 0.0 2.0 8.1 0.0 5.2 13.2 16.0 0.1 7.8 0.6 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 1.7 3.0 0.0 3.3 1.7 17.6 1.0 3.2 7.0 7.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3 0.0 39.2 46.7 0.0 42.2 53.9 38.8 13.0 46.1 15.5 16.0 LnGrp LOS D A D D A D D D B D B B
Approach Vol, veh/h 174 275 2545 1869
Approach Delay, s/veh 44.8 44.3 38.3 17.9
Approach LOS D D D B
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 47.0 13.0 13.4 9.4 51.2 11.1 15.3 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 20.0 41.0 18.0 20.0 10.0 51.0 17.0 21.0 Max Q Clear Time (g_c+I1), s 8.6 42.3 8.2 5.7 5.3 22.6 6.6 9.3 Green Ext Time (p_c), s 0.2 0.0 0.2 0.3 0.0 14.3 0.1 0.6 Intersection Summary
HCM 6th Ctrl Delay 31.0
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
7: West Ln & Hammer Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 646 1468 195 426 1154 262 498 1663 270 290 1186 353 Future Volume (veh/h) 646 1468 195 426 1154 262 498 1663 270 290 1186 353 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 0.97 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 673 1529 203 444 1202 273 519 1732 281 302 1235 368 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 653 1835 442 492 1535 371 518 2156 529 347 1838 441 Arrive On Green 0.19 0.29 0.29 0.14 0.24 0.24 0.15 0.34 0.34 0.10 0.29 0.29 Sat Flow, veh/h 3456 6434 1548 3456 6434 1555 3456 6434 1579 3456 6434 1544 Grp Volume(v), veh/h 673 1529 203 444 1202 273 519 1732 281 302 1235 368 Grp Sat Flow(s),veh/h/ln 1728 1609 1548 1728 1609 1555 1728 1609 1579 1728 1609 1544 Q Serve(g_s), s 29.0 34.2 16.6 19.4 26.8 24.9 23.0 37.6 22.1 13.2 26.0 34.3 Cycle Q Clear(g_c), s 29.0 34.2 16.6 19.4 26.8 24.9 23.0 37.6 22.1 13.2 26.0 34.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 653 1835 442 492 1535 371 518 2156 529 347 1838 441 V/C Ratio(X) 1.03 0.83 0.46 0.90 0.78 0.74 1.00 0.80 0.53 0.87 0.67 0.83 Avail Cap(c_a), veh/h 653 1886 454 540 1677 405 518 2222 545 383 1970 473 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.2 51.4 45.1 64.8 54.7 54.0 65.2 46.4 41.3 68.0 48.5 51.4 Incr Delay (d2), s/veh 43.3 3.3 0.7 17.4 2.3 6.3 40.1 2.2 0.9 17.8 0.8 11.6 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 16.5 14.0 6.4 9.7 11.0 10.3 12.9 15.1 8.7 6.7 10.5 14.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 105.6 54.7 45.9 82.2 57.0 60.2 105.3 48.6 42.2 85.9 49.3 63.0 LnGrp LOS F D D F E E F D D F D E
Approach Vol, veh/h 2405 1919 2532 1905
Approach Delay, s/veh 68.2 63.3 59.5 57.7
Approach LOS EEEE
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 20.4 57.4 26.9 48.8 28.0 49.9 34.0 41.6 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 53.0 24.0 45.0 23.0 47.0 29.0 40.0 Max Q Clear Time (g_c+I1), s 15.2 39.6 21.4 36.2 25.0 36.3 31.0 28.8 Green Ext Time (p_c), s 0.2 9.8 0.5 6.3 0.0 6.7 0.0 6.5 Intersection Summary
HCM 6th Ctrl Delay 62.3
HCM 6th LOS E
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
8: Caywood Dr & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 54 1038 46 49 1143 127 19 2 38 75 2 67 Future Volume (veh/h) 54 1038 46 49 1143 127 19 2 38 75 2 67 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 1104 49 52 1216 135 20 2 40 76 7 71 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 96 2053 91 90 2080 633 30 3 60 151 12 124
Arrive On Green 0.05 0.41 0.41 0.05 0.41 0.41 0.06 0.06 0.06 0.08 0.08 0.08 Sat Flow, veh/h 1781 5002 222 1781 5106 1554 527 53 1054 1781 144 1463 Grp Volume(v), veh/h 57 751 402 52 1216 135 62 0 0 76 0 78 Grp Sat Flow(s),veh/h/ln 1781 1702 1819 1781 1702 1554 1633 0 0 1781 0 1607 Q Serve(g_s), s 1.7 8.8 8.8 1.5 9.8 3.0 2.0 0.0 0.0 2.2 0.0 2.5 Cycle Q Clear(g_c), s 1.7 8.8 8.8 1.5 9.8 3.0 2.0 0.0 0.0 2.2 0.0 2.5 Prop In Lane 1.00 0.12 1.00 1.00 0.32 0.65 1.00 0.91
Lane Grp Cap(c), veh/h 96 1397 747 90 2080 633 92 0 0 151 0 136 V/C Ratio(X) 0.60 0.54 0.54 0.58 0.58 0.21 0.67 0.00 0.00 0.50 0.00 0.57 Avail Cap(c_a), veh/h 337 2514 1344 337 3771 1148 309 0 0 675 0 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.4 11.8 11.8 24.5 12.2 10.2 24.4 0.0 0.0 23.1 0.0 23.2 Incr Delay (d2), s/veh 5.8 0.3 0.6 5.7 0.3 0.2 8.1 0.0 0.0 2.6 0.0 3.7 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 0.8 2.5 2.7 0.7 2.8 0.8 0.9 0.0 0.0 0.9 0.0 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 30.3 12.1 12.4 30.3 12.4 10.3 32.6 0.0 0.0 25.7 0.0 27.0 LnGrp LOS C B B C B B C A A C A C
Approach Vol, veh/h 1210 1403 62 154
Approach Delay, s/veh 13.0 12.9 32.6 26.3
Approach LOS B B C C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 8.0 7.7 27.7 9.5 7.8 27.5
Change Period (Y+Rc), s 5.0 5.0 6.0 5.0 5.0 6.0
Max Green Setting (Gmax), s 10.0 10.0 39.0 20.0 10.0 39.0 Max Q Clear Time (g_c+I1), s 4.0 3.5 10.8 4.5 3.7 11.8
Green Ext Time (p_c), s 0.1 0.0 8.0 0.5 0.0 9.7
Intersection Summary
HCM 6th Ctrl Delay 14.1
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
9: Cherbourg Wy & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 117 969 65 92 1248 128 33 3 76 244 2 38 Future Volume (veh/h) 117 969 65 92 1248 128 33 3 76 244 2 38 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 126 1042 70 99 1342 138 35 3 82 302 0 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 164 1997 134 129 1991 608 44 4 104 434 228 0 Arrive On Green 0.09 0.41 0.41 0.07 0.39 0.39 0.09 0.09 0.09 0.12 0.00 0.00 Sat Flow, veh/h 1781 4874 327 1781 5106 1559 478 41 1121 3563 1870 0 Grp Volume(v), veh/h 126 727 385 99 1342 138 120 0 0 302 0 0 Grp Sat Flow(s),veh/h/ln 1781 1702 1797 1781 1702 1559 1640 0 0 1781 1870 0 Q Serve(g_s), s 4.8 11.1 11.2 3.8 15.1 4.1 5.0 0.0 0.0 5.6 0.0 0.0 Cycle Q Clear(g_c), s 4.8 11.1 11.2 3.8 15.1 4.1 5.0 0.0 0.0 5.6 0.0 0.0 Prop In Lane 1.00 0.18 1.00 1.00 0.29 0.68 1.00 0.00
Lane Grp Cap(c), veh/h 164 1395 736 129 1991 608 152 0 0 434 228 0 V/C Ratio(X) 0.77 0.52 0.52 0.77 0.67 0.23 0.79 0.00 0.00 0.70 0.00 0.00 Avail Cap(c_a), veh/h 514 2160 1140 385 2872 877 237 0 0 1028 540 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.7 15.4 15.4 31.6 17.5 14.2 30.8 0.0 0.0 29.2 0.0 0.0 Incr Delay (d2), s/veh 7.3 0.3 0.6 9.1 0.4 0.2 9.1 0.0 0.0 2.0 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/ln 2.2 3.7 3.9 1.8 5.0 1.3 2.3 0.0 0.0 2.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 15.7 15.9 40.6 17.9 14.3 39.8 0.0 0.0 31.2 0.0 0.0 LnGrp LOS D B B D B B D A A C A A
Approach Vol, veh/h 1238 1579 120 302
Approach Delay, s/veh 18.0 19.0 39.8 31.2
Approach LOS B B D C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 11.4 10.0 34.4 13.4 11.4 33.0
Change Period (Y+Rc), s 5.0 5.0 6.0 5.0 5.0 6.0
Max Green Setting (Gmax), s 10.0 15.0 44.0 20.0 20.0 39.0 Max Q Clear Time (g_c+I1), s 7.0 5.8 13.2 7.6 6.8 17.1
Green Ext Time (p_c), s 0.2 0.1 7.9 0.8 0.2 10.0
Intersection Summary
HCM 6th Ctrl Delay 20.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

ATTACHMENT E
HCM 6th TWSC
10: Fox Creek Dr & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Int Delay, s/veh 30.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 47 1188 54 90 1364 291 44 0 65 0 0 60 Future Vol, veh/h 47 1188 54 90 1364 291 44 0 65 0 0 60 Conflicting Peds, #/hr 0 0 11 11 00000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 250 - - 300 - 250 - - - - -0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 2 22222222222
Mvmt Flow 51 1277 58 97 1467 313 47 0 70 0 0 65
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1780 0 0 1346 0 0 2200 3393 679 - - 734 Stage 1 - ----- 1419 1419 - - - -
Stage 2 - - - - - - 781 1974 - - - -
Critical Hdwy 5.34 - - 5.34 - - 6.44 6.54 7.14 - - 7.14 Critical Hdwy Stg 1 - ----- 7.34 5.54 - - - -
Critical Hdwy Stg 2 - ----- 6.74 5.54 - - - -
Follow-up Hdwy 3.12 - - 3.12 - - 3.82 4.02 3.92 - - 3.92 Pot Cap-1 Maneuver 162 - - 265 - - 48 7 338 0 0 311
Stage 1 - - - - - - 101 201 - 0 0 -
Stage 2 - - - - - - 321 106 - 0 0 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 162 - - 262 - - ~ 21 3 334 - - 311
Mov Cap-2 Maneuver - - - - - - ~ 21 3 - - - -
Stage 1 - - - - - - 68 136 - - - -
Stage 2 - - - - - - 160 67 - - - -
Approach EB WB NB SB
HCM Control Delay, s 1.3 1.4 $ 837.6 19.6

HCM LOS F C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 48 162 - - 262 - - 311
HCM Lane V/C Ratio 2.442 0.312 - - 0.369 - - 0.207
HCM Control Delay (s) $ 837.6 37 - - 26.6 - - 19.6
HCM Lane LOS F E - - D - - C
HCM 95th %tile Q(veh) 12.2 1.2 - - 1.6 - - 0.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon

ATTACHMENT E
HCM 6th Signalized Intersection Summary
11: Glacier Point Dr & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 34 1160 59 44 1638 71 44 6 43 95 11 63 Future Volume (veh/h) 34 1160 59 44 1638 71 44 6 43 95 11 63 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.99 1.00 1.00 1.00 0.95 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 37 1261 64 48 1780 77 48 7 47 103 12 68 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 52 2296 117 61 2386 735 121 29 197 135 34 195 Arrive On Green 0.03 0.46 0.46 0.03 0.47 0.47 0.07 0.14 0.14 0.08 0.15 0.15 Sat Flow, veh/h 1781 4969 252 1781 5106 1573 1781 210 1407 1781 233 1319 Grp Volume(v), veh/h 37 864 461 48 1780 77 48 0 54 103 0 80 Grp Sat Flow(s),veh/h/ln 1781 1702 1817 1781 1702 1573 1781 0 1617 1781 0 1552 Q Serve(g_s), s 1.5 13.3 13.3 2.0 20.8 2.0 1.9 0.0 2.2 4.1 0.0 3.4 Cycle Q Clear(g_c), s 1.5 13.3 13.3 2.0 20.8 2.0 1.9 0.0 2.2 4.1 0.0 3.4 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.87 1.00 0.85
Lane Grp Cap(c), veh/h 52 1573 840 61 2386 735 121 0 226 135 0 229 V/C Ratio(X) 0.72 0.55 0.55 0.79 0.75 0.10 0.40 0.00 0.24 0.76 0.00 0.35 Avail Cap(c_a), veh/h 220 1680 897 317 2799 862 317 0 665 488 0 787 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.1 14.1 14.1 35.0 15.9 10.9 32.6 0.0 27.9 33.1 0.0 27.9 Incr Delay (d2), s/veh 17.0 0.3 0.6 19.9 0.9 0.1 2.1 0.0 0.5 8.5 0.0 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 4.3 4.7 1.1 6.8 0.7 0.9 0.0 0.9 2.1 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 52.1 14.5 14.8 54.9 16.8 10.9 34.6 0.0 28.5 41.5 0.0 28.8 LnGrp LOS D B B D B B C A C D A C
Approach Vol, veh/h 1362 1905 102 183
Approach Delay, s/veh 15.6 17.6 31.4 36.0
Approach LOS B B C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 7.5 39.7 10.0 15.8 7.1 40.1 10.5 15.2 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 36.0 13.0 37.0 9.0 40.0 20.0 30.0 Max Q Clear Time (g_c+I1), s 4.0 15.3 3.9 5.4 3.5 22.8 6.1 4.2 Green Ext Time (p_c), s 0.0 8.5 0.0 0.5 0.0 11.3 0.2 0.2 Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B

ATTACHMENT E
HCM 6th Signalized Intersection Summary
12: Holman Rd & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 199 937 162 148 1349 262 216 346 185 173 251 188 Future Volume (veh/h) 199 937 162 148 1349 262 216 346 185 173 251 188 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 207 976 169 154 1405 273 225 360 193 180 261 196 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 222222222222
Cap, veh/h 247 1762 539 191 1603 496 265 961 294 219 828 257 Arrive On Green 0.14 0.35 0.35 0.11 0.31 0.31 0.15 0.19 0.19 0.12 0.16 0.16 Sat Flow, veh/h 1781 5106 1562 1781 5106 1581 1781 5106 1562 1781 5106 1582 Grp Volume(v), veh/h 207 976 169 154 1405 273 225 360 193 180 261 196 Grp Sat Flow(s),veh/h/ln 1781 1702 1562 1781 1702 1581 1781 1702 1562 1781 1702 1582 Q Serve(g_s), s 10.5 14.4 7.4 7.9 24.2 13.3 11.5 5.7 10.6 9.2 4.2 11.0 Cycle Q Clear(g_c), s 10.5 14.4 7.4 7.9 24.2 13.3 11.5 5.7 10.6 9.2 4.2 11.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 247 1762 539 191 1603 496 265 961 294 219 828 257 V/C Ratio(X) 0.84 0.55 0.31 0.81 0.88 0.55 0.85 0.37 0.66 0.82 0.32 0.76 Avail Cap(c_a), veh/h 478 1762 539 478 1646 509 478 1536 470 478 1536 476 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.1 24.7 22.4 40.6 30.2 26.5 38.6 33.0 35.0 39.8 34.4 37.3 Incr Delay (d2), s/veh 7.4 0.4 0.3 7.7 5.6 1.2 7.4 0.2 2.5 7.5 0.2 4.7 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 4.9 5.4 2.6 3.7 10.1 4.9 5.3 2.3 4.1 4.3 1.7 4.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.5 25.1 22.7 48.3 35.8 27.7 46.0 33.2 37.5 47.3 34.6 42.0 LnGrp LOS DCCDDCDCDDCD
Approach Vol, veh/h 1352 1832 778 637
Approach Delay, s/veh 28.0 35.7 38.0 40.5
Approach LOS CDDD
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 16.4 23.5 15.0 38.1 18.9 21.1 17.9 35.2 Change Period (Y+Rc), s 5.0 6.0 5.0 6.0 5.0 6.0 5.0 6.0 Max Green Setting (Gmax), s 25.0 28.0 25.0 30.0 25.0 28.0 25.0 30.0 Max Q Clear Time (g_c+I1), s 11.2 12.6 9.9 16.4 13.5 13.0 12.5 26.2 Green Ext Time (p_c), s 0.4 2.5 0.3 5.7 0.5 1.9 0.4 2.9 Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
13: Maranatha Dr & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 74 1186 35 105 1707 66 28 16 95 52 16 36 Future Volume (veh/h) 74 1186 35 105 1707 66 28 16 95 52 16 36 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 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 80 1275 38 113 1835 71 30 17 102 56 17 39 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 222222222222
Cap, veh/h 105 2837 85 149 2937 114 255 204 172 248 204 172 Arrive On Green 0.06 0.56 0.56 0.08 0.58 0.58 0.11 0.11 0.11 0.11 0.11 0.11 Sat Flow, veh/h 1781 5091 152 1781 5044 195 1344 1870 1581 1270 1870 1581 Grp Volume(v), veh/h 80 852 461 113 1238 668 30 17 102 56 17 39 Grp Sat Flow(s),veh/h/ln 1781 1702 1839 1781 1702 1835 1344 1870 1581 1270 1870 1581 Q Serve(g_s), s 2.7 8.9 8.9 3.7 14.3 14.4 1.2 0.5 3.7 2.5 0.5 1.4 Cycle Q Clear(g_c), s 2.7 8.9 8.9 3.7 14.3 14.4 1.7 0.5 3.7 3.0 0.5 1.4 Prop In Lane 1.00 0.08 1.00 0.11 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 105 1897 1025 149 1982 1068 255 204 172 248 204 172 V/C Ratio(X) 0.76 0.45 0.45 0.76 0.62 0.63 0.12 0.08 0.59 0.23 0.08 0.23 Avail Cap(c_a), veh/h 594 3007 1625 594 3007 1621 826 998 843 787 998 843 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.8 7.8 7.8 26.9 8.2 8.2 24.8 24.0 25.5 25.4 24.0 24.4 Incr Delay (d2), s/veh 10.9 0.2 0.3 7.6 0.3 0.6 0.2 0.2 3.2 0.5 0.2 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 1.4 2.3 2.6 1.8 3.6 4.0 0.4 0.2 1.5 0.8 0.2 0.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 8.0 8.2 34.5 8.5 8.8 25.0 24.2 28.7 25.8 24.2 25.1 LnGrp LOS D A A C A A CCCCCC
Approach Vol, veh/h 1393 2019 149 112
Approach Delay, s/veh 9.8 10.1 27.4 25.3
Approach LOS A B C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 10.0 38.4 11.5 8.5 39.9 11.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 53.0 32.0 20.0 53.0 32.0 Max Q Clear Time (g_c+I1), s 5.7 10.9 5.0 4.7 16.4 5.7
Green Ext Time (p_c), s 0.2 11.0 0.4 0.1 18.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 11.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
14: Diamond Bar Pl & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 222 1066 45 51 1590 178 26 16 29 139 17 262 Future Volume (veh/h) 222 1066 45 51 1590 178 26 16 29 139 17 262 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 236 1134 48 54 1691 189 28 17 31 148 18 279 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 222222222222
Cap, veh/h 267 2763 117 70 2047 228 45 258 215 177 21 318 Arrive On Green 0.15 0.55 0.55 0.04 0.44 0.44 0.03 0.14 0.14 0.10 0.21 0.21 Sat Flow, veh/h 1781 5023 213 1781 4659 519 1781 1870 1557 1781 97 1501 Grp Volume(v), veh/h 236 768 414 54 1234 646 28 17 31 148 0 297 Grp Sat Flow(s),veh/h/ln 1781 1702 1832 1781 1702 1774 1781 1870 1557 1781 0 1598 Q Serve(g_s), s 15.6 15.7 15.8 3.6 38.3 38.5 1.9 0.9 2.1 9.8 0.0 21.6 Cycle Q Clear(g_c), s 15.6 15.7 15.8 3.6 38.3 38.5 1.9 0.9 2.1 9.8 0.0 21.6 Prop In Lane 1.00 0.12 1.00 0.29 1.00 1.00 1.00 0.94
Lane Grp Cap(c), veh/h 267 1872 1008 70 1496 780 45 258 215 177 0 339 V/C Ratio(X) 0.88 0.41 0.41 0.77 0.82 0.83 0.62 0.07 0.14 0.84 0.00 0.88 Avail Cap(c_a), veh/h 377 1872 1008 154 1496 780 154 388 323 303 0 461 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) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 50.0 15.7 15.7 57.1 29.6 29.6 57.9 45.0 45.5 53.1 0.0 45.7 Incr Delay (d2), s/veh 14.8 0.6 1.1 16.4 5.3 9.9 13.2 0.1 0.3 9.8 0.0 13.4 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 7.9 5.9 6.5 1.9 15.9 17.7 1.0 0.5 0.8 4.9 0.0 9.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.8 16.3 16.8 73.5 34.9 39.5 71.1 45.1 45.8 62.9 0.0 59.1 LnGrp LOS EBBECDEDDEAE
Approach Vol, veh/h 1418 1934 76 445
Approach Delay, s/veh 24.5 37.5 55.0 60.4
Approach LOS C D D E
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.3 72.2 16.5 22.0 22.6 58.9 7.6 30.9 Change Period (Y+Rc), s 4.6 6.2 4.6 * 5.4 4.6 * 6.2 4.6 5.4 Max Green Setting (Gmax), s 10.4 43.8 20.4 * 25 25.4 * 29 10.4 34.6 Max Q Clear Time (g_c+I1), s 5.6 17.8 11.8 4.1 17.6 40.5 3.9 23.6 Green Ext Time (p_c), s 0.0 8.4 0.2 0.1 0.4 0.0 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 35.7
HCM 6th LOS D
Notes
User approved pedestrian interval to be less than phase max green. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ATTACHMENT E
HCM 6th Signalized Intersection Summary
15: West Ln & Marlette Rd 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 182 55 225 180 44 6 461 1274 135 55 1291 145 Future Volume (veh/h) 182 55 225 180 44 6 461 1274 135 55 1291 145 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 198 60 245 196 48 7 501 1385 147 60 1403 158 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 233 325 275 231 275 40 601 2225 691 78 1559 484 Arrive On Green 0.13 0.17 0.17 0.13 0.17 0.17 0.17 0.44 0.44 0.04 0.31 0.31 Sat Flow, veh/h 1781 1870 1585 1781 1596 233 3456 5106 1585 1781 5106 1585 Grp Volume(v), veh/h 198 60 245 196 0 55 501 1385 147 60 1403 158 Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1781 0 1828 1728 1702 1585 1781 1702 1585 Q Serve(g_s), s 10.5 2.6 14.6 10.4 0.0 2.5 13.5 20.3 5.6 3.2 25.4 7.4 Cycle Q Clear(g_c), s 10.5 2.6 14.6 10.4 0.0 2.5 13.5 20.3 5.6 3.2 25.4 7.4 Prop In Lane 1.00 1.00 1.00 0.13 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 233 325 275 231 0 315 601 2225 691 78 1559 484 V/C Ratio(X) 0.85 0.18 0.89 0.85 0.00 0.17 0.83 0.62 0.21 0.77 0.90 0.33 Avail Cap(c_a), veh/h 295 349 296 295 0 341 895 2380 739 185 1587 493 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.0 34.1 39.0 41.1 0.0 34.1 38.5 21.1 16.9 45.7 32.1 25.9 Incr Delay (d2), s/veh 17.0 0.3 25.6 16.7 0.0 0.3 4.4 0.5 0.2 14.9 7.3 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 5.7 1.2 7.5 5.6 0.0 1.1 5.7 7.3 2.0 1.7 11.2 2.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.1 34.3 64.6 57.8 0.0 34.3 42.9 21.5 17.1 60.6 39.4 26.3 LnGrp LOS E C E E A C D C B E D C
Approach Vol, veh/h 503 251 2033 1621
Approach Delay, s/veh 58.4 52.7 26.5 38.9
Approach LOS E D C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 48.1 17.5 21.8 21.8 35.5 17.6 21.7 Change Period (Y+Rc), s 5.0 6.0 5.0 5.0 5.0 6.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 45.0 16.0 18.0 25.0 30.0 16.0 18.0 Max Q Clear Time (g_c+I1), s 5.2 22.3 12.4 16.6 15.5 27.4 12.5 4.5 Green Ext Time (p_c), s 0.0 10.2 0.2 0.2 1.3 2.1 0.2 0.1 Intersection Summary
HCM 6th Ctrl Delay 36.2
HCM 6th LOS D

ATTACHMENT E
HCM 6th Roundabout
8: Caywood Dr & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh 9.0
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1210 1403 62 153
Demand Flow Rate, veh/h 1234 1431 63 156
Vehicles Circulating, veh/h 137 80 1266 1313
Vehicles Exiting, veh/h 1332 1249 105 198
Ped Vol Crossing Leg, #/h 0 0 16 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 8.5 9.1 9.3 11.4
Approach LOS AAAB
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.532 0.468
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 580 654 673 758 63 83 73
Cap Entry Lane, veh/h 1190 1264 1254 1327 484 403 465
Entry HV Adj Factor 0.980 0.981 0.980 0.981 0.984 0.977 0.985 Flow Entry, veh/h 569 641 659 743 62 81 72
Cap Entry, veh/h 1167 1239 1228 1301 476 394 458
V/C Ratio 0.487 0.517 0.537 0.571 0.130 0.206 0.157
Control Delay, s/veh 8.4 8.6 9.0 9.2 9.3 12.5 10.1

LOS AA AA A BB
95th %tile Queue, veh 3 3 3 4 0 1 1

ATTACHMENT E
HCM 6th Roundabout
9: Cherbourg Wy & Morada Ln 05/29/2024
Cumulative_Project PM 1:19 pm 10/11/2023 Synchro 11 Report

Intersection
Intersection Delay, s/veh 13.5
Intersection LOS B
Approach EB WB NB SB
Entry Lanes 2212
Conflicting Circle Lanes 2222
Adj Approach Flow, veh/h 1238 1579 120 305
Demand Flow Rate, veh/h 1263 1611 123 311
Vehicles Circulating, veh/h 370 168 1459 1506
Vehicles Exiting, veh/h 1447 1414 174 273
Ped Vol Crossing Leg, #/h 1 0 13 0
Ped Cap Adj 0.999 1.000 1.000 1.000
Approach Delay, s/veh 13.0 12.6 14.3 20.1
Approach LOS B B B C
Lane Left Right Left Right Left Left Right
Designated Moves LT TR LT TR LTR L LTR
Assumed Moves LT TR LT TR LTR L LTR
RT Channelized
Lane Util 0.470 0.530 0.470 0.530 1.000 0.531 0.469
Follow-Up Headway, s 2.667 2.535 2.667 2.535 2.535 2.667 2.535 Critical Headway, s 4.645 4.328 4.645 4.328 4.328 4.645 4.328 Entry Flow, veh/h 594 669 757 854 123 165 146
Cap Entry Lane, veh/h 960 1037 1157 1231 411 338 395
Entry HV Adj Factor 0.980 0.981 0.980 0.980 0.975 0.980 0.982 Flow Entry, veh/h 582 656 742 837 120 162 143
Cap Entry, veh/h 940 1016 1134 1207 401 331 388
V/C Ratio 0.619 0.646 0.655 0.694 0.299 0.488 0.370
Control Delay, s/veh 12.9 13.0 12.2 12.9 14.3 23.3 16.5

LOS BB BB B C C
95th %tile Queue, veh 4 5 5 6 1 3 2

ATTACHMENT E
Appendix L: Cumulative and
Cumulative Plus Project
Queue Worksheets

ATTACHMENT E
Queues
1: West Ln & Eight Mile Rd 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Group Flow (vph) 221 1045 499 353 1126 53 369 541 303 59 583 194 v/c Ratio 0.80 0.72 0.78 0.78 0.85 0.09 0.74 0.51 0.44 0.44 0.80 0.40 Control Delay 62.7 34.4 23.9 54.8 41.3 0.3 49.8 31.0 5.7 54.5 45.7 7.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 62.7 34.4 23.9 54.8 41.3 0.3 49.8 31.0 5.7 54.5 45.7 7.6 Queue Length 50th (ft) 137 217 136 113 250 0 117 153 0 36 186 0 Queue Length 95th (ft) #253 267 271 #179 305 0 166 207 62 78 248 55 Internal Link Dist (ft) 546 4053 2672 2544
Turn Bay Length (ft) 240 240 165 165 375 375 410 410
Base Capacity (vph) 297 1548 668 468 1388 574 540 1070 684 148 780 502 Starvation Cap Reductn 000000000000
Spillback Cap Reductn 000000000000
Storage Cap Reductn 000000000000
Reduced v/c Ratio 0.74 0.68 0.75 0.75 0.81 0.09 0.68 0.51 0.44 0.40 0.75 0.39 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
4: Morada Ln & West Ln 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBL EBT EBR WBL WBT NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 214 611 439 290 638 549 860 374 470 1278 273 v/c Ratio 0.45 0.64 0.80 0.79 1.71 1.51 0.69 0.56 1.29 1.03 0.48 Control Delay 49.2 52.0 31.6 72.1 362.9 287.3 55.2 7.7 202.3 87.6 9.6 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.2 52.0 31.6 72.1 362.9 287.3 55.2 7.7 202.3 87.6 9.6 Queue Length 50th (ft) 176 281 173 287 ~963 ~386 284 0 ~303 ~490 13 Queue Length 95th (ft) 259 348 328 #430 #1223 #506 336 88 #419 #587 93 Internal Link Dist (ft) 738 1289 2542 590
Turn Bay Length (ft) 400 400 300 300 320 320
Base Capacity (vph) 480 960 551 367 374 363 1245 664 363 1245 568 Starvation Cap Reductn 00000000000
Spillback Cap Reductn 00000000000
Storage Cap Reductn 00000000000
Reduced v/c Ratio 0.45 0.64 0.80 0.79 1.71 1.51 0.69 0.56 1.29 1.03 0.48 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
5: West Ln & W Ln Frontage Rd 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report

Lane Group EBT EBR WBT WBR NBL NBT SBL SBT
Lane Group Flow (vph) 182 158 273 16 216 1468 72 2057
v/c Ratio 1.28 0.36 1.26 0.04 0.75 0.52 0.46 0.88
Control Delay 208.3 17.8 185.5 0.2 63.0 17.5 60.9 33.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 208.3 17.8 185.5 0.2 63.0 17.5 60.9 33.9
Queue Length 50th (ft) ~176 35 ~261 0 152 235 51 475
Queue Length 95th (ft) #328 98 #438 0 256 356 106 #730
Internal Link Dist (ft) 308 219 1238 2542
Turn Bay Length (ft) 50 50 415 400
Base Capacity (vph) 142 445 217 420 388 2825 388 2390
Starvation Cap Reductn 00000000
Spillback Cap Reductn 00000000
Storage Cap Reductn 00000000
Reduced v/c Ratio 1.28 0.36 1.26 0.04 0.56 0.52 0.19 0.86 Intersection Summary
~ Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT E
Queues
6: West Ln & Knickerbocker Dr 05/29/2024
Cumulative No Project AM 12:58 pm 09/05/2023 Synchro 11 Report