07_Studies Combined.pdf — Bakersfield City Council, August 26, 2026 (part 2 of 2)

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 30 692 - - 714 - - 16 27 349
HCM Lane V/C Ratio 7.253 0.121 - - 0.192 - - 5.328 1.171 0.205 HCM Control Delay (s/veh) $ 3071.3 10.9 - - 11.2 - $ 2414. - 7$ 448.3 17.9 HCM Lane LOS F B - - B - - F F C
HCM 95th %tile Q(veh) 26.6 0.4 - - 0.7 - - 11.6 3.7 0.8 Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 Future Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 79 1186 103 41 907 130 78 210 56 68 226 73 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 82 844 710 78 840 706 63 170 45 51 171 55
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 Prop Arrive On Green 0.05 0.49 0.49 0.05 0.48 0.48 0.17 0.17 0.15 0.17 0.17 0.15 Unsig. Movement Delay
Ln Grp Delay, s/veh 143.6 220.1 17.5 61.3 86.1 18.2 183.6 0.0 0.0 219.3 0.0 0.0 Ln Grp LOS F F B E F B F F
Approach Vol, veh/h 1368 1078 344 367
Approach Delay, s/veh 200.4 76.9 183.6 219.3
Approach LOS F E F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 3 4 8 7
Case No 12.0 12.0 2.0 3.0 3.0 2.0
Phs Duration (G+Y+Rc), s 24.0 24.0 9.7 62.3 62.0 10.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 4.0 56.0 56.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.0 4.1 4.1
Max Q Clear (g_c+l1), s 22.0 22.0 4.9 60.3 60.0 7.8
Green Ext Time (g_e), s 0.0 0.0 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 0.75 1.00 1.00 0.93
Prob of Max Out (p_x) 1.00 1.00 1.00 0.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 308 378 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1024 1019 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 331 272 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 3 0 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 1 0 0 0 0 1
Grp Vol (v), veh/h 367 344 41 0 0 0 0 79
Grp Sat Flow (s), veh/h/ln 1662 1669 1641 0 0 0 0 1641
Q Serve Time (g_s), s 20.0 20.0 2.9 0.0 0.0 0.0 0.0 5.8 Cycle Q Clear Time (g_c), s 20.0 20.0 2.9 0.0 0.0 0.0 0.0 5.8 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.19 0.23 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 277 278 78 0 0 0 0 82
V/C Ratio (X) 1.32 1.24 0.53 0.00 0.00 0.00 0.00 0.96
Avail Cap (c_a), veh/h 277 278 82 0 0 0 0 82
Upstream Filter (I) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 50.2 50.2 55.9 0.0 0.0 0.0 0.0 56.9 Incr Delay (d2), s/veh 169.1 133.4 5.5 0.0 0.0 0.0 0.0 86.7 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 219.3 183.6 61.3 0.0 0.0 0.0 0.0 143.6 1st-Term Q (Q1), veh/ln 7.9 8.0 1.2 0.0 0.0 0.0 0.0 2.3 2nd-Term Q (Q2), veh/ln 13.0 10.3 0.1 0.0 0.0 0.0 0.0 2.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 20.9 18.3 1.3 0.0 0.0 0.0 0.0 4.3 %ile Storage Ratio (RQ%) 0.29 0.21 0.33 0.00 0.00 0.00 0.00 1.55 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 22.5 16.5 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 0 4 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 1186 0 0 907 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1737 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 58.3 0.0 0.0 58.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 58.3 0.0 0.0 58.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 844 0 0 840 0
V/C Ratio (X) 0.00 0.00 0.00 1.40 0.00 0.00 1.08 0.00
Avail Cap (c_a), veh/h 0 0 0 844 0 0 840 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 30.8 0.0 0.0 31.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 189.3 0.0 0.0 55.1 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 220.1 0.0 0.0 86.1 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 21.6 0.0 0.0 21.5 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 44.4 0.0 0.0 12.8 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 66.0 0.0 0.0 34.3 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.70 0.00 0.00 0.37 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 85.4 0.0 0.0 16.9 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.4 0.0 0.0 0.3 0.0 Right Lane Group Data
Assigned Mvmt 16 12 0 14 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 103 0 0 130 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1460 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 0.0 4.7 0.0 0.0 6.1 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 4.7 0.0 0.0 6.1 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.20 0.16 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 710 0 0 706 0
V/C Ratio (X) 0.00 0.00 0.00 0.15 0.00 0.00 0.18 0.00
Avail Cap (c_a), veh/h 0 0 0 710 0 0 706 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 17.1 0.0 0.0 17.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.4 0.0 0.0 0.6 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 17.5 0.0 0.0 18.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 1.5 0.0 0.0 1.9 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.5 0.0 0.0 2.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 1.95 0.00 0.00 2.53 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 158.6
HCM 7th LOS F
HCM 7th TWSC PM 2043+Project
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 31.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 141 919 6 4 910 99 5 1 17 34 3 72
Future Vol, veh/h 141 919 6 4 910 99 5 1 17 34 3 72
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 38 38 38 87 87 87
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 153 999 7 4 989 108 13 3 45 39 3 83
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 1097 0 0 1005 0 0 2308 2414 1002 2305 2310 989 Stage 1 - - - - - - 1309 1309 - 998 998 -
Stage 2 - - - - - - 1000 1105 - 1307 1312 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 636 - - 689 - - 27 31 294 ~ 27 36 299 Stage 1 - - - - - - 196 220 - 294 310 -
Stage 2 - - - - - - 293 276 - 197 219 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 636 - - 689 - - 13 23 294 ~ 16 27 299 Mov Cap-2 Maneuver - - - - - - 13 23 - ~ 16 27 -
Stage 1 - - - - - - 149 167 - 292 308 -
Stage 2 - - - - - - 208 274 - 125 166 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.65 0.04 $ 354.32 $ 425.98

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 48 636 - - 689 - - 16 299
HCM Lane V/C Ratio 1.263 0.241 - - 0.006 - - 2.61 0.276 HCM Control Delay (s/veh) $ 354.3 12.4 - - 10.3 - - $ 1213 21.6 HCM Lane LOS F B - - B - - F C
HCM 95th %tile Q(veh) 5.6 0.9 - - 0 - - 6 1.1
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 4 10 31 5 273 14 992 43 499 986 0 Future Volume (veh/h) 0 4 10 31 5 273 14 992 43 499 986 0 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 2166 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 0 8 20 36 6 321 15 1067 46 580 1147 0 Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 1 101 79 44 224 388 22 1459 599 578 2663 1094 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 Prop Arrive On Green 0.00 0.05 0.05 0.03 0.12 0.12 0.01 0.41 0.41 0.35 0.75 0.00 Unsig. Movement Delay
Ln Grp Delay, s/veh 0.0 52.0 53.8 104.4 44.7 58.1 76.1 30.4 20.8 75.6 5.8 0.0 Ln Grp LOS D D F D E E C C F A
Approach Vol, veh/h 28 363 1128 1727
Approach Delay, s/veh 53.3 62.4 30.6 29.3
Approach LOS D E C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 45.0 51.7 7.6 10.7 6.0 90.7 0.0 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 40.5 34.5 4.0 18.0 4.0 71.0 4.0 18.0 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.2 4.1 4.0 0.0 4.3 Max Q Clear (g_c+l1), s 42.5 31.1 4.5 3.5 3.0 15.7 0.0 13.2 Green Ext Time (g_e), s 0.0 1.7 0.0 0.0 0.0 6.1 0.0 0.6 Prob of Phs Call (p_c) 1.00 1.00 0.68 1.00 0.38 1.00 0.00 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.76 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 1870 3554 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 3230
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 580 0 36 0 15 0 0 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 40.5 0.0 2.5 0.0 1.0 0.0 0.0 0.0
Cycle Q Clear Time (g_c), s 40.5 0.0 2.5 0.0 1.0 0.0 0.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 578 0 44 0 22 0 1 0
V/C Ratio (X) 1.00 0.00 0.82 0.00 0.69 0.00 0.00 0.00
Avail Cap (c_a), veh/h 578 0 57 0 57 0 57 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.56 0.00 0.00 0.00 Uniform Delay (d1), s/veh 37.3 0.0 55.7 0.0 56.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 38.4 0.0 48.7 0.0 19.6 0.0 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 75.6 0.0 104.4 0.0 76.1 0.0 0.0 0.0 1st-Term Q (Q1), veh/ln 14.9 0.0 1.0 0.0 0.4 0.0 0.0 0.0 2nd-Term Q (Q2), veh/ln 6.2 0.0 0.6 0.0 0.1 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 21.0 0.0 1.6 0.0 0.5 0.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.42 0.00 0.01 0.00 0.01 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 1 0 2 0 1
Grp Vol (v), veh/h 0 1067 0 8 0 1147 0 6
Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 1870
Q Serve Time (g_s), s 0.0 29.1 0.0 0.5 0.0 13.7 0.0 0.3 Cycle Q Clear Time (g_c), s 0.0 29.1 0.0 0.5 0.0 13.7 0.0 0.3 Lane Grp Cap (c), veh/h 0 1459 0 101 0 2663 0 224
V/C Ratio (X) 0.00 0.73 0.00 0.08 0.00 0.43 0.00 0.03
Avail Cap (c_a), veh/h 0 1459 0 293 0 2663 0 293
Upstream Filter (I) 0.00 0.56 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.6 0.0 51.7 0.0 5.3 0.0 44.7 Incr Delay (d2), s/veh 0.0 1.9 0.0 0.3 0.0 0.5 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 Control Delay (d), s/veh 0.0 30.4 0.0 52.0 0.0 5.8 0.0 44.7 1st-Term Q (Q1), veh/ln 0.0 11.3 0.0 0.2 0.0 3.4 0.0 0.1 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 11.7 0.0 0.2 0.0 3.6 0.0 0.1 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.00 0.00 0.07 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 2
Grp Vol (v), veh/h 0 46 0 20 0 0 0 321
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1615
Q Serve Time (g_s), s 0.0 2.2 0.0 1.5 0.0 0.0 0.0 11.2
Cycle Q Clear Time (g_c), s 0.0 2.2 0.0 1.5 0.0 0.0 0.0 11.2 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 599 0 79 0 1094 0 388
V/C Ratio (X) 0.00 0.08 0.00 0.25 0.00 0.00 0.00 0.83
Avail Cap (c_a), veh/h 0 599 0 229 0 1094 0 506
Upstream Filter (I) 0.00 0.56 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 20.6 0.0 52.2 0.0 0.0 0.0 49.4 Incr Delay (d2), s/veh 0.0 0.1 0.0 1.7 0.0 0.0 0.0 8.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 20.8 0.0 53.8 0.0 0.0 0.0 58.1 1st-Term Q (Q1), veh/ln 0.0 0.7 0.0 0.5 0.0 0.0 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.7 0.0 0.6 0.0 0.0 0.0 4.8 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.01 0.00 0.00 0.00 0.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 33.7
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 154 736 359 118 707 350 185 795 60 200 544 23 Future Volume (veh/h) 154 736 359 118 707 350 185 795 60 200 544 23 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 179 856 417 148 884 438 197 846 64 220 598 25 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 244 1278 525 211 1241 510 324 1007 414 289 967 397 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 Prop Arrive On Green 0.08 0.36 0.36 0.07 0.35 0.35 0.10 0.28 0.28 0.09 0.27 0.27 Unsig. Movement Delay
Ln Grp Delay, s/veh 49.8 27.1 23.8 49.5 28.9 44.2 40.9 38.7 25.0 47.8 31.4 14.2 Ln Grp LOS D C C D C D D D C D C B
Approach Vol, veh/h 1452 1470 1107 843
Approach Delay, s/veh 29.0 35.5 38.3 35.1
Approach LOS C D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 6 5 7 8
Case No 2.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 12.7 30.0 10.5 36.9 29.0 13.7 11.4 35.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 9.5 25.5 6.5 30.5 24.5 10.5 7.5 29.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.0 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 8.1 22.2 6.1 20.3 15.3 7.3 7.0 27.1 Green Ext Time (g_e), s 0.1 1.4 0.0 4.2 1.9 0.2 0.0 1.4 Prob of Phs Call (p_c) 1.00 1.00 0.98 1.00 1.00 0.99 0.99 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 3554 3554 3554
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 0 2 2 0
Grp Vol (v), veh/h 220 0 148 0 0 197 179 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 0 1591 1591 0
Q Serve Time (g_s), s 6.1 0.0 4.1 0.0 0.0 5.3 5.0 0.0
Cycle Q Clear Time (g_c), s 6.1 0.0 4.1 0.0 0.0 5.3 5.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 289 0 211 0 0 324 244 0
V/C Ratio (X) 0.76 0.00 0.70 0.00 0.00 0.61 0.73 0.00
Avail Cap (c_a), veh/h 336 0 230 0 0 371 265 0
Upstream Filter (I) 0.91 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d1), s/veh 40.0 0.0 41.1 0.0 0.0 38.7 40.6 0.0 Incr Delay (d2), s/veh 7.8 0.0 8.3 0.0 0.0 2.2 9.2 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 47.8 0.0 49.5 0.0 0.0 40.9 49.8 0.0 1st-Term Q (Q1), veh/ln 2.2 0.0 1.5 0.0 0.0 1.9 1.8 0.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.2 0.0 0.0 0.1 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 1.7 0.0 0.0 2.0 2.1 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.00 0.00 0.00 0.02 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 2 2 0 0 2
Grp Vol (v), veh/h 0 846 0 856 598 0 0 884
Grp Sat Flow (s), veh/h/ln 0 1777 0 1777 1777 0 0 1777
Q Serve Time (g_s), s 0.0 20.2 0.0 18.3 13.3 0.0 0.0 19.4 Cycle Q Clear Time (g_c), s 0.0 20.2 0.0 18.3 13.3 0.0 0.0 19.4 Lane Grp Cap (c), veh/h 0 1007 0 1278 967 0 0 1241
V/C Ratio (X) 0.00 0.84 0.00 0.67 0.62 0.00 0.00 0.71
Avail Cap (c_a), veh/h 0 1007 0 1278 967 0 0 1241
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.91 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 30.3 0.0 24.3 28.7 0.0 0.0 25.4 Incr Delay (d2), s/veh 0.0 8.4 0.0 2.8 2.7 0.0 0.0 3.5
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 38.7 0.0 27.1 31.4 0.0 0.0 28.9 1st-Term Q (Q1), veh/ln 0.0 7.7 0.0 6.8 5.1 0.0 0.0 7.2 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 1.2 0.0 0.5 0.4 0.0 0.0 0.6 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.9 0.0 7.3 5.5 0.0 0.0 7.8 %ile Storage Ratio (RQ%) 0.00 0.09 0.00 0.03 0.06 0.00 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 1 0 0 1
Grp Vol (v), veh/h 0 64 0 417 25 0 0 438
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 1460 0 0 1460
Q Serve Time (g_s), s 0.0 3.0 0.0 15.8 0.9 0.0 0.0 25.1 Cycle Q Clear Time (g_c), s 0.0 3.0 0.0 15.8 0.9 0.0 0.0 25.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 414 0 525 397 0 0 510
V/C Ratio (X) 0.00 0.15 0.00 0.79 0.06 0.00 0.00 0.86
Avail Cap (c_a), veh/h 0 414 0 525 397 0 0 510
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.91 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 24.2 0.0 12.1 13.9 0.0 0.0 27.2 Incr Delay (d2), s/veh 0.0 0.8 0.0 11.7 0.3 0.0 0.0 17.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 25.0 0.0 23.8 14.2 0.0 0.0 44.2 1st-Term Q (Q1), veh/ln 0.0 0.9 0.0 4.1 0.4 0.0 0.0 7.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 1.7 0.0 0.0 0.0 2.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.0 0.0 5.8 0.4 0.0 0.0 10.1 %ile Storage Ratio (RQ%) 0.00 0.17 0.00 0.98 0.00 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 34.1
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 123 16 110 114 69 17 421 106 104 705 31 Future Volume (veh/h) 30 123 16 110 114 69 17 421 106 104 705 31 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 35 145 19 145 150 91 20 484 122 125 849 37 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 72 196 26 149 308 259 89 908 737 182 1006 819 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 Prop Arrive On Green 0.04 0.13 0.11 0.09 0.18 0.18 0.05 0.52 0.50 0.11 0.58 0.56 Unsig. Movement Delay
Ln Grp Delay, s/veh 56.4 0.0 56.3 92.2 41.3 40.1 51.0 19.6 6.4 52.4 27.7 11.0 Ln Grp LOS E E F D D D B A D C B
Approach Vol, veh/h 199 386 626 1011
Approach Delay, s/veh 56.3 60.1 18.0 30.1
Approach LOS E E B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 4 3 5 6 7 8
Case No 2.0 3.0 4.0 2.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 16.2 61.5 18.3 14.0 10.0 67.7 8.8 23.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 14.0 50.0 14.0 8.0 14.0 50.0 4.0 18.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.0 4.1 4.1 Max Q Clear (g_c+l1), s 10.1 22.3 12.2 11.7 3.3 46.3 4.3 10.6 Green Ext Time (g_e), s 0.1 2.3 0.1 0.0 0.0 1.5 0.0 0.5 Prob of Phs Call (p_c) 1.00 1.00 1.00 0.99 1.00 1.00 0.66 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.12 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1504 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 197 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 0 3 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 125 0 0 145 20 0 35 0
Grp Sat Flow (s), veh/h/ln 1641 0 0 1641 1641 0 1641 0
Q Serve Time (g_s), s 8.1 0.0 0.0 9.7 1.3 0.0 2.3 0.0
Cycle Q Clear Time (g_c), s 8.1 0.0 0.0 9.7 1.3 0.0 2.3 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 182 0 0 149 89 0 72 0
V/C Ratio (X) 0.69 0.00 0.00 0.97 0.22 0.00 0.49 0.00
Avail Cap (c_a), veh/h 239 0 0 149 239 0 89 0
Upstream Filter (I) 1.00 0.00 0.00 0.46 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 47.1 0.0 0.0 49.9 49.8 0.0 51.4 0.0 Incr Delay (d2), s/veh 5.3 0.0 0.0 42.3 1.2 0.0 5.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 52.4 0.0 0.0 92.2 51.0 0.0 56.4 0.0 1st-Term Q (Q1), veh/ln 3.1 0.0 0.0 3.8 0.5 0.0 0.9 0.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.0 1.8 0.0 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 3.4 0.0 0.0 5.5 0.5 0.0 1.0 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.00 0.02 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 4 0 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 0 0 1 0 1
Grp Vol (v), veh/h 0 484 0 0 0 849 0 150
Grp Sat Flow (s), veh/h/ln 0 1737 0 0 0 1737 0 1737
Q Serve Time (g_s), s 0.0 20.3 0.0 0.0 0.0 44.3 0.0 8.6 Cycle Q Clear Time (g_c), s 0.0 20.3 0.0 0.0 0.0 44.3 0.0 8.6 Lane Grp Cap (c), veh/h 0 908 0 0 0 1006 0 308
V/C Ratio (X) 0.00 0.53 0.00 0.00 0.00 0.84 0.00 0.49
Avail Cap (c_a), veh/h 0 908 0 0 0 1006 0 316
Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.46 Uniform Delay (d1), s/veh 0.0 17.4 0.0 0.0 0.0 19.1 0.0 40.8 Incr Delay (d2), s/veh 0.0 2.2 0.0 0.0 0.0 8.6 0.0 0.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 19.6 0.0 0.0 0.0 27.7 0.0 41.3 1st-Term Q (Q1), veh/ln 0.0 7.1 0.0 0.0 0.0 14.7 0.0 3.5 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.6 0.0 0.0 0.0 2.4 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 7.7 0.0 0.0 0.0 17.1 0.0 3.5 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.19 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 14 0 0 16 0 18
Lane Assignment R T+R R R
Lanes in Grp 0 1 1 0 0 1 0 1
Grp Vol (v), veh/h 0 122 164 0 0 37 0 91
Grp Sat Flow (s), veh/h/ln 0 1460 1701 0 0 1460 0 1460
Q Serve Time (g_s), s 0.0 3.1 10.2 0.0 0.0 1.3 0.0 6.0
Cycle Q Clear Time (g_c), s 0.0 3.1 10.2 0.0 0.0 1.3 0.0 6.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.12 0.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 737 221 0 0 819 0 259
V/C Ratio (X) 0.00 0.17 0.74 0.00 0.00 0.05 0.00 0.35
Avail Cap (c_a), veh/h 0 737 247 0 0 819 0 265
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.46 Uniform Delay (d1), s/veh 0.0 5.9 46.2 0.0 0.0 10.9 0.0 39.7 Incr Delay (d2), s/veh 0.0 0.5 10.1 0.0 0.0 0.1 0.0 0.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.4 56.3 0.0 0.0 11.0 0.0 40.1 1st-Term Q (Q1), veh/ln 0.0 1.4 4.1 0.0 0.0 0.4 0.0 2.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.6 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.5 4.7 0.0 0.0 0.4 0.0 2.1 %ile Storage Ratio (RQ%) 0.00 0.01 0.03 0.00 0.00 0.00 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 34.3
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 783 56 130 830 120 45 70 55 67 24 55 Future Volume (veh/h) 73 783 56 130 830 120 45 70 55 67 24 55 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 2011 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 84 900 64 137 874 126 58 90 71 87 31 71 Peak Hour Factor 0.87 0.87 0.87 0.95 0.95 0.95 0.78 0.78 0.78 0.77 0.77 0.77 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 100 1098 797 152 1003 843 73 261 219 101 291 244 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.06 0.55 0.55 0.19 1.00 1.00 0.04 0.15 0.15 0.06 0.17 0.17 Unsig. Movement Delay
Ln Grp Delay, s/veh 95.2 28.3 7.2 90.9 9.4 0.3 86.2 49.3 33.3 104.0 43.1 33.6 Ln Grp LOS F C A F A A F D C F D C
Approach Vol, veh/h 1048 1137 219 189
Approach Delay, s/veh 32.4 18.2 53.9 67.6
Approach LOS C B D E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 4 3 5 6 8 7
Case No 2.0 3.0 3.0 2.0 2.0 3.0 3.0 2.0
Phs Duration (G+Y+Rc), s 11.9 22.5 70.0 15.6 9.8 24.6 73.8 11.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 7.4 18.0 65.5 11.1 6.9 18.5 69.3 7.3 Max Allow Headway (MAH), s 4.1 4.2 4.0 4.1 4.1 4.2 4.1 4.1 Max Q Clear (g_c+l1), s 8.3 7.6 46.1 11.8 6.2 6.3 2.0 8.1 Green Ext Time (g_e), s 0.0 0.3 4.4 0.0 0.0 0.2 5.0 0.0 Prob of Phs Call (p_c) 0.94 1.00 1.00 0.99 0.86 1.00 1.00 0.94 Prob of Max Out (p_x) 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 2011 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 0 3 5 0 0 7
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 0 1 1 0 0 1
Grp Vol (v), veh/h 87 0 0 137 58 0 0 84
Grp Sat Flow (s), veh/h/ln 1641 0 0 1641 1641 0 0 1641
Q Serve Time (g_s), s 6.3 0.0 0.0 9.8 4.2 0.0 0.0 6.1
Cycle Q Clear Time (g_c), s 6.3 0.0 0.0 9.8 4.2 0.0 0.0 6.1 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 101 0 0 152 73 0 0 100
V/C Ratio (X) 0.86 0.00 0.00 0.90 0.80 0.00 0.00 0.84
Avail Cap (c_a), veh/h 101 0 0 152 94 0 0 100
Upstream Filter (I) 1.00 0.00 0.00 0.90 1.00 0.00 0.00 0.85 Uniform Delay (d1), s/veh 55.8 0.0 0.0 48.4 56.8 0.0 0.0 55.8 Incr Delay (d2), s/veh 48.3 0.0 0.0 42.6 29.4 0.0 0.0 39.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 104.0 0.0 0.0 90.9 86.2 0.0 0.0 95.2 1st-Term Q (Q1), veh/ln 2.5 0.0 0.0 3.5 1.7 0.0 0.0 2.4 2nd-Term Q (Q2), veh/ln 1.4 0.0 0.0 1.8 0.6 0.0 0.0 1.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.9 0.0 0.0 5.3 2.3 0.0 0.0 3.5 %ile Storage Ratio (RQ%) 0.65 0.00 0.00 1.12 0.03 0.00 0.00 0.45 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 4 0 0 6 8 0
Lane Assignment T T T T
Lanes in Grp 0 1 1 0 0 1 1 0
Grp Vol (v), veh/h 0 90 900 0 0 31 874 0
Grp Sat Flow (s), veh/h/ln 0 1737 2011 0 0 1737 1737 0
Q Serve Time (g_s), s 0.0 5.6 44.1 0.0 0.0 1.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 5.6 44.1 0.0 0.0 1.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 261 1098 0 0 291 1003 0
V/C Ratio (X) 0.00 0.35 0.82 0.00 0.00 0.11 0.87 0.00
Avail Cap (c_a), veh/h 0 261 1098 0 0 291 1003 0
Upstream Filter (I) 0.00 1.00 0.85 0.00 0.00 1.00 0.90 0.00 Uniform Delay (d1), s/veh 0.0 45.7 22.4 0.0 0.0 42.3 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.6 5.9 0.0 0.0 0.7 9.4 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 49.3 28.3 0.0 0.0 43.1 9.4 0.0 1st-Term Q (Q1), veh/ln 0.0 2.3 18.1 0.0 0.0 0.7 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 1.8 0.0 0.0 0.1 2.6 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.6 19.9 0.0 0.0 0.8 2.6 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.07 0.00 0.00 0.01 0.03 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 14 0 0 16 18 0
Lane Assignment R R R R
Lanes in Grp 0 1 1 0 0 1 1 0
Grp Vol (v), veh/h 0 71 64 0 0 71 126 0
Grp Sat Flow (s), veh/h/ln 0 1460 1460 0 0 1460 1460 0
Q Serve Time (g_s), s 0.0 4.2 1.8 0.0 0.0 4.3 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 4.2 1.8 0.0 0.0 4.3 0.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 219 797 0 0 244 843 0
V/C Ratio (X) 0.00 0.32 0.08 0.00 0.00 0.29 0.15 0.00
Avail Cap (c_a), veh/h 0 219 797 0 0 244 843 0
Upstream Filter (I) 0.00 1.00 0.85 0.00 0.00 1.00 0.90 0.00 Uniform Delay (d1), s/veh 0.0 29.4 7.0 0.0 0.0 30.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 3.9 0.2 0.0 0.0 3.0 0.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 33.3 7.2 0.0 0.0 33.6 0.3 0.0 1st-Term Q (Q1), veh/ln 0.0 1.8 0.7 0.0 0.0 1.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.2 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.0 0.8 0.0 0.0 2.0 0.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.10 0.00 0.00 0.33 0.02 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 30.6
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 Future Volume (veh/h) 69 1032 90 39 853 122 49 132 35 61 203 66 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 2103 1723 1723 2103 1723 1723 2011 1723 1723 2011 1870 Adj Flow Rate, veh/h 79 1186 103 41 907 130 78 210 56 68 226 73 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 126 2368 865 78 2251 823 132 306 198 122 294 205 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.03 0.20 0.20 0.05 0.56 0.56 0.08 0.15 0.14 0.07 0.15 0.13 Unsig. Movement Delay
Ln Grp Delay, s/veh 59.9 32.8 22.6 57.6 15.0 12.7 57.5 51.3 47.4 57.6 55.3 48.7 Ln Grp LOS E C C E B B E D D E E D
Approach Vol, veh/h 1368 1078 344 367
Approach Delay, s/veh 33.6 16.3 52.1 54.4
Approach LOS C B D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 12.9 22.3 9.7 75.1 13.6 21.6 13.2 71.6 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 22.0 4.0 52.0 18.0 22.0 9.0 47.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.0 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 6.8 13.9 4.9 33.8 7.5 15.0 7.7 17.4 Green Ext Time (g_e), s 0.1 0.6 0.0 5.9 0.1 0.6 0.0 4.9 Prob of Phs Call (p_c) 1.00 1.00 0.75 1.00 1.00 1.00 0.93 1.00 Prob of Max Out (p_x) 0.00 0.08 1.00 0.00 0.00 0.19 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 2011 3995 2011 3995
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1585 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 68 0 41 0 78 0 79 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 4.8 0.0 2.9 0.0 5.5 0.0 5.7 0.0
Cycle Q Clear Time (g_c), s 4.8 0.0 2.9 0.0 5.5 0.0 5.7 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 122 0 78 0 132 0 126 0
V/C Ratio (X) 0.56 0.00 0.53 0.00 0.59 0.00 0.63 0.00
Avail Cap (c_a), veh/h 273 0 82 0 273 0 150 0
Upstream Filter (I) 1.00 0.00 0.32 0.00 1.00 0.00 0.51 0.00 Uniform Delay (d1), s/veh 53.6 0.0 55.9 0.0 53.3 0.0 56.8 0.0 Incr Delay (d2), s/veh 4.0 0.0 1.8 0.0 4.2 0.0 3.1 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 57.6 0.0 57.6 0.0 57.5 0.0 59.9 0.0 1st-Term Q (Q1), veh/ln 1.9 0.0 1.2 0.0 2.2 0.0 2.4 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.2 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.0 0.0 1.2 0.0 2.3 0.0 2.5 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.31 0.00 0.03 0.00 0.89 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 1 0 2 0 1 0 2
Grp Vol (v), veh/h 0 210 0 1186 0 226 0 907
Grp Sat Flow (s), veh/h/ln 0 2011 0 1998 0 2011 0 1998
Q Serve Time (g_s), s 0.0 11.9 0.0 31.8 0.0 13.0 0.0 15.4 Cycle Q Clear Time (g_c), s 0.0 11.9 0.0 31.8 0.0 13.0 0.0 15.4 Lane Grp Cap (c), veh/h 0 306 0 2368 0 294 0 2251
V/C Ratio (X) 0.00 0.69 0.00 0.50 0.00 0.77 0.00 0.40
Avail Cap (c_a), veh/h 0 402 0 2368 0 402 0 2251
Upstream Filter (I) 0.00 1.00 0.00 0.51 0.00 1.00 0.00 0.32 Uniform Delay (d1), s/veh 0.0 48.1 0.0 32.4 0.0 49.3 0.0 14.8 Incr Delay (d2), s/veh 0.0 3.1 0.0 0.4 0.0 6.0 0.0 0.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 51.3 0.0 32.8 0.0 55.3 0.0 15.0 1st-Term Q (Q1), veh/ln 0.0 5.7 0.0 16.8 0.0 6.2 0.0 6.2 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.1 0.0 0.5 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 5.9 0.0 16.9 0.0 6.7 0.0 6.2 %ile Storage Ratio (RQ%) 0.00 0.07 0.00 0.18 0.00 0.09 0.00 0.07 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 56 0 103 0 73 0 130
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1585 0 1460
Q Serve Time (g_s), s 0.0 4.1 0.0 7.0 0.0 5.0 0.0 5.1
Cycle Q Clear Time (g_c), s 0.0 4.1 0.0 7.0 0.0 5.0 0.0 5.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 198 0 865 0 205 0 823
V/C Ratio (X) 0.00 0.28 0.00 0.12 0.00 0.36 0.00 0.16
Avail Cap (c_a), veh/h 0 268 0 865 0 291 0 823
Upstream Filter (I) 0.00 1.00 0.00 0.51 0.00 1.00 0.00 0.32 Uniform Delay (d1), s/veh 0.0 46.6 0.0 22.5 0.0 47.6 0.0 12.5 Incr Delay (d2), s/veh 0.0 0.8 0.0 0.1 0.0 1.0 0.0 0.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 47.4 0.0 22.6 0.0 48.7 0.0 12.7 1st-Term Q (Q1), veh/ln 0.0 1.4 0.0 2.3 0.0 1.9 0.0 1.5 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.5 0.0 2.3 0.0 2.0 0.0 1.5 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 2.91 0.00 0.03 0.00 1.95 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 32.1
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 141 919 6 4 910 99 5 1 17 34 3 72 Future Volume (veh/h) 141 919 6 4 910 99 5 1 17 34 3 72 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 153 999 7 4 989 108 13 3 45 39 3 83 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.38 0.38 0.38 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 175 1186 8 7 1018 856 78 33 209 299 21 284
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.21 1.00 1.00 0.00 0.59 0.59 0.19 0.19 0.19 0.19 0.19 0.19 Unsig. Movement Delay
Ln Grp Delay, s/veh 75.2 0.0 4.6 120.4 44.4 11.2 41.8 0.0 0.0 40.8 0.0 43.8 Ln Grp LOS E A F D B D D D
Approach Vol, veh/h 1159 1101 61 125
Approach Delay, s/veh 13.9 41.4 41.8 42.8
Approach LOS B D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 6 7 8
Case No 8.0 2.0 4.0 7.0 2.0 3.0
Phs Duration (G+Y+Rc), s 27.9 5.0 87.1 27.9 17.3 74.9
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green (Gmax), s 19.5 4.0 83.0 19.5 13.5 73.5
Max Allow Headway (MAH), s 4.3 4.1 4.0 4.3 4.1 4.0
Max Q Clear (g_c+l1), s 6.0 2.3 2.0 7.8 12.8 67.6
Green Ext Time (g_e), s 0.1 0.0 5.7 0.3 0.0 2.7
Prob of Phs Call (p_c) 1.00 0.12 1.00 1.00 0.99 1.00
Prob of Max Out (p_x) 0.00 1.00 0.00 0.00 1.00 0.77
Left-Turn Movement Data
Assigned Mvmt 5 3 1 7
Mvmt Sat Flow, veh/h 213 1641 1241 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 168 1723 107 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1072 12 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 3 0 0 1 7 0
HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L+T+R L (Prot) L+T L (Prot)
Lanes in Grp 0 1 1 0 0 1 1 0
Grp Vol (v), veh/h 0 61 4 0 0 42 153 0
Grp Sat Flow (s), veh/h/ln 0 1453 1641 0 0 1348 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.3 0.0 0.0 0.0 10.8 0.0
Cycle Q Clear Time (g_c), s 0.0 4.0 0.3 0.0 0.0 2.5 10.8 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 1332 0 0 0 1379 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 1644 0 0
Perm LT Eff Green (g_p), s 0.0 23.4 0.0 0.0 0.0 23.4 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 20.8 0.0 0.0 0.0 19.4 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 6.9 0.0 0.0 0.0 0.2 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 4.0 0.0 0.0 0.0 0.2 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.21 1.00 0.00 0.00 0.93 1.00 0.00 Lane Grp Cap (c), veh/h 0 319 7 0 0 320 175 0
V/C Ratio (X) 0.00 0.19 0.59 0.00 0.00 0.13 0.88 0.00
Avail Cap (c_a), veh/h 0 319 55 0 0 320 185 0
Upstream Filter (I) 0.00 1.00 1.00 0.00 0.00 1.00 0.82 0.00 Uniform Delay (d1), s/veh 0.0 40.5 59.6 0.0 0.0 39.9 46.5 0.0 Incr Delay (d2), s/veh 0.0 1.3 60.8 0.0 0.0 0.8 28.8 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 41.8 120.4 0.0 0.0 40.8 75.2 0.0 1st-Term Q (Q1), veh/ln 0.0 1.5 0.1 0.0 0.0 1.0 3.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.1 0.0 0.0 0.1 1.4 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.6 0.2 0.0 0.0 1.1 5.2 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.12 0.00 0.00 0.01 1.88 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 989
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.6
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 65.6 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 1018
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.97
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 1064
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 23.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 20.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 44.4 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 22.5 HCM 7th Signalized Intersection Capacity Analysis PM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.8 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 28.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.59 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment T+R R R
Lanes in Grp 0 0 0 1 0 1 0 1
Grp Vol (v), veh/h 0 0 0 1006 0 83 0 108
Grp Sat Flow (s), veh/h/ln 0 0 0 1735 0 1460 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 5.8 0.0 4.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 5.8 0.0 4.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.74 0.00 0.01 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 1195 0 284 0 856
V/C Ratio (X) 0.00 0.00 0.00 0.84 0.00 0.29 0.00 0.13
Avail Cap (c_a), veh/h 0 0 0 1200 0 284 0 894
Upstream Filter (I) 0.00 0.00 0.00 0.82 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 41.3 0.0 11.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 4.6 0.0 2.6 0.0 0.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 4.6 0.0 43.8 0.0 11.2 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 2.0 0.0 1.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 1.5 0.0 0.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 1.5 0.0 2.2 0.0 1.2 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.02 0.00 0.28 0.00 0.10 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.5
HCM 7th LOS C

HCM 7th Signalized Intersection Capacity Analysis AM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 490 83 94 542 168 96 314 71 130 246 73 Future Volume (veh/h) 64 490 83 94 542 168 96 314 71 130 246 73 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj (A_pbT) 1.00 0.97 1.00 0.98 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 70 538 91 109 630 195 122 397 90 138 262 78 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 271 1368 379 307 1426 400 315 834 336 335 857 344 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 Prop Arrive On Green 0.09 0.27 0.27 0.10 0.28 0.28 0.10 0.23 0.23 0.11 0.24 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 23.7 16.4 15.8 23.6 16.3 17.2 23.6 18.3 17.3 23.5 17.0 16.8 Ln Grp LOS C B B C B B C B B C B B
Approach Vol, veh/h 699 934 609 478
Approach Delay, s/veh 17.1 17.3 19.2 18.9
Approach LOS B B B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 9.7 16.7 9.2 18.5 9.4 17.0 8.6 19.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 4.2 7.2 3.7 6.7 3.9 5.3 3.1 8.1 Green Ext Time (g_e), s 0.0 1.9 0.0 2.7 0.0 1.3 0.0 3.6 Prob of Phs Call (p_c) 0.87 1.00 0.81 1.00 0.84 1.00 0.65 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.01 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1431 1413 1427 1432
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 138 0 109 0 122 0 70 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 2.2 0.0 1.7 0.0 1.9 0.0 1.1 0.0
Cycle Q Clear Time (g_c), s 2.2 0.0 1.7 0.0 1.9 0.0 1.1 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 335 0 307 0 315 0 271 0
V/C Ratio (X) 0.41 0.00 0.35 0.00 0.39 0.00 0.26 0.00
Avail Cap (c_a), veh/h 412 0 353 0 412 0 353 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 22.6 0.0 22.9 0.0 22.8 0.0 23.2 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.7 0.0 0.8 0.0 0.5 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 23.5 0.0 23.6 0.0 23.6 0.0 23.7 0.0 1st-Term Q (Q1), veh/ln 0.7 0.0 0.5 0.0 0.6 0.0 0.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.7 0.0 0.6 0.0 0.6 0.0 0.4 0.0 %ile Storage Ratio (RQ%) 0.09 0.00 0.07 0.00 0.08 0.00 0.05 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 397 0 538 0 262 0 630
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 5.2 0.0 4.7 0.0 3.3 0.0 5.5
Cycle Q Clear Time (g_c), s 0.0 5.2 0.0 4.7 0.0 3.3 0.0 5.5 Lane Grp Cap (c), veh/h 0 834 0 1368 0 857 0 1426
V/C Ratio (X) 0.00 0.48 0.00 0.39 0.00 0.31 0.00 0.44
Avail Cap (c_a), veh/h 0 2134 0 3160 0 2134 0 3160
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 17.8 0.0 16.2 0.0 16.8 0.0 16.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.2 0.0 0.2 0.0 0.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.3 0.0 16.4 0.0 17.0 0.0 16.3 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 1.4 0.0 1.0 0.0 1.6 HCM 7th Signalized Intersection Capacity Analysis AM 2023 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.7 0.0 1.4 0.0 1.1 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.02 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 90 0 91 0 78 0 195
Grp Sat Flow (s), veh/h/ln 0 1431 0 1413 0 1427 0 1432
Q Serve Time (g_s), s 0.0 2.8 0.0 2.7 0.0 2.4 0.0 6.1
Cycle Q Clear Time (g_c), s 0.0 2.8 0.0 2.7 0.0 2.4 0.0 6.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 336 0 379 0 344 0 400
V/C Ratio (X) 0.00 0.27 0.00 0.24 0.00 0.23 0.00 0.49
Avail Cap (c_a), veh/h 0 859 0 875 0 857 0 887
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 16.9 0.0 15.5 0.0 16.5 0.0 16.3 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 0.0 0.3 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 Control Delay (d), s/veh 0.0 17.3 0.0 15.8 0.0 16.8 0.0 17.2 1st-Term Q (Q1), veh/ln 0.0 0.7 0.0 0.7 0.0 0.6 0.0 1.5 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.8 0.0 0.7 0.0 0.6 0.0 1.6 %ile Storage Ratio (RQ%) 0.00 0.10 0.00 0.09 0.00 0.08 0.00 0.21 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.9
HCM 7th LOS B
HCM 7th AWSC AM 2023
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh19.2
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 1 2 9 3 148 5 336 31 168 254 4
Future Vol, veh/h 2 1 2 9 3 148 5 336 31 168 254 4
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 2 3 12 4 192 6 405 37 179 270 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh9.9 11.7 18.5 23.4

HCM LOS A B C C
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 40% 6% 40% 0%
Vol Thru, % 90% 20% 2% 60% 0%
Vol Right, % 8% 40% 93% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 372 5 160 422 4
LT Vol 5 2 9 168 0
Through Vol 336 1 3 254 0
RT Vol 31 2 148 0 4
Lane Flow Rate 448 8 208 449 4
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 0.666 0.015 0.332 0.737 0.006
Departure Headway (Hd) 5.351 6.727 5.751 5.908 4.997
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 672 528 623 611 715
Service Time 3.394 4.814 3.81 3.646 2.735
HCM Lane V/C Ratio 0.667 0.015 0.334 0.735 0.006
HCM Control Delay, s/veh 18.5 9.9 11.7 23.5 7.8
HCM Lane LOS C A B C A
HCM 95th-tile Q 5.1 0 1.5 6.4 0
HCM 7th AWSC AM 2023
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh27.6
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 166 35 6 174 113 66 204 4 57 164 42 Future Vol, veh/h 48 166 35 6 174 113 66 204 4 57 164 42 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 213 45 7 207 135 76 234 5 64 184 47
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh22.2 32.4 28.2 27.1

HCM LOS C D D D
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 24% 0% 22% 0% 2% 22%
Vol Thru, % 76% 0% 78% 0% 59% 62%
Vol Right, % 0% 100% 0% 100% 39% 16%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 270 4 214 35 293 263
LT Vol 66 0 48 0 6 57
Through Vol 204 0 166 0 174 164
RT Vol 0 4 0 35 113 42
Lane Flow Rate 310 5 274 45 349 296
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 0.706 0.009 0.627 0.092 0.764 0.677
Departure Headway (Hd) 8.184 7.335 8.221 7.382 7.889 8.249 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 441 486 439 483 457 437
Service Time 5.959 5.109 6.002 5.162 5.971 6.335
HCM Lane V/C Ratio 0.703 0.01 0.624 0.093 0.764 0.677
HCM Control Delay, s/veh 28.5 10.2 24 10.9 32.4 27.1
HCM Lane LOS D B C B D D
HCM 95th-tile Q 5.4 0 4.2 0.3 6.5 4.9
HCM 7th Signalized Intersection Capacity Analysis AM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 4 3 8 2 129 3 160 17 75 126 1
Future Volume (veh/h) 3 4 3 8 2 129 3 160 17 75 126 1
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 4 5 4 9 2 152 3 184 20 87 147 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 7 107 85 14 2 181 5 1242 969 109 1361 1062
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 Prop Arrive On Green 0.00 0.11 0.11 0.01 0.12 0.12 0.00 0.66 0.66 0.07 0.73 0.73 Unsig. Movement Delay
Ln Grp Delay, s/veh 120.4 0.0 47.8 97.9 0.0 61.9 133.1 7.8 6.9 67.4 5.0 4.5 Ln Grp LOS F D F E F A A E A A
Approach Vol, veh/h 13 163 207 235
Approach Delay, s/veh 70.1 63.9 9.5 28.1
Approach LOS E E A C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 12.5 84.2 5.5 17.8 4.9 91.8 5.0 18.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 24.5 38.5 8.5 30.5 8.5 54.5 8.5 30.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 8.3 6.4 2.7 2.6 2.2 4.8 2.3 13.4 Green Ext Time (g_e), s 0.2 0.7 0.0 0.0 0.0 0.5 0.0 0.5 Prob of Phs Call (p_c) 0.94 1.00 0.26 1.00 0.10 1.00 0.12 1.00 Prob of Max Out (p_x) 0.00 0.00 0.03 0.00 0.01 0.00 0.01 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 962 1870 21
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 770 1460 1568
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 87 0 9 0 3 0 4 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 6.3 0.0 0.7 0.0 0.2 0.0 0.3 0.0
Cycle Q Clear Time (g_c), s 6.3 0.0 0.7 0.0 0.2 0.0 0.3 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 109 0 14 0 5 0 7 0
V/C Ratio (X) 0.80 0.00 0.63 0.00 0.58 0.00 0.59 0.00
Avail Cap (c_a), veh/h 335 0 116 0 116 0 116 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 55.2 0.0 59.3 0.0 59.7 0.0 59.6 0.0 Incr Delay (d2), s/veh 12.2 0.0 38.6 0.0 73.4 0.0 60.8 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 67.4 0.0 97.9 0.0 133.1 0.0 120.4 0.0 1st-Term Q (Q1), veh/ln 2.5 0.0 0.3 0.0 0.1 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.2 0.0 0.1 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.9 0.0 0.4 0.0 0.2 0.0 0.2 0.0 %ile Storage Ratio (RQ%) 0.73 0.00 0.07 0.00 0.02 0.00 0.03 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 184 0 0 0 147 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 4.4 0.0 0.0 0.0 2.8 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 4.4 0.0 0.0 0.0 2.8 0.0 0.0 Lane Grp Cap (c), veh/h 0 1242 0 0 0 1361 0 0
V/C Ratio (X) 0.00 0.15 0.00 0.00 0.00 0.11 0.00 0.00
Avail Cap (c_a), veh/h 0 1242 0 0 0 1361 0 0
Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 7.5 0.0 0.0 0.0 4.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.0 0.2 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 Control Delay (d), s/veh 0.0 7.8 0.0 0.0 0.0 5.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 1.5 0.0 0.0 0.0 0.8 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.6 0.0 0.0 0.0 0.9 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 20 0 9 0 1 0 154
Grp Sat Flow (s), veh/h/ln 0 1460 0 1732 0 1460 0 1588
Q Serve Time (g_s), s 0.0 0.6 0.0 0.6 0.0 0.0 0.0 11.4
Cycle Q Clear Time (g_c), s 0.0 0.6 0.0 0.6 0.0 0.0 0.0 11.4 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.44 0.00 1.00 0.00 0.99 Lane Grp Cap (c), veh/h 0 969 0 192 0 1062 0 183
V/C Ratio (X) 0.00 0.02 0.00 0.05 0.00 0.00 0.00 0.84
Avail Cap (c_a), veh/h 0 969 0 440 0 1062 0 404
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 6.9 0.0 47.7 0.0 4.5 0.0 52.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 9.9
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 6.9 0.0 47.8 0.0 4.5 0.0 61.9 1st-Term Q (Q1), veh/ln 0.0 0.1 0.0 0.2 0.0 0.0 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.2 0.0 0.2 0.0 0.0 0.0 4.8 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.00 0.00 0.04 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 32.2
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 66 10 32 49 62 7 299 56 38 254 21 Future Volume (veh/h) 22 66 10 32 49 62 7 299 56 38 254 21 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 28 84 13 37 56 71 8 348 65 44 292 24 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 177 271 42 177 321 270 9 398 74 52 344 28
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 Prop Arrive On Green 0.11 0.18 0.16 0.11 0.18 0.18 0.29 0.29 0.26 0.25 0.25 0.23 Unsig. Movement Delay
Ln Grp Delay, s/veh 37.7 0.0 35.1 38.0 32.7 34.4 46.2 0.0 0.0 46.1 0.0 0.0 Ln Grp LOS D D D C C D D
Approach Vol, veh/h 125 164 421 360
Approach Delay, s/veh 35.7 34.6 46.2 46.1
Approach LOS D C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 26.8 30.2 21.0 13.9 21.0 13.9
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 23.0 26.0 15.0 4.0 15.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.2 4.1
Max Q Clear (g_c+l1), s 20.5 23.9 6.6 3.9 5.8 3.4
Green Ext Time (g_e), s 0.3 0.4 0.1 0.0 0.2 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.61 1.00 0.51
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 209 32 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1384 1396 1469 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 114 261 227 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 360 421 0 37 0 0 0 28
Grp Sat Flow (s), veh/h/ln 1706 1688 0 1641 0 0 0 1641
Q Serve Time (g_s), s 18.5 21.9 0.0 1.9 0.0 0.0 0.0 1.4 Cycle Q Clear Time (g_c), s 18.5 21.9 0.0 1.9 0.0 0.0 0.0 1.4 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.12 0.02 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 424 482 0 177 0 0 0 177
V/C Ratio (X) 0.85 0.87 0.00 0.21 0.00 0.00 0.00 0.16
Avail Cap (c_a), veh/h 464 514 0 177 0 0 0 177
Upstream Filter (I) 1.00 1.00 0.00 0.96 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 33.0 31.5 0.0 37.5 0.0 0.0 0.0 37.3 Incr Delay (d2), s/veh 13.1 14.8 0.0 0.6 0.0 0.0 0.0 0.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 46.1 46.2 0.0 38.0 0.0 0.0 0.0 37.7 1st-Term Q (Q1), veh/ln 7.0 8.0 0.0 0.7 0.0 0.0 0.0 0.5 2nd-Term Q (Q2), veh/ln 1.5 2.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 8.5 10.0 0.0 0.7 0.0 0.0 0.0 0.6 %ile Storage Ratio (RQ%) 0.09 0.06 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 56 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 2.5 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 321 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.17 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 321 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.96 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 31.6 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 32.7 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 97 0 0 0 71 0
Grp Sat Flow (s), veh/h/ln 0 0 1696 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 4.6 0.0 0.0 0.0 3.8 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 4.6 0.0 0.0 0.0 3.8 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.07 0.15 0.13 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 313 0 0 0 270 0
V/C Ratio (X) 0.00 0.00 0.31 0.00 0.00 0.00 0.26 0.00
Avail Cap (c_a), veh/h 0 0 313 0 0 0 270 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.96 0.00 Uniform Delay (d1), s/veh 0.0 0.0 32.5 0.0 0.0 0.0 32.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 2.6 0.0 0.0 0.0 2.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 35.1 0.0 0.0 0.0 34.4 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 1.7 0.0 0.0 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.2 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.0 0.0 0.0 0.0 1.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 43.2
HCM 7th LOS D
HCM 7th Signalized Intersection Capacity Analysis AM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 262 12 7 298 35 14 39 10 44 25 55 Future Volume (veh/h) 24 262 12 7 298 35 14 39 10 44 25 55 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 30 323 15 9 363 43 15 42 11 54 30 67 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 549 1302 1094 50 774 651 0 117 99 0 155 131
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 Prop Arrive On Green 0.33 0.75 0.75 0.03 0.45 0.45 0.00 0.07 0.07 0.00 0.09 0.09 Unsig. Movement Delay
Ln Grp Delay, s/veh 20.8 4.0 1.3 45.1 19.9 14.8 0.0 42.8 28.1 0.0 39.4 43.1 Ln Grp LOS C A A D B B D C D D
Approach Vol, veh/h 368 415 53 97
Approach Delay, s/veh 5.3 19.9 39.8 41.9
Approach LOS A B D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 3 4 6 5 8 7
Case No 3.0 0.0 2.0 3.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 10.2 2.0 6.8 72.9 12.2 0.0 45.0 34.8 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 19.0 4.0 5.0 40.0 19.0 4.0 39.0 6.0 Max Allow Headway (MAH), s 4.1 0.0 4.1 4.0 4.2 0.0 4.1 4.1 Max Q Clear (g_c+l1), s 4.1 0.0 2.5 7.3 6.0 0.0 15.5 3.1 Green Ext Time (g_e), s 0.1 0.0 0.0 1.2 0.2 0.0 1.4 0.0 Prob of Phs Call (p_c) 1.00 0.00 0.21 1.00 1.00 0.00 1.00 0.54 Prob of Max Out (p_x) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 3 0 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 9 0 0 0 0 30
Grp Sat Flow (s), veh/h/ln 0 0 1641 0 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 0.5 0.0 0.0 0.0 0.0 1.1
Cycle Q Clear Time (g_c), s 0.0 0.0 0.5 0.0 0.0 0.0 0.0 1.1 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 50 0 0 0 0 549
V/C Ratio (X) 0.00 0.00 0.18 0.00 0.00 0.00 0.00 0.05
Avail Cap (c_a), veh/h 0 0 125 0 0 0 0 549
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.99 Uniform Delay (d1), s/veh 0.0 0.0 43.5 0.0 0.0 0.0 0.0 20.8 Incr Delay (d2), s/veh 0.0 0.0 1.7 0.0 0.0 0.0 0.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 45.1 0.0 0.0 0.0 0.0 20.8 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.4 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 0.4 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 0 4 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 42 0 0 323 30 0 363 0
Grp Sat Flow (s), veh/h/ln 1737 0 0 1737 1737 0 1737 0
Q Serve Time (g_s), s 2.1 0.0 0.0 5.3 1.5 0.0 13.5 0.0
Cycle Q Clear Time (g_c), s 2.1 0.0 0.0 5.3 1.5 0.0 13.5 0.0 Lane Grp Cap (c), veh/h 117 0 0 1302 155 0 774 0
V/C Ratio (X) 0.36 0.00 0.00 0.25 0.19 0.00 0.47 0.00
Avail Cap (c_a), veh/h 396 0 0 1302 396 0 774 0
Upstream Filter (I) 1.00 0.00 0.00 0.99 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 41.0 0.0 0.0 3.5 38.8 0.0 17.9 0.0 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.5 0.6 0.0 2.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 42.8 0.0 0.0 4.0 39.4 0.0 19.9 0.0 1st-Term Q (Q1), veh/ln 0.9 0.0 0.0 0.9 0.6 0.0 4.6 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.2 0.0 0.0 0.4 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.9 0.0 0.0 1.1 0.6 0.0 5.1 0.0 %ile Storage Ratio (RQ%) 0.01 0.00 0.00 0.01 0.01 0.00 0.05 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 0 14 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 1 0 0 1 1 0 1 0
Grp Vol (v), veh/h 11 0 0 15 67 0 43 0
Grp Sat Flow (s), veh/h/ln 1460 0 0 1460 1460 0 1460 0
Q Serve Time (g_s), s 0.5 0.0 0.0 0.2 4.0 0.0 1.5 0.0
Cycle Q Clear Time (g_c), s 0.5 0.0 0.0 0.2 4.0 0.0 1.5 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 99 0 0 1094 131 0 651 0
V/C Ratio (X) 0.11 0.00 0.00 0.01 0.51 0.00 0.07 0.00
Avail Cap (c_a), veh/h 333 0 0 1094 333 0 651 0
Upstream Filter (I) 1.00 0.00 0.00 0.99 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 27.6 0.0 0.0 1.2 40.0 0.0 14.6 0.0 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 3.1 0.0 0.2 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 28.1 0.0 0.0 1.3 43.1 0.0 14.8 0.0 1st-Term Q (Q1), veh/ln 0.2 0.0 0.0 0.0 1.4 0.0 0.5 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.1 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.2 0.0 0.0 0.0 1.5 0.0 0.5 0.0 %ile Storage Ratio (RQ%) 0.20 0.00 0.00 0.01 0.74 0.00 0.08 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.6
HCM 7th LOS B
HCM 7th TWSC AM 2023
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 11.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 299 10 47 279 35 40 27 111 85 12 23 Future Vol, veh/h 9 299 10 47 279 35 40 27 111 85 12 23 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 10 348 12 63 372 47 53 36 148 110 16 30
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 419 0 0 359 0 0 874 913 348 884 878 372 Stage 1 - - - - - - 369 369 - 497 497 -
Stage 2 - - - - - - 505 544 - 387 380 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1140 - - 1199 - - 270 264 695 266 277 674 Stage 1 - - - - - - 651 606 - 555 530 -
Stage 2 - - - - - - 549 505 - 637 598 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1140 - - 1199 - - 229 248 695 170 260 674 Mov Cap-2 Maneuver - - - - - - 229 248 - 170 260 -
Stage 1 - - - - - - 645 600 - 526 502 -
Stage 2 - - - - - - 482 478 - 467 593 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.23 1.06 26.1 45.76

HCM LOS D E
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 402 1140 - - 1199 - - 170 260 674
HCM Lane V/C Ratio 0.591 0.009 - - 0.052 - - 0.651 0.06 0.044 HCM Control Delay (s/veh) 26.1 8.2 - - 8.2 - - 59 19.7 10.6 HCM Lane LOS D A - - A - - F C B
HCM 95th %tile Q(veh) 3.7 0 - - 0.2 - - 3.7 0.2 0.1
HCM 7th Signalized Intersection Capacity Analysis AM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 104 371 18 4 293 90 1 15 3 103 7 75 Future Volume (veh/h) 104 371 18 4 293 90 1 15 3 103 7 75 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 118 422 20 5 381 117 2 31 6 175 12 127 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 167 975 819 36 836 703 5 75 15 200 14 145
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 Prop Arrive On Green 0.10 0.56 0.56 0.02 0.48 0.48 0.06 0.06 0.04 0.23 0.23 0.21 Unsig. Movement Delay
Ln Grp Delay, s/veh 61.9 16.7 11.8 59.4 22.5 18.1 57.7 0.0 0.0 64.0 0.0 0.0 Ln Grp LOS E B B E C B E E
Approach Vol, veh/h 560 503 39 314
Approach Delay, s/veh 26.0 21.8 57.7 64.0
Approach LOS C C E E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 3 4 7 8
Case No 12.0 12.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 31.3 10.7 6.6 71.3 16.2 61.8
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 27.0 18.0 4.0 47.0 12.0 39.0
Max Allow Headway (MAH), s 4.2 4.1 4.1 4.0 4.1 4.1
Max Q Clear (g_c+l1), s 25.1 4.7 2.4 18.9 10.4 19.5
Green Ext Time (g_e), s 0.2 0.0 0.0 1.6 0.0 1.7
Prob of Phs Call (p_c) 1.00 1.00 0.15 1.00 0.98 1.00
Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 880 86 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 60 1340 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 638 259 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 3 0 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 1 0 0 0 1 0
Grp Vol (v), veh/h 314 39 5 0 0 0 118 0
Grp Sat Flow (s), veh/h/ln 1578 1686 1641 0 0 0 1641 0
Q Serve Time (g_s), s 23.1 2.7 0.4 0.0 0.0 0.0 8.4 0.0
Cycle Q Clear Time (g_c), s 23.1 2.7 0.4 0.0 0.0 0.0 8.4 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.56 0.05 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 359 95 36 0 0 0 167 0
V/C Ratio (X) 0.87 0.41 0.14 0.00 0.00 0.00 0.71 0.00
Avail Cap (c_a), veh/h 381 281 82 0 0 0 191 0
Upstream Filter (I) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 45.1 54.9 57.6 0.0 0.0 0.0 52.2 0.0 Incr Delay (d2), s/veh 18.9 2.8 1.8 0.0 0.0 0.0 9.7 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 64.0 57.7 59.4 0.0 0.0 0.0 61.9 0.0 1st-Term Q (Q1), veh/ln 8.6 1.1 0.1 0.0 0.0 0.0 3.3 0.0 2nd-Term Q (Q2), veh/ln 1.9 0.1 0.0 0.0 0.0 0.0 0.4 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 10.5 1.2 0.2 0.0 0.0 0.0 3.8 0.0 %ile Storage Ratio (RQ%) 0.14 0.01 0.04 0.00 0.00 0.00 1.36 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 0 4 0 0 0 8
Lane Assignment T T
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 422 0 0 0 381
Grp Sat Flow (s), veh/h/ln 0 0 0 1737 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 16.9 0.0 0.0 0.0 17.5 Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 16.9 0.0 0.0 0.0 17.5 Lane Grp Cap (c), veh/h 0 0 0 975 0 0 0 836
V/C Ratio (X) 0.00 0.00 0.00 0.43 0.00 0.00 0.00 0.46
Avail Cap (c_a), veh/h 0 0 0 975 0 0 0 836
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 15.3 0.0 0.0 0.0 20.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 1.4 0.0 0.0 0.0 1.8
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 16.7 0.0 0.0 0.0 22.5 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 5.9 0.0 0.0 0.0 6.5 HCM 7th Signalized Intersection Capacity Analysis AM 2023 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.4 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 6.3 0.0 0.0 0.0 6.9 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.07 0.00 0.00 0.00 0.07 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 16 12 0 14 0 0 0 18
Lane Assignment R R
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 20 0 0 0 117
Grp Sat Flow (s), veh/h/ln 0 0 0 1460 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 5.4
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.7 0.0 0.0 0.0 5.4 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.40 0.15 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 819 0 0 0 703
V/C Ratio (X) 0.00 0.00 0.00 0.02 0.00 0.00 0.00 0.17
Avail Cap (c_a), veh/h 0 0 0 819 0 0 0 703
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 11.7 0.0 0.0 0.0 17.5 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.5
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 11.8 0.0 0.0 0.0 18.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 1.7 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.2 0.0 0.0 0.0 1.8 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.29 0.00 0.00 0.00 2.27 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 33.8
HCM 7th LOS C
HCM 7th TWSC AM 2023
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 44 430 0 3 296 31 0 0 2 37 0 94
Future Vol, veh/h 44 430 0 3 296 31 0 0 2 37 0 94
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 60 589 0 4 361 38 0 0 4 55 0 140
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 399 0 0 589 0 0 1078 1116 589 1078 1078 361 Stage 1 - - - - - - 710 710 - 368 368 -
Stage 2 - - - - - - 368 406 - 710 710 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1160 - - 986 - - 196 200 508 196 211 684 Stage 1 - - - - - - 425 424 - 651 606 -
Stage 2 - - - - - - 651 583 - 425 424 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1160 - - 986 - - 147 189 508 184 199 684 Mov Cap-2 Maneuver - - - - - - 147 189 - 184 199 -
Stage 1 - - - - - - 403 402 - 649 603 -
Stage 2 - - - - - - 516 580 - 399 402 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.77 0.08 12.14 17.59

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 508 1160 - - 986 - - 184 684
HCM Lane V/C Ratio 0.008 0.052 - - 0.004 - - 0.3 0.205
HCM Control Delay (s/veh) 12.1 8.3 - - 8.7 - - 32.7 11.6 HCM Lane LOS B A - - A - - D B
HCM 95th %tile Q(veh) 0 0.2 - - 0 - - 1.2 0.8
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 64 490 91 108 542 168 106 337 89 130 264 73 Future Volume (veh/h) 64 490 91 108 542 168 106 337 89 130 264 73 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj (A_pbT) 1.00 0.97 1.00 0.98 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 70 538 100 126 630 195 134 427 113 138 281 78 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 268 1339 370 316 1415 397 328 865 348 333 870 349 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 Prop Arrive On Green 0.08 0.26 0.26 0.10 0.28 0.28 0.10 0.24 0.24 0.10 0.24 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 24.1 16.9 16.5 24.1 16.6 17.6 23.9 18.3 17.6 23.9 17.2 16.9 Ln Grp LOS C B B C B B C B B C B B
Approach Vol, veh/h 708 951 674 497
Approach Delay, s/veh 17.6 17.8 19.3 19.0
Approach LOS B B B B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 9.7 17.4 9.5 18.4 9.7 17.5 8.6 19.2 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 4.2 7.7 4.0 6.8 4.2 5.6 3.1 8.3 Green Ext Time (g_e), s 0.0 2.2 0.0 2.7 0.0 1.4 0.0 3.6 Prob of Phs Call (p_c) 0.88 1.00 0.85 1.00 0.87 1.00 0.66 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.01 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1431 1413 1427 1432
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 138 0 126 0 134 0 70 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 2.2 0.0 2.0 0.0 2.2 0.0 1.1 0.0
Cycle Q Clear Time (g_c), s 2.2 0.0 2.0 0.0 2.2 0.0 1.1 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 333 0 316 0 328 0 268 0
V/C Ratio (X) 0.41 0.00 0.40 0.00 0.41 0.00 0.26 0.00
Avail Cap (c_a), veh/h 405 0 347 0 405 0 347 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 23.1 0.0 23.2 0.0 23.1 0.0 23.6 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.8 0.0 0.8 0.0 0.5 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 23.9 0.0 24.1 0.0 23.9 0.0 24.1 0.0 1st-Term Q (Q1), veh/ln 0.7 0.0 0.6 0.0 0.7 0.0 0.4 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.7 0.0 0.7 0.0 0.7 0.0 0.4 0.0 %ile Storage Ratio (RQ%) 0.09 0.00 0.09 0.00 0.09 0.00 0.05 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 427 0 538 0 281 0 630
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 5.7 0.0 4.8 0.0 3.6 0.0 5.6
Cycle Q Clear Time (g_c), s 0.0 5.7 0.0 4.8 0.0 3.6 0.0 5.6 Lane Grp Cap (c), veh/h 0 865 0 1339 0 870 0 1415
V/C Ratio (X) 0.00 0.49 0.00 0.40 0.00 0.32 0.00 0.45
Avail Cap (c_a), veh/h 0 2100 0 3110 0 2100 0 3110
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 17.9 0.0 16.7 0.0 17.0 0.0 16.4 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.2 0.0 0.2 0.0 0.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.3 0.0 16.9 0.0 17.2 0.0 16.6 1st-Term Q (Q1), veh/ln 0.0 1.8 0.0 1.4 0.0 1.1 0.0 1.7 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.9 0.0 1.5 0.0 1.2 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.02 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 113 0 100 0 78 0 195
Grp Sat Flow (s), veh/h/ln 0 1431 0 1413 0 1427 0 1432
Q Serve Time (g_s), s 0.0 3.6 0.0 3.1 0.0 2.4 0.0 6.3
Cycle Q Clear Time (g_c), s 0.0 3.6 0.0 3.1 0.0 2.4 0.0 6.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 348 0 370 0 349 0 397
V/C Ratio (X) 0.00 0.32 0.00 0.27 0.00 0.22 0.00 0.49
Avail Cap (c_a), veh/h 0 846 0 861 0 843 0 872
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 17.1 0.0 16.1 0.0 16.6 0.0 16.6 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.4 0.0 0.3 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 Control Delay (d), s/veh 0.0 17.6 0.0 16.5 0.0 16.9 0.0 17.6 1st-Term Q (Q1), veh/ln 0.0 0.9 0.0 0.8 0.0 0.6 0.0 1.6 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.0 0.0 0.8 0.0 0.7 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.10 0.00 0.08 0.00 0.21 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 18.3
HCM 7th LOS B
HCM 7th AWSC AM 2023+Project
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh29.3
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 1 8 24 3 148 13 387 51 168 294 4
Future Vol, veh/h 2 1 8 24 3 148 13 387 51 168 294 4
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 2 13 31 4 192 16 466 61 179 313 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh10.5 13.4 32 34.3

HCM LOS B B D D
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 3% 18% 14% 36% 0%
Vol Thru, % 86% 9% 2% 64% 0%
Vol Right, % 11% 73% 85% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 451 11 175 462 4
LT Vol 13 2 24 168 0
Through Vol 387 1 3 294 0
RT Vol 51 8 148 0 4
Lane Flow Rate 543 17 227 491 4
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 0.846 0.035 0.394 0.848 0.006
Departure Headway (Hd) 5.607 7.236 6.244 6.209 5.312
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 641 498 570 580 669
Service Time 3.682 5.236 4.339 3.981 3.084
HCM Lane V/C Ratio 0.847 0.034 0.398 0.847 0.006
HCM Control Delay, s/veh 32 10.5 13.4 34.5 8.1
HCM Lane LOS D B B D A
HCM 95th-tile Q 9.3 0.1 1.9 9.1 0
HCM 7th AWSC AM 2023+Project
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh67.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 48 166 44 23 174 113 77 283 27 57 225 42 Future Vol, veh/h 48 166 44 23 174 113 77 283 27 57 225 42 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 62 213 56 27 207 135 89 325 31 64 253 47
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh32.1 68.2 91.2 68.7

HCM LOS D F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 21% 0% 22% 0% 7% 18%
Vol Thru, % 79% 0% 78% 0% 56% 69%
Vol Right, % 0% 100% 0% 100% 36% 13%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 360 27 214 44 310 324
LT Vol 77 0 48 0 23 57
Through Vol 283 0 166 0 174 225
RT Vol 0 27 0 44 113 42
Lane Flow Rate 414 31 274 56 369 364
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 1.071 0.073 0.733 0.138 0.956 0.955
Departure Headway (Hd) 9.316 8.474 10.039 9.187 9.712 9.869 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 389 422 362 393 376 371
Service Time 7.091 6.248 7.739 6.887 7.712 7.869
HCM Lane V/C Ratio 1.064 0.073 0.757 0.142 0.981 0.981
HCM Control Delay, s/veh 97.2 11.9 35.9 13.4 68.2 68.7
HCM Lane LOS F B E B F F
HCM 95th-tile Q 14.2 0.2 5.6 0.5 10.6 10.4
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 4 4 23 2 129 4 273 37 75 213 1 Future Volume (veh/h) 3 4 4 23 2 129 4 273 37 75 213 1
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 4 5 5 27 2 152 5 314 43 87 248 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 7 88 88 36 2 188 9 1139 889 110 1255 979
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 Prop Arrive On Green 0.00 0.10 0.10 0.02 0.12 0.12 0.01 0.61 0.61 0.07 0.67 0.67 Unsig. Movement Delay
Ln Grp Delay, s/veh 103.1 0.0 36.6 70.6 0.0 46.6 90.2 8.8 7.2 53.3 6.0 4.9 Ln Grp LOS F D E D F A A D A A
Approach Vol, veh/h 14 181 362 336
Approach Delay, s/veh 55.6 50.2 9.7 18.2
Approach LOS E D A B
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 10.5 59.3 6.5 13.7 5.0 64.9 4.9 15.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 13.5 33.0 7.5 18.0 4.5 42.0 4.5 21.0 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.2 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 6.7 9.1 3.5 2.5 2.3 6.5 2.2 10.5 Green Ext Time (g_e), s 0.1 1.2 0.0 0.0 0.0 0.8 0.0 0.4 Prob of Phs Call (p_c) 0.89 1.00 0.49 0.99 0.12 1.00 0.10 0.99 Prob of Max Out (p_x) 0.06 0.00 1.00 0.00 1.00 0.00 1.00 0.01 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 858 1870 21
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 858 1460 1568
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 87 0 27 0 5 0 4 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 4.7 0.0 1.5 0.0 0.3 0.0 0.2 0.0
Cycle Q Clear Time (g_c), s 4.7 0.0 1.5 0.0 0.3 0.0 0.2 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 110 0 36 0 9 0 7 0
V/C Ratio (X) 0.79 0.00 0.75 0.00 0.58 0.00 0.58 0.00
Avail Cap (c_a), veh/h 246 0 137 0 82 0 82 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.89 0.00 1.00 0.00 Uniform Delay (d1), s/veh 41.4 0.0 43.8 0.0 44.7 0.0 44.7 0.0 Incr Delay (d2), s/veh 11.9 0.0 26.8 0.0 45.5 0.0 58.4 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 53.3 0.0 70.6 0.0 90.2 0.0 103.1 0.0 1st-Term Q (Q1), veh/ln 1.8 0.0 0.6 0.0 0.1 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.3 0.0 0.1 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.1 0.0 0.8 0.0 0.2 0.0 0.2 0.0 %ile Storage Ratio (RQ%) 0.54 0.00 0.14 0.00 0.03 0.00 0.02 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 314 0 0 0 248 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 7.1 0.0 0.0 0.0 4.5 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 7.1 0.0 0.0 0.0 4.5 0.0 0.0 Lane Grp Cap (c), veh/h 0 1139 0 0 0 1255 0 0
V/C Ratio (X) 0.00 0.28 0.00 0.00 0.00 0.20 0.00 0.00
Avail Cap (c_a), veh/h 0 1139 0 0 0 1255 0 0
Upstream Filter (I) 0.00 0.89 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 8.3 0.0 0.0 0.0 5.6 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.0 0.0 0.4 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 Control Delay (d), s/veh 0.0 8.8 0.0 0.0 0.0 6.0 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 2.2 0.0 0.0 0.0 1.2 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 2.3 0.0 0.0 0.0 1.3 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 43 0 10 0 1 0 154
Grp Sat Flow (s), veh/h/ln 0 1460 0 1716 0 1460 0 1588
Q Serve Time (g_s), s 0.0 1.1 0.0 0.5 0.0 0.0 0.0 8.5
Cycle Q Clear Time (g_c), s 0.0 1.1 0.0 0.5 0.0 0.0 0.0 8.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.50 0.00 1.00 0.00 0.99 Lane Grp Cap (c), veh/h 0 889 0 175 0 979 0 190
V/C Ratio (X) 0.00 0.05 0.00 0.06 0.00 0.00 0.00 0.81
Avail Cap (c_a), veh/h 0 889 0 343 0 979 0 371
Upstream Filter (I) 0.00 0.89 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 7.1 0.0 36.5 0.0 4.9 0.0 38.6 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.0 0.0 8.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 7.2 0.0 36.6 0.0 4.9 0.0 46.6 1st-Term Q (Q1), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 3.1 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 3.5 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.00 0.00 0.00 0.00 0.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 21.8
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 22 88 10 41 76 86 7 299 64 53 254 21 Future Volume (veh/h) 22 88 10 41 76 86 7 299 64 53 254 21 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 28 111 13 47 87 99 8 348 74 61 292 24 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 160 279 33 160 318 267 9 396 84 71 339 28
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 Prop Arrive On Green 0.10 0.18 0.16 0.10 0.18 0.18 0.29 0.29 0.27 0.26 0.26 0.24 Unsig. Movement Delay
Ln Grp Delay, s/veh 39.0 0.0 37.4 39.9 34.6 36.9 46.5 0.0 0.0 48.1 0.0 0.0 Ln Grp LOS D D D C D D D
Approach Vol, veh/h 152 233 430 377
Approach Delay, s/veh 37.7 36.7 46.5 48.1
Approach LOS D D D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 27.9 31.1 21.0 13.1 21.0 13.1
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 23.0 27.0 15.0 4.0 15.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.2 4.1
Max Q Clear (g_c+l1), s 21.7 24.6 8.0 4.5 7.5 3.5
Green Ext Time (g_e), s 0.2 0.4 0.2 0.0 0.3 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.70 1.00 0.51
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 276 31 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1320 1362 1526 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 108 290 179 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 377 430 0 47 0 0 0 28
Grp Sat Flow (s), veh/h/ln 1704 1683 0 1641 0 0 0 1641
Q Serve Time (g_s), s 19.7 22.6 0.0 2.5 0.0 0.0 0.0 1.5 Cycle Q Clear Time (g_c), s 19.7 22.6 0.0 2.5 0.0 0.0 0.0 1.5 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.16 0.02 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 437 490 0 160 0 0 0 160
V/C Ratio (X) 0.86 0.88 0.00 0.29 0.00 0.00 0.00 0.17
Avail Cap (c_a), veh/h 458 525 0 160 0 0 0 160
Upstream Filter (I) 1.00 1.00 0.00 0.92 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 33.1 31.6 0.0 39.0 0.0 0.0 0.0 38.5 Incr Delay (d2), s/veh 15.0 14.9 0.0 0.9 0.0 0.0 0.0 0.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 48.1 46.5 0.0 39.9 0.0 0.0 0.0 39.0 1st-Term Q (Q1), veh/ln 7.4 8.3 0.0 0.9 0.0 0.0 0.0 0.6 2nd-Term Q (Q2), veh/ln 1.8 2.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 9.2 10.4 0.0 1.0 0.0 0.0 0.0 0.6 %ile Storage Ratio (RQ%) 0.10 0.06 0.00 0.00 0.00 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 87 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 318 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.27 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 318 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.92 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 32.7 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 2.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 34.6 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.6 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 1.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 124 0 0 0 99 0
Grp Sat Flow (s), veh/h/ln 0 0 1705 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 6.0 0.0 0.0 0.0 5.5 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 6.0 0.0 0.0 0.0 5.5 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.06 0.17 0.10 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 312 0 0 0 267 0
V/C Ratio (X) 0.00 0.00 0.40 0.00 0.00 0.00 0.37 0.00
Avail Cap (c_a), veh/h 0 0 312 0 0 0 267 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.92 0.00 Uniform Delay (d1), s/veh 0.0 0.0 33.6 0.0 0.0 0.0 33.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 3.8 0.0 0.0 0.0 3.6 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 37.4 0.0 0.0 0.0 36.9 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 2.3 0.0 0.0 0.0 1.8 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.3 0.0 0.0 0.0 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.6 0.0 0.0 0.0 2.1 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.01 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 43.9
HCM 7th LOS D
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 91 307 43 41 332 35 50 106 55 44 76 107 Future Volume (veh/h) 91 307 43 41 332 35 50 106 55 44 76 107 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 112 379 53 50 405 43 54 114 59 54 93 130 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 506 840 706 417 747 628 0 190 160 0 231 194
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 Prop Arrive On Green 0.31 0.48 0.48 0.25 0.43 0.43 0.00 0.11 0.11 0.00 0.13 0.13 Unsig. Movement Delay
Ln Grp Delay, s/veh 24.1 17.5 13.1 26.8 22.5 15.8 0.0 42.5 39.8 0.0 38.1 42.3 Ln Grp LOS C B B C C B D D D D
Approach Vol, veh/h 544 498 173 223
Approach Delay, s/veh 18.5 22.4 41.6 40.6
Approach LOS B C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 8 7
Case No 3.0 0.0 3.0 2.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 14.2 2.2 49.0 27.7 16.3 0.0 44.0 32.7 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 4.0 43.0 4.0 18.0 4.0 38.0 9.0 Max Allow Headway (MAH), s 4.1 0.0 4.1 4.1 4.2 0.0 4.0 4.1 Max Q Clear (g_c+l1), s 7.8 0.0 15.4 4.2 9.9 0.0 18.1 6.7 Green Ext Time (g_e), s 0.4 0.0 1.6 0.0 0.5 0.0 1.5 0.1 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.73 1.00 0.00 1.00 0.94 Prob of Max Out (p_x) 0.01 0.00 0.00 1.00 0.08 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 50 0 0 0 112
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 4.7
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.2 0.0 0.0 0.0 4.7 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 417 0 0 0 506
V/C Ratio (X) 0.00 0.00 0.00 0.12 0.00 0.00 0.00 0.22
Avail Cap (c_a), veh/h 0 0 0 417 0 0 0 506
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.97 Uniform Delay (d1), s/veh 0.0 0.0 0.0 26.7 0.0 0.0 0.0 23.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 26.8 0.0 0.0 0.0 24.1 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 1.7 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.8 0.0 0.0 0.0 1.7 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.10 0.00 0.00 0.00 0.22 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 4 0 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 114 0 379 0 93 0 405 0
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 1737 0
Q Serve Time (g_s), s 5.8 0.0 13.4 0.0 4.6 0.0 16.1 0.0 Cycle Q Clear Time (g_c), s 5.8 0.0 13.4 0.0 4.6 0.0 16.1 0.0 Lane Grp Cap (c), veh/h 190 0 840 0 231 0 747 0
V/C Ratio (X) 0.60 0.00 0.45 0.00 0.40 0.00 0.54 0.00
Avail Cap (c_a), veh/h 374 0 840 0 374 0 747 0
Upstream Filter (I) 1.00 0.00 0.97 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 39.5 0.0 15.8 0.0 37.0 0.0 19.7 0.0 Incr Delay (d2), s/veh 3.0 0.0 1.7 0.0 1.1 0.0 2.8 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 42.5 0.0 17.5 0.0 38.1 0.0 22.5 0.0 1st-Term Q (Q1), veh/ln 2.3 0.0 4.5 0.0 1.8 0.0 5.6 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.2 0.0 0.4 0.0 0.1 0.0 0.6 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 4.9 0.0 1.9 0.0 6.2 0.0 %ile Storage Ratio (RQ%) 0.04 0.00 0.03 0.00 0.02 0.00 0.07 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 14 0 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 59 0 53 0 130 0 43 0
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 1460 0
Q Serve Time (g_s), s 3.5 0.0 1.8 0.0 7.9 0.0 1.6 0.0
Cycle Q Clear Time (g_c), s 3.5 0.0 1.8 0.0 7.9 0.0 1.6 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 160 0 706 0 194 0 628 0
V/C Ratio (X) 0.37 0.00 0.08 0.00 0.67 0.00 0.07 0.00
Avail Cap (c_a), veh/h 314 0 706 0 314 0 628 0
Upstream Filter (I) 1.00 0.00 0.97 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 38.4 0.0 12.9 0.0 38.4 0.0 15.6 0.0 Incr Delay (d2), s/veh 1.4 0.0 0.2 0.0 3.9 0.0 0.2 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 39.8 0.0 13.1 0.0 42.3 0.0 15.8 0.0 1st-Term Q (Q1), veh/ln 1.2 0.0 0.5 0.0 2.6 0.0 0.5 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.2 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.2 0.0 0.6 0.0 2.8 0.0 0.5 0.0 %ile Storage Ratio (RQ%) 1.04 0.00 0.09 0.00 1.44 0.00 0.09 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 26.0
HCM 7th LOS C
HCM 7th TWSC AM 2023+Project
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 20.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 27 367 14 47 330 35 43 27 111 85 12 37 Future Vol, veh/h 27 367 14 47 330 35 43 27 111 85 12 37 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 31 427 16 63 440 47 57 36 148 110 16 48
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 487 0 0 443 0 0 1063 1102 427 1073 1071 440 Stage 1 - - - - - - 490 490 - 565 565 -
Stage 2 - - - - - - 573 612 - 508 506 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1076 - - 1117 - - 201 204 628 198 213 617 Stage 1 - - - - - - 560 534 - 509 494 -
Stage 2 - - - - - - 504 470 - 548 525 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1076 - - 1117 - - 157 187 628 114 195 617 Mov Cap-2 Maneuver - - - - - - 157 187 - 114 195 -
Stage 1 - - - - - - 544 519 - 481 466 -
Stage 2 - - - - - - 424 444 - 378 510 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.56 0.96 50.13 99.14

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 304 1076 - - 1117 - - 114 195 617
HCM Lane V/C Ratio 0.793 0.029 - - 0.056 - - 0.971 0.08 0.078 HCM Control Delay (s/veh) 50.1 8.4 - - 8.4 - - 147.8 25.1 11.3 HCM Lane LOS F A - - A - - F D B
HCM 95th %tile Q(veh) 6.4 0.1 - - 0.2 - - 6.2 0.3 0.3
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 118 422 21 4 331 90 4 15 3 103 7 85 Future Volume (veh/h) 118 422 21 4 331 90 4 15 3 103 7 85 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 134 480 24 5 430 117 8 31 6 175 12 144 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 208 572 481 164 525 441 25 99 19 215 15 177
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 Prop Arrive On Green 0.13 0.33 0.33 0.10 0.30 0.30 0.09 0.09 0.06 0.26 0.26 0.23 Unsig. Movement Delay
Ln Grp Delay, s/veh 35.8 29.2 16.2 28.7 29.7 19.0 31.7 0.0 0.0 35.1 0.0 0.0 Ln Grp LOS D C B C C B C D
Approach Vol, veh/h 638 552 45 331
Approach Delay, s/veh 30.1 27.5 31.7 35.1
Approach LOS C C C D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 3.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 22.3 10.0 27.2 11.0 12.9 25.3
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 27.0 4.0 7.0 24.0
Max Allow Headway (MAH), s 4.2 4.1 4.0 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 16.0 3.8 20.1 2.2 7.5 18.2
Green Ext Time (g_e), s 0.3 0.1 1.1 0.0 0.0 1.1
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.09 0.93 1.00
Prob of Max Out (p_x) 1.00 0.00 0.32 1.00 1.00 0.53
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 831 299 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 57 1158 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 684 224 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 331 45 0 5 0 0 134 0
Grp Sat Flow (s), veh/h/ln 1572 1682 0 1641 0 0 1641 0
Q Serve Time (g_s), s 14.0 1.8 0.0 0.2 0.0 0.0 5.5 0.0
Cycle Q Clear Time (g_c), s 14.0 1.8 0.0 0.2 0.0 0.0 5.5 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.53 0.18 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 407 143 0 164 0 0 208 0
V/C Ratio (X) 0.81 0.31 0.00 0.03 0.00 0.00 0.64 0.00
Avail Cap (c_a), veh/h 446 477 0 164 0 0 209 0
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 24.9 30.4 0.0 28.7 0.0 0.0 29.3 0.0 Incr Delay (d2), s/veh 10.2 1.2 0.0 0.1 0.0 0.0 6.6 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 35.1 31.7 0.0 28.7 0.0 0.0 35.8 0.0 1st-Term Q (Q1), veh/ln 4.5 0.6 0.0 0.1 0.0 0.0 1.9 0.0 2nd-Term Q (Q2), veh/ln 1.2 0.0 0.0 0.0 0.0 0.0 0.4 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 5.6 0.7 0.0 0.1 0.0 0.0 2.3 0.0 %ile Storage Ratio (RQ%) 0.08 0.01 0.00 0.02 0.00 0.00 0.83 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 0 8
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 480 0 0 0 0 430
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 18.1 0.0 0.0 0.0 0.0 16.2 Cycle Q Clear Time (g_c), s 0.0 0.0 18.1 0.0 0.0 0.0 0.0 16.2 Lane Grp Cap (c), veh/h 0 0 572 0 0 0 0 525
V/C Ratio (X) 0.00 0.00 0.84 0.00 0.00 0.00 0.00 0.82
Avail Cap (c_a), veh/h 0 0 715 0 0 0 0 641
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 21.9 0.0 0.0 0.0 0.0 22.8 Incr Delay (d2), s/veh 0.0 0.0 7.3 0.0 0.0 0.0 0.0 6.9
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 29.2 0.0 0.0 0.0 0.0 29.7 1st-Term Q (Q1), veh/ln 0.0 0.0 6.0 0.0 0.0 0.0 0.0 5.5 HCM 7th Signalized Intersection Capacity Analysis AM 2023+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 1.2 0.0 0.0 0.0 0.0 1.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 7.2 0.0 0.0 0.0 0.0 6.5 %ile Storage Ratio (RQ%) 0.00 0.00 0.08 0.00 0.00 0.00 0.00 0.07 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 0 18
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 24 0 0 0 0 117
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.8 0.0 0.0 0.0 0.0 4.3
Cycle Q Clear Time (g_c), s 0.0 0.0 0.8 0.0 0.0 0.0 0.0 4.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.44 0.13 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 481 0 0 0 0 441
V/C Ratio (X) 0.00 0.00 0.05 0.00 0.00 0.00 0.00 0.27
Avail Cap (c_a), veh/h 0 0 601 0 0 0 0 539
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 16.1 0.0 0.0 0.0 0.0 18.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 16.2 0.0 0.0 0.0 0.0 19.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 1.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.0 1.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.29 0.00 0.00 0.00 0.00 1.61 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 30.3
HCM 7th LOS C
HCM 7th TWSC AM 2023+Project
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 65 455 5 3 314 31 4 0 2 37 0 110
Future Vol, veh/h 65 455 5 3 314 31 4 0 2 37 0 110
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 89 623 7 4 383 38 8 0 4 55 0 164
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 421 0 0 630 0 0 1195 1233 627 1192 1198 383 Stage 1 - - - - - - 805 805 - 390 390 -
Stage 2 - - - - - - 390 428 - 801 808 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 1138 - - 952 - - 163 170 484 164 178 664 Stage 1 - - - - - - 376 383 - 634 592 -
Stage 2 - - - - - - 634 569 - 378 381 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1138 - - 952 - - 113 156 484 149 164 664 Mov Cap-2 Maneuver - - - - - - 113 156 - 149 164 -
Stage 1 - - - - - - 347 353 - 632 590 -
Stage 2 - - - - - - 475 567 - 345 351 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.04 0.08 30.78 19.84

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 152 1138 - - 952 - - 149 664
HCM Lane V/C Ratio 0.079 0.078 - - 0.004 - - 0.37 0.247 HCM Control Delay (s/veh) 30.8 8.4 - - 8.8 - - 42.6 12.2 HCM Lane LOS D A - - A - - E B
HCM 95th %tile Q(veh) 0.3 0.3 - - 0 - - 1.6 1
HCM 7th Signalized Intersection Capacity Analysis AM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 975 165 120 692 215 236 772 175 173 538 97 Future Volume (veh/h) 127 975 165 120 692 215 236 772 175 173 538 97 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj (A_pbT) 1.00 0.97 1.00 0.98 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 140 1071 181 140 805 250 299 977 222 184 572 103 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 224 1527 423 224 1527 429 436 1238 500 299 1085 437 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.07 0.30 0.30 0.07 0.30 0.30 0.14 0.35 0.35 0.09 0.31 0.31 Unsig. Movement Delay
Ln Grp Delay, s/veh 43.7 27.3 9.4 43.7 25.1 12.4 39.1 27.2 22.0 40.8 24.9 22.4 Ln Grp LOS D C A D C B D C C D C C
Approach Vol, veh/h 1392 1195 1498 859
Approach Delay, s/veh 26.6 24.6 28.8 28.0
Approach LOS C C C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 5 6 7 8
Case No 3.0 2.0 3.0 2.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 33.6 12.0 29.4 10.0 15.7 30.0 10.0 29.4 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 34.5 6.0 30.5 4.0 10.0 30.5 4.0 30.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 23.0 6.7 17.8 5.6 9.6 13.3 5.6 13.2 Green Ext Time (g_e), s 4.3 0.0 4.7 0.0 0.1 2.6 0.0 4.4 Prob of Phs Call (p_c) 1.00 0.99 1.00 0.96 1.00 1.00 0.96 1.00 Prob of Max Out (p_x) 0.29 1.00 0.24 1.00 1.00 0.01 1.00 0.07 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1434 1415 1430 1433
Left Lane Group Data
Assigned Mvmt 0 1 0 3 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 0 2 0 2 2 0 2 0
Grp Vol (v), veh/h 0 184 0 140 299 0 140 0
Grp Sat Flow (s), veh/h/ln 0 1591 0 1591 1591 0 1591 0
Q Serve Time (g_s), s 0.0 4.7 0.0 3.6 7.6 0.0 3.6 0.0
Cycle Q Clear Time (g_c), s 0.0 4.7 0.0 3.6 7.6 0.0 3.6 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 299 0 224 436 0 224 0
V/C Ratio (X) 0.00 0.61 0.00 0.62 0.69 0.00 0.62 0.00
Avail Cap (c_a), veh/h 0 299 0 224 449 0 224 0
Upstream Filter (I) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 37.1 0.0 38.4 35.0 0.0 38.4 0.0 Incr Delay (d2), s/veh 0.0 3.7 0.0 5.3 4.2 0.0 5.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 40.8 0.0 43.7 39.1 0.0 43.7 0.0 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 1.3 2.7 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.3 0.0 0.2 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 1.9 0.0 1.5 3.0 0.0 1.5 0.0 %ile Storage Ratio (RQ%) 0.00 0.24 0.00 0.19 0.38 0.00 0.19 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 4 0 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 2 0 3 0 0 2 0 3
Grp Vol (v), veh/h 977 0 1071 0 0 572 0 805
Grp Sat Flow (s), veh/h/ln 1777 0 1702 0 0 1777 0 1702
Q Serve Time (g_s), s 21.0 0.0 15.8 0.0 0.0 11.3 0.0 11.2 Cycle Q Clear Time (g_c), s 21.0 0.0 15.8 0.0 0.0 11.3 0.0 11.2 Lane Grp Cap (c), veh/h 1238 0 1527 0 0 1085 0 1527
V/C Ratio (X) 0.79 0.00 0.70 0.00 0.00 0.53 0.00 0.53
Avail Cap (c_a), veh/h 1524 0 1950 0 0 1357 0 1950
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 24.9 0.0 26.5 0.0 0.0 24.5 0.0 24.8 Incr Delay (d2), s/veh 2.3 0.0 0.8 0.0 0.0 0.4 0.0 0.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 27.2 0.0 27.3 0.0 0.0 24.9 0.0 25.1 1st-Term Q (Q1), veh/ln 7.7 0.0 5.7 0.0 0.0 4.2 0.0 4.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.4 0.0 0.1 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 8.1 0.0 5.8 0.0 0.0 4.3 0.0 4.0 %ile Storage Ratio (RQ%) 0.08 0.00 0.02 0.00 0.00 0.07 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 14 0 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 0 1 0 1
Grp Vol (v), veh/h 222 0 181 0 0 103 0 250
Grp Sat Flow (s), veh/h/ln 1434 0 1415 0 0 1430 0 1433
Q Serve Time (g_s), s 10.2 0.0 5.3 0.0 0.0 4.6 0.0 8.4
Cycle Q Clear Time (g_c), s 10.2 0.0 5.3 0.0 0.0 4.6 0.0 8.4 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 500 0 423 0 0 437 0 429
V/C Ratio (X) 0.44 0.00 0.43 0.00 0.00 0.24 0.00 0.58
Avail Cap (c_a), veh/h 615 0 541 0 0 546 0 547
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 21.4 0.0 8.7 0.0 0.0 22.1 0.0 11.2 Incr Delay (d2), s/veh 0.6 0.0 0.7 0.0 0.0 0.3 0.0 1.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 22.0 0.0 9.4 0.0 0.0 22.4 0.0 12.4 1st-Term Q (Q1), veh/ln 3.0 0.0 2.4 0.0 0.0 1.4 0.0 3.5 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.1 0.0 0.0 0.0 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.1 0.0 2.5 0.0 0.0 1.4 0.0 3.7 %ile Storage Ratio (RQ%) 0.39 0.00 0.32 0.00 0.00 0.18 0.00 0.46 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 27.0
HCM 7th LOS C
HCM 7th AWSC AM 2043
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh435.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 2 4 16 5 267 12 826 76 413 624 10
Future Vol, veh/h 4 2 4 16 5 267 12 826 76 413 624 10
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 3 6 21 6 347 14 995 92 439 664 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh17.1 29 464.7 548.5

HCM LOS C D F F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 1% 40% 6% 40% 0%
Vol Thru, % 90% 20% 2% 60% 0%
Vol Right, % 8% 40% 93% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 914 10 288 1037 10
LT Vol 12 4 16 413 0
Through Vol 826 2 5 624 0
RT Vol 76 4 267 0 10
Lane Flow Rate 1101 16 374 1103 11
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 1.974 0.038 0.684 2.173 0.018
Departure Headway (Hd) 7.917 13.572 8.852 8.273 7.338
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 474 266 411 452 491
Service Time 5.917 11.572 6.852 5.973 5.038
HCM Lane V/C Ratio 2.323 0.06 0.91 2.44 0.022
HCM Control Delay, s/veh 464.7 17.1 29 553.7 10.2
HCM Lane LOS F C D F B
HCM 95th-tile Q 60.9 0.1 5 68.9 0.1
HCM 7th AWSC AM 2043
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh835.1
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 132 458 96 24 691 449 193 597 12 103 296 76 Future Vol, veh/h 132 458 96 24 691 449 193 597 12 103 296 76 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 169 587 123 29 823 535 222 686 14 116 333 85
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh481.2 1331.2 711.5 343.6

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 24% 0% 22% 0% 2% 22%
Vol Thru, % 76% 0% 78% 0% 59% 62%
Vol Right, % 0% 100% 0% 100% 39% 16%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 790 12 590 96 1164 475
LT Vol 193 0 132 0 24 103
Through Vol 597 0 458 0 691 296
RT Vol 0 12 0 96 449 76
Lane Flow Rate 908 14 756 123 1386 534
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 2.485 0.035 2.068 0.309 3.847 1.508
Departure Headway (Hd) 19.635 18.747 25.294 24.421 20.27 34.8 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 200 192 151 149 194 112
Service Time 17.335 16.447 22.994 22.121 18.27 32.8
HCM Lane V/C Ratio 4.54 0.073 5.007 0.826 7.144 4.768
HCM Control Delay, s/veh 722 22.1 553.4 37.7 1331.2 343.6 HCM Lane LOS F C F E F F
HCM 95th-tile Q 38.5 0.1 23.7 1.2 67 11.6
HCM 7th Signalized Intersection Capacity Analysis AM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 6 5 12 3 194 6 301 32 92 154 1 Future Volume (veh/h) 5 6 5 12 3 194 6 301 32 92 154 1
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 6 7 6 14 4 228 7 346 37 107 179 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 10 150 128 22 5 263 12 1017 794 134 1157 903 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 Prop Arrive On Green 0.01 0.16 0.16 0.01 0.17 0.17 0.01 0.54 0.54 0.08 0.62 0.62 Unsig. Movement Delay
Ln Grp Delay, s/veh 89.1 0.0 32.0 72.6 0.0 53.4 84.6 12.4 9.7 50.9 7.5 6.6 Ln Grp LOS F C E D F B A D A A
Approach Vol, veh/h 19 246 390 287
Approach Delay, s/veh 50.0 54.5 13.4 23.7
Approach LOS D D B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 11.9 53.5 5.7 19.0 5.1 60.2 5.1 19.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 14.5 33.5 4.5 19.5 4.5 43.5 4.5 19.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 7.8 11.3 2.8 2.6 2.4 5.6 2.3 14.8 Green Ext Time (g_e), s 0.1 1.3 0.0 0.0 0.0 0.6 0.0 0.4 Prob of Phs Call (p_c) 0.93 1.00 0.30 1.00 0.16 1.00 0.14 1.00 Prob of Max Out (p_x) 0.08 0.00 1.00 0.00 1.00 0.00 1.00 0.80 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 930 1870 27
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 797 1460 1562
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 107 0 14 0 7 0 6 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 5.8 0.0 0.8 0.0 0.4 0.0 0.3 0.0
Cycle Q Clear Time (g_c), s 5.8 0.0 0.8 0.0 0.4 0.0 0.3 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 134 0 22 0 12 0 10 0
V/C Ratio (X) 0.80 0.00 0.65 0.00 0.60 0.00 0.59 0.00
Avail Cap (c_a), veh/h 264 0 82 0 82 0 82 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 40.6 0.0 44.2 0.0 44.6 0.0 44.6 0.0 Incr Delay (d2), s/veh 10.3 0.0 28.4 0.0 40.0 0.0 44.5 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 50.9 0.0 72.6 0.0 84.6 0.0 89.1 0.0 1st-Term Q (Q1), veh/ln 2.2 0.0 0.3 0.0 0.1 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.2 0.0 0.1 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.5 0.0 0.5 0.0 0.3 0.0 0.3 0.0 %ile Storage Ratio (RQ%) 0.65 0.00 0.08 0.00 0.04 0.00 0.03 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 346 0 0 0 179 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 9.3 0.0 0.0 0.0 3.6 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 9.3 0.0 0.0 0.0 3.6 0.0 0.0 Lane Grp Cap (c), veh/h 0 1017 0 0 0 1157 0 0
V/C Ratio (X) 0.00 0.34 0.00 0.00 0.00 0.15 0.00 0.00
Avail Cap (c_a), veh/h 0 1017 0 0 0 1157 0 0
Upstream Filter (I) 0.00 0.99 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 11.5 0.0 0.0 0.0 7.2 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.0 0.0 0.3 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 Control Delay (d), s/veh 0.0 12.4 0.0 0.0 0.0 7.5 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 3.1 0.0 0.0 0.0 1.1 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.4 0.0 0.0 0.0 1.2 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.00 0.00 0.01 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 37 0 13 0 1 0 232
Grp Sat Flow (s), veh/h/ln 0 1460 0 1727 0 1460 0 1589
Q Serve Time (g_s), s 0.0 1.1 0.0 0.6 0.0 0.0 0.0 12.8
Cycle Q Clear Time (g_c), s 0.0 1.1 0.0 0.6 0.0 0.0 0.0 12.8 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.46 0.00 1.00 0.00 0.98 Lane Grp Cap (c), veh/h 0 794 0 278 0 903 0 267
V/C Ratio (X) 0.00 0.05 0.00 0.05 0.00 0.00 0.00 0.87
Avail Cap (c_a), veh/h 0 794 0 374 0 903 0 344
Upstream Filter (I) 0.00 0.99 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.6 0.0 31.9 0.0 6.6 0.0 36.5 Incr Delay (d2), s/veh 0.0 0.1 0.0 0.1 0.0 0.0 0.0 16.9 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.7 0.0 32.0 0.0 6.6 0.0 53.4 1st-Term Q (Q1), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 4.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 5.8 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.01 0.00 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 28.0
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 117 18 50 77 97 11 458 86 58 389 32 Future Volume (veh/h) 39 117 18 50 77 97 11 458 86 58 389 32 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 49 148 23 57 89 111 13 533 100 67 447 37 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 82 208 32 82 246 207 12 511 96 64 427 35
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 Prop Arrive On Green 0.05 0.14 0.13 0.05 0.14 0.14 0.37 0.37 0.35 0.31 0.31 0.29 Unsig. Movement Delay
Ln Grp Delay, s/veh 67.1 0.0 65.7 75.9 50.2 56.3 86.2 0.0 0.0 93.8 0.0 0.0 Ln Grp LOS E E E D E F F
Approach Vol, veh/h 220 257 646 551
Approach Delay, s/veh 66.0 58.5 86.2 93.8
Approach LOS E E F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 4.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 41.0 48.0 21.0 10.0 10.0 21.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 35.0 42.0 15.0 4.0 4.0 15.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.2
Max Q Clear (g_c+l1), s 39.0 46.0 13.6 6.1 5.5 10.5
Green Ext Time (g_e), s 0.0 0.0 0.1 0.0 0.0 0.3
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.85 0.80 1.00
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 1.00 0.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 207 34 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1384 1393 1468 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 115 261 228 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 551 646 0 57 0 0 49 0
Grp Sat Flow (s), veh/h/ln 1706 1688 0 1641 0 0 1641 0
Q Serve Time (g_s), s 37.0 44.0 0.0 4.1 0.0 0.0 3.5 0.0 Cycle Q Clear Time (g_c), s 37.0 44.0 0.0 4.1 0.0 0.0 3.5 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.12 0.02 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 526 619 0 82 0 0 82 0
V/C Ratio (X) 1.05 1.04 0.00 0.69 0.00 0.00 0.60 0.00
Avail Cap (c_a), veh/h 526 619 0 82 0 0 82 0
Upstream Filter (I) 1.00 1.00 0.00 0.87 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 41.6 38.2 0.0 56.1 0.0 0.0 55.8 0.0 Incr Delay (d2), s/veh 52.2 48.0 0.0 19.8 0.0 0.0 11.3 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 93.8 86.2 0.0 75.9 0.0 0.0 67.1 0.0 1st-Term Q (Q1), veh/ln 14.5 16.8 0.0 1.6 0.0 0.0 1.4 0.0 2nd-Term Q (Q2), veh/ln 7.6 8.3 0.0 0.5 0.0 0.0 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 22.1 25.0 0.0 2.1 0.0 0.0 1.7 0.0 %ile Storage Ratio (RQ%) 0.24 0.14 0.00 0.01 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 6.2 6.7 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 0 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 89
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.6
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.6 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 246
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.36
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 246
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.87 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 46.6 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.6
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 50.2 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.3 HCM 7th Signalized Intersection Capacity Analysis AM 2043 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 2.6 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 0 18
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 171 0 0 0 0 111
Grp Sat Flow (s), veh/h/ln 0 0 1696 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 11.6 0.0 0.0 0.0 0.0 8.5
Cycle Q Clear Time (g_c), s 0.0 0.0 11.6 0.0 0.0 0.0 0.0 8.5 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.07 0.15 0.13 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 240 0 0 0 0 207
V/C Ratio (X) 0.00 0.00 0.71 0.00 0.00 0.00 0.00 0.54
Avail Cap (c_a), veh/h 0 0 240 0 0 0 0 207
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 0.87 Uniform Delay (d1), s/veh 0.0 0.0 49.3 0.0 0.0 0.0 0.0 47.8 Incr Delay (d2), s/veh 0.0 0.0 16.4 0.0 0.0 0.0 0.0 8.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 65.7 0.0 0.0 0.0 0.0 56.3 1st-Term Q (Q1), veh/ln 0.0 0.0 4.7 0.0 0.0 0.0 0.0 3.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 1.1 0.0 0.0 0.0 0.0 0.5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 5.8 0.0 0.0 0.0 0.0 3.4 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 81.8
HCM 7th LOS F
HCM 7th Signalized Intersection Capacity Analysis AM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 465 21 11 467 55 43 119 31 82 47 103 Future Volume (veh/h) 43 465 21 11 467 55 43 119 31 82 47 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 53 574 26 13 570 67 46 128 33 100 57 126 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 93 1013 852 343 1278 1074 0 186 156 0 187 157 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 Prop Arrive On Green 0.06 0.58 0.58 0.21 0.74 0.74 0.00 0.11 0.11 0.00 0.11 0.11 Unsig. Movement Delay
Ln Grp Delay, s/veh 59.2 17.3 10.7 37.9 7.4 2.6 0.0 56.1 49.6 0.0 50.3 46.2 Ln Grp LOS E B B D A A E D D D
Approach Vol, veh/h 653 650 161 183
Approach Delay, s/veh 20.4 7.5 54.8 47.5
Approach LOS C A D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 7 8
Case No 3.0 0.0 3.0 2.0 3.0 0.0 2.0 3.0
Phs Duration (G+Y+Rc), s 16.8 0.1 74.0 29.1 16.9 0.0 10.8 92.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 20.0 4.0 68.0 4.0 20.0 4.0 9.0 63.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.1 4.0 Max Q Clear (g_c+l1), s 10.5 0.0 26.7 2.8 10.5 0.0 5.8 17.5 Green Ext Time (g_e), s 0.3 0.0 2.4 0.0 0.4 0.0 0.0 2.6 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.35 1.00 0.00 0.83 1.00 Prob of Max Out (p_x) 0.01 0.00 0.00 1.00 0.02 0.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 1 0
Grp Vol (v), veh/h 0 0 0 13 0 0 53 0
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 1641 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.8 0.0 0.0 3.8 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.8 0.0 0.0 3.8 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 0 343 0 0 93 0
V/C Ratio (X) 0.00 0.00 0.00 0.04 0.00 0.00 0.57 0.00
Avail Cap (c_a), veh/h 0 0 0 343 0 0 150 0
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.74 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 37.8 0.0 0.0 55.2 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 4.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 37.9 0.0 0.0 59.2 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.3 0.0 0.0 1.5 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.3 0.0 0.0 1.6 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.04 0.00 0.00 0.20 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 4 0 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 128 0 574 0 57 0 0 570
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 0 1737
Q Serve Time (g_s), s 8.5 0.0 24.7 0.0 3.6 0.0 0.0 15.5 Cycle Q Clear Time (g_c), s 8.5 0.0 24.7 0.0 3.6 0.0 0.0 15.5 Lane Grp Cap (c), veh/h 186 0 1013 0 187 0 0 1278
V/C Ratio (X) 0.69 0.00 0.57 0.00 0.30 0.00 0.00 0.45
Avail Cap (c_a), veh/h 318 0 1013 0 318 0 0 1278
Upstream Filter (I) 1.00 0.00 0.74 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 51.7 0.0 15.6 0.0 49.4 0.0 0.0 6.2 Incr Delay (d2), s/veh 4.5 0.0 1.7 0.0 0.9 0.0 0.0 1.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 56.1 0.0 17.3 0.0 50.3 0.0 0.0 7.4 1st-Term Q (Q1), veh/ln 3.6 0.0 8.5 0.0 1.5 0.0 0.0 4.1 HCM 7th Signalized Intersection Capacity Analysis AM 2043 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.2 0.0 0.5 0.0 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 3.8 0.0 8.9 0.0 1.6 0.0 0.0 4.5 %ile Storage Ratio (RQ%) 0.06 0.00 0.05 0.00 0.02 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 14 0 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 33 0 26 0 126 0 0 67
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 0 1460
Q Serve Time (g_s), s 2.5 0.0 0.9 0.0 8.5 0.0 0.0 1.1
Cycle Q Clear Time (g_c), s 2.5 0.0 0.9 0.0 8.5 0.0 0.0 1.1 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 156 0 852 0 157 0 0 1074
V/C Ratio (X) 0.21 0.00 0.03 0.00 0.80 0.00 0.00 0.06
Avail Cap (c_a), veh/h 268 0 852 0 268 0 0 1074
Upstream Filter (I) 1.00 0.00 0.74 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 49.0 0.0 10.6 0.0 37.2 0.0 0.0 2.4 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.0 9.1 0.0 0.0 0.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 49.6 0.0 10.7 0.0 46.2 0.0 0.0 2.6 1st-Term Q (Q1), veh/ln 0.9 0.0 0.3 0.0 3.6 0.0 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.4 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.9 0.0 0.3 0.0 4.0 0.0 0.0 0.4 %ile Storage Ratio (RQ%) 0.76 0.00 0.05 0.00 2.01 0.00 0.00 0.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 21.7
HCM 7th LOS C
HCM 7th TWSC AM 2043
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 444.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 468 16 97 576 72 72 104 165 130 18 35 Future Vol, veh/h 14 468 16 97 576 72 72 104 165 130 18 35 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 16 544 19 129 768 96 96 139 220 169 23 45
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 864 0 0 563 0 0 1615 1699 544 1673 1622 768 Stage 1 - - - - - - 577 577 - 1027 1027 -
Stage 2 - - - - - - 1038 1123 - 646 595 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 779 - - 1009 - - ~ 83 ~ 88 539 ~ 76 98 402 Stage 1 - - - - - - 502 488 - 283 301 -
Stage 2 - - - - - - 279 271 - 460 478 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 779 - - 1009 - - ~ 47 ~ 75 539 ~ 38 84 402 Mov Cap-2 Maneuver - - - - - - ~ 47 ~ 75 - ~ 38 84 -
Stage 1 - - - - - - 492 477 - 247 262 -
Stage 2 - - - - - - 196 236 - 189 468 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.27 1.18 $ 1560.05 $ 1245.87

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 106 779 - - 1009 - - 38 84 402
HCM Lane V/C Ratio 4.285 0.021 - - 0.128 - - 4.398 0.279 0.113 HCM Control Delay (s/veh) $ 1560.1 9.7 - - 9.1 - $ 1740.9 - 64 15.1 HCM Lane LOS F A - - A - - F F C
HCM 95th %tile Q(veh) 47.2 0.1 - - 0.4 - - 19.5 1 0.4
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis AM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 203 723 174 39 535 164 4 58 12 127 68 93 Future Volume (veh/h) 203 723 174 39 535 164 4 58 12 127 68 93 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 231 822 198 51 695 213 8 121 25 215 115 158 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 263 738 620 153 622 523 11 163 34 159 85 117 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 Prop Arrive On Green 0.16 0.43 0.43 0.09 0.36 0.36 0.12 0.12 0.11 0.22 0.22 0.21 Unsig. Movement Delay
Ln Grp Delay, s/veh 76.4 103.3 24.3 52.2 111.0 31.3 57.8 0.0 0.0 221.2 0.0 0.0 Ln Grp LOS E F C D F C E F
Approach Vol, veh/h 1251 959 154 488
Approach Delay, s/veh 85.8 90.2 57.8 221.2
Approach LOS F F E F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 3.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 31.0 18.8 55.0 15.2 47.0 23.2
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 25.0 18.0 49.0 4.0 41.0 12.0
Max Allow Headway (MAH), s 4.2 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 29.0 12.6 53.0 5.5 45.0 18.5
Green Ext Time (g_e), s 0.0 0.2 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.82 1.00 1.00
Prob of Max Out (p_x) 1.00 0.34 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 708 87 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 379 1323 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 521 273 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 488 154 0 51 0 0 0 231
Grp Sat Flow (s), veh/h/ln 1608 1683 0 1641 0 0 0 1641
Q Serve Time (g_s), s 27.0 10.6 0.0 3.5 0.0 0.0 0.0 16.5 Cycle Q Clear Time (g_c), s 27.0 10.6 0.0 3.5 0.0 0.0 0.0 16.5 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.44 0.05 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 362 208 0 153 0 0 0 263
V/C Ratio (X) 1.35 0.74 0.00 0.33 0.00 0.00 0.00 0.88
Avail Cap (c_a), veh/h 362 281 0 153 0 0 0 263
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 46.8 50.9 0.0 50.9 0.0 0.0 0.0 49.3 Incr Delay (d2), s/veh 174.3 6.9 0.0 1.3 0.0 0.0 0.0 27.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 221.2 57.8 0.0 52.2 0.0 0.0 0.0 76.4 1st-Term Q (Q1), veh/ln 10.2 4.3 0.0 1.4 0.0 0.0 0.0 6.4 2nd-Term Q (Q2), veh/ln 17.5 0.4 0.0 0.1 0.0 0.0 0.0 2.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 27.8 4.7 0.0 1.4 0.0 0.0 0.0 8.4 %ile Storage Ratio (RQ%) 0.38 0.05 0.00 0.36 0.00 0.00 0.00 3.06 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 31.6 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 822 0 0 0 695 0
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 51.0 0.0 0.0 0.0 43.0 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 51.0 0.0 0.0 0.0 43.0 0.0 Lane Grp Cap (c), veh/h 0 0 738 0 0 0 622 0
V/C Ratio (X) 0.00 0.00 1.11 0.00 0.00 0.00 1.12 0.00
Avail Cap (c_a), veh/h 0 0 738 0 0 0 622 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 34.5 0.0 0.0 0.0 38.5 0.0 Incr Delay (d2), s/veh 0.0 0.0 68.8 0.0 0.0 0.0 72.5 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 103.3 0.0 0.0 0.0 111.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 19.4 0.0 0.0 0.0 16.9 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 14.1 0.0 0.0 0.0 12.5 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 33.6 0.0 0.0 0.0 29.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.35 0.00 0.00 0.00 0.31 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 20.9 0.0 0.0 0.0 18.1 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.3 0.0 0.0 0.0 0.3 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 18 0
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 198 0 0 0 213 0
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 10.8 0.0 0.0 0.0 13.2 0.0 Cycle Q Clear Time (g_c), s 0.0 0.0 10.8 0.0 0.0 0.0 13.2 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.32 0.16 1.00 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 620 0 0 0 523 0
V/C Ratio (X) 0.00 0.00 0.32 0.00 0.00 0.00 0.41 0.00
Avail Cap (c_a), veh/h 0 0 620 0 0 0 523 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 0.0 0.0 23.0 0.0 0.0 0.0 28.9 0.0 Incr Delay (d2), s/veh 0.0 0.0 1.4 0.0 0.0 0.0 2.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 24.3 0.0 0.0 0.0 31.3 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 3.5 0.0 0.0 0.0 4.3 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.2 0.0 0.0 0.0 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 3.7 0.0 0.0 0.0 4.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 4.70 0.00 0.00 0.00 5.92 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 108.9
HCM 7th LOS F
HCM 7th TWSC AM 2043
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 42.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 786 0 5 535 56 0 0 17 63 0 159
Future Vol, veh/h 80 786 0 5 535 56 0 0 17 63 0 159
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 110 1077 0 6 652 68 0 0 34 94 0 237
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 721 0 0 1077 0 0 1961 2029 1077 1961 1961 652 Stage 1 - - - - - - 1296 1296 - 665 665 -
Stage 2 - - - - - - 665 733 - 1296 1296 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 881 - - 648 - - 48 54 266 ~ 48 60 468 Stage 1 - - - - - - 199 223 - 450 444 -
Stage 2 - - - - - - 450 413 - 199 223 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 881 - - 648 - - 20 47 266 ~ 36 52 468 Mov Cap-2 Maneuver - - - - - - 20 47 - ~ 36 52 -
Stage 1 - - - - - - 175 195 - 445 440 -
Stage 2 - - - - - - 219 409 - 152 195 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.89 0.09 20.49 288.82

HCM LOS C F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 266 881 - - 648 - - 36 468
HCM Lane V/C Ratio 0.128 0.124 - - 0.009 - - 2.611 0.507 HCM Control Delay (s/veh) 20.5 9.7 - - 10.6 - -$ 966.4 20.4 HCM Lane LOS C A - - B - - F C
HCM 95th %tile Q(veh) 0.4 0.4 - - 0 - - 10.6 2.8
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 127 975 173 134 692 215 246 795 193 173 556 97 Future Volume (veh/h) 127 975 173 134 692 215 246 795 193 173 556 97 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 Ped-Bike Adj (A_pbT) 1.00 0.97 1.00 0.98 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 140 1071 190 156 805 250 311 1006 244 184 591 103 Peak Hour Factor 0.91 0.91 0.91 0.86 0.86 0.86 0.79 0.79 0.79 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 229 1549 429 229 1549 435 267 1241 501 267 1241 500 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 Prop Arrive On Green 0.07 0.30 0.30 0.07 0.30 0.30 0.08 0.35 0.35 0.08 0.35 0.35 Unsig. Movement Delay
Ln Grp Delay, s/veh 42.4 26.3 24.1 45.8 24.3 25.7 145.6 28.1 22.0 44.5 21.5 19.2 Ln Grp LOS D C C D C C F C C D C B
Approach Vol, veh/h 1401 1211 1561 878
Approach Delay, s/veh 27.6 27.4 50.5 26.0
Approach LOS C C D C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 11.0 33.2 10.0 29.3 11.0 33.2 10.0 29.3 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 5.0 30.5 4.0 31.5 5.0 30.5 4.0 31.5 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.0 4.1 4.1 Max Q Clear (g_c+l1), s 6.7 23.5 6.0 17.4 9.0 12.8 5.6 14.3 Green Ext Time (g_e), s 0.0 3.3 0.0 5.0 0.0 2.7 0.0 4.4 Prob of Phs Call (p_c) 0.99 1.00 0.97 1.00 1.00 1.00 0.96 1.00 Prob of Max Out (p_x) 1.00 0.63 1.00 0.20 1.00 0.01 1.00 0.07 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 5106 3554 5106
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1434 1415 1432 1433
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 2 0 2 0
Grp Vol (v), veh/h 184 0 156 0 311 0 140 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 1591 0 1591 0
Q Serve Time (g_s), s 4.7 0.0 4.0 0.0 7.0 0.0 3.6 0.0
Cycle Q Clear Time (g_c), s 4.7 0.0 4.0 0.0 7.0 0.0 3.6 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 267 0 229 0 267 0 229 0
V/C Ratio (X) 0.69 0.00 0.68 0.00 1.17 0.00 0.61 0.00
Avail Cap (c_a), veh/h 267 0 229 0 267 0 229 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 37.2 0.0 37.8 0.0 38.2 0.0 37.6 0.0 Incr Delay (d2), s/veh 7.3 0.0 8.0 0.0 107.4 0.0 4.7 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 44.5 0.0 45.8 0.0 145.6 0.0 42.4 0.0 1st-Term Q (Q1), veh/ln 1.7 0.0 1.4 0.0 2.5 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.3 0.0 4.0 0.0 0.2 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.0 0.0 1.7 0.0 6.5 0.0 1.4 0.0 %ile Storage Ratio (RQ%) 0.25 0.00 0.21 0.00 0.82 0.00 0.18 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 11.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 3 0 2 0 3
Grp Vol (v), veh/h 0 1006 0 1071 0 591 0 805
Grp Sat Flow (s), veh/h/ln 0 1777 0 1702 0 1777 0 1702
Q Serve Time (g_s), s 0.0 21.5 0.0 15.4 0.0 10.8 0.0 10.9 Cycle Q Clear Time (g_c), s 0.0 21.5 0.0 15.4 0.0 10.8 0.0 10.9 Lane Grp Cap (c), veh/h 0 1241 0 1549 0 1241 0 1549
V/C Ratio (X) 0.00 0.81 0.00 0.69 0.00 0.48 0.00 0.52
Avail Cap (c_a), veh/h 0 1383 0 2049 0 1383 0 2049
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 24.7 0.0 25.6 0.0 21.2 0.0 24.1 Incr Delay (d2), s/veh 0.0 3.4 0.0 0.7 0.0 0.3 0.0 0.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 28.1 0.0 26.3 0.0 21.5 0.0 24.3 1st-Term Q (Q1), veh/ln 0.0 7.8 0.0 5.5 0.0 3.9 0.0 3.9 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 1: Ashe Rd & Pamama Ln 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.6 0.0 0.1 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.4 0.0 5.6 0.0 4.0 0.0 3.9 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.02 0.00 0.06 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 244 0 190 0 103 0 250
Grp Sat Flow (s), veh/h/ln 0 1434 0 1415 0 1432 0 1433
Q Serve Time (g_s), s 0.0 11.1 0.0 9.0 0.0 4.2 0.0 12.3 Cycle Q Clear Time (g_c), s 0.0 11.1 0.0 9.0 0.0 4.2 0.0 12.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 501 0 429 0 500 0 435
V/C Ratio (X) 0.00 0.49 0.00 0.44 0.00 0.21 0.00 0.57
Avail Cap (c_a), veh/h 0 558 0 568 0 557 0 575
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 21.3 0.0 23.4 0.0 19.0 0.0 24.5 Incr Delay (d2), s/veh 0.0 0.7 0.0 0.7 0.0 0.2 0.0 1.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 22.0 0.0 24.1 0.0 19.2 0.0 25.7 1st-Term Q (Q1), veh/ln 0.0 3.3 0.0 2.7 0.0 1.2 0.0 3.7 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.4 0.0 2.7 0.0 1.3 0.0 3.8 %ile Storage Ratio (RQ%) 0.00 0.43 0.00 0.35 0.00 0.16 0.00 0.49 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 34.4
HCM 7th LOS C
HCM 7th AWSC AM 2043+Project
2: Ashe Rd & Berkshire Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh498.8
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 2 10 31 5 267 20 877 96 413 664 10 Future Vol, veh/h 4 2 10 31 5 267 20 877 96 413 664 10
Peak Hour Factor 0.63 0.63 0.63 0.77 0.77 0.77 0.83 0.83 0.83 0.94 0.94 0.94 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 6 3 16 40 6 347 24 1057 116 439 706 11
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 2 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 2 1 1
HCM Control Delay, s/veh18.3 32.7 559.7 605

HCM LOS C D F F
Lane NBLn1 EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 2% 25% 10% 38% 0%
Vol Thru, % 88% 13% 2% 62% 0%
Vol Right, % 10% 63% 88% 0% 100%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 993 16 303 1077 10
LT Vol 20 4 31 413 0
Through Vol 877 2 5 664 0
RT Vol 96 10 267 0 10
Lane Flow Rate 1196 25 394 1146 11
Geometry Grp 4a 2 2 5 5
Degree of Util (X) 2.186 0.06 0.719 2.298 0.019
Departure Headway (Hd) 8.249 14.398 9.264 8.693 7.762
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 455 250 394 435 464
Service Time 6.249 12.398 7.264 6.393 5.462
HCM Lane V/C Ratio 2.629 0.1 1 2.634 0.024
HCM Control Delay, s/veh 559.7 18.3 32.7 610.5 10.6
HCM Lane LOS F C D F B
HCM 95th-tile Q 69.8 0.2 5.5 72.1 0.1
HCM 7th AWSC AM 2043+Project
3: Ashe Rd & McCutchen Rd 05/01/2025
Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh875.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 132 458 105 41 691 449 204 676 35 103 357 76 Future Vol, veh/h 132 458 105 41 691 449 204 676 35 103 357 76 Peak Hour Factor 0.78 0.78 0.78 0.84 0.84 0.84 0.87 0.87 0.87 0.89 0.89 0.89 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 169 587 135 49 823 535 234 777 40 116 401 85
Number of Lanes 0 1 1 0 1 0 0 1 1 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 2
HCM Control Delay, s/veh480.3 1361.1 818.3 427.1

HCM LOS F F F F
Lane NBLn1NBLn2 EBLn1 EBLn2WBLn1 SBLn1
Vol Left, % 23% 0% 22% 0% 3% 19%
Vol Thru, % 77% 0% 78% 0% 59% 67%
Vol Right, % 0% 100% 0% 100% 38% 14%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 880 35 590 105 1181 536
LT Vol 204 0 132 0 41 103
Through Vol 676 0 458 0 691 357
RT Vol 0 35 0 105 449 76
Lane Flow Rate 1011 40 756 135 1406 602
Geometry Grp 5 5 5 5 4b 4b
Degree of Util (X) 2.766 0.101 2.068 0.338 3.906 1.702
Departure Headway (Hd) 20.937 20.058 27.145 26.285 21.75 36.377 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 182 180 144 139 183 108
Service Time 18.637 17.758 24.845 23.985 19.75 34.377
HCM Lane V/C Ratio 5.555 0.222 5.25 0.971 7.683 5.574
HCM Control Delay, s/veh 849.9 25 558.3 41.8 1361.1 427.1 HCM Lane LOS F C F E F F
HCM 95th-tile Q 42.2 0.3 22.3 1.4 63.9 13.4
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 6 6 27 3 194 7 414 52 92 241 1 Future Volume (veh/h) 5 6 6 27 3 194 7 414 52 92 241 1
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 6 7 7 32 4 228 8 476 60 107 280 1
Peak Hour Factor 0.83 0.83 0.83 0.85 0.85 0.85 0.87 0.87 0.87 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 10 129 129 40 5 263 13 1017 794 134 1154 901 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 Prop Arrive On Green 0.01 0.15 0.15 0.02 0.17 0.17 0.01 0.54 0.54 0.08 0.62 0.62 Unsig. Movement Delay
Ln Grp Delay, s/veh 89.1 0.0 32.8 72.6 0.0 51.8 76.9 13.9 9.9 51.1 8.3 6.6 Ln Grp LOS F C E D E B A D A A
Approach Vol, veh/h 20 264 544 388
Approach Delay, s/veh 49.7 54.4 14.4 20.1
Approach LOS D D B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 4.0
Phs Duration (G+Y+Rc), s 11.8 53.4 6.7 18.0 5.2 60.0 5.1 19.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 12.9 34.8 6.3 18.0 4.0 43.7 4.0 20.3 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.2 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 7.8 16.0 3.7 2.6 2.4 8.1 2.3 14.8 Green Ext Time (g_e), s 0.1 1.9 0.0 0.0 0.0 1.0 0.0 0.4 Prob of Phs Call (p_c) 0.93 1.00 0.55 1.00 0.18 1.00 0.14 1.00 Prob of Max Out (p_x) 0.37 0.00 1.00 0.00 1.00 0.00 1.00 0.49 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1870 858 1870 27
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 858 1460 1562
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 107 0 32 0 8 0 6 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 5.8 0.0 1.7 0.0 0.4 0.0 0.3 0.0
Cycle Q Clear Time (g_c), s 5.8 0.0 1.7 0.0 0.4 0.0 0.3 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 134 0 40 0 13 0 10 0
V/C Ratio (X) 0.80 0.00 0.80 0.00 0.61 0.00 0.59 0.00
Avail Cap (c_a), veh/h 235 0 115 0 73 0 73 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.85 0.00 1.00 0.00 Uniform Delay (d1), s/veh 40.6 0.0 43.7 0.0 44.5 0.0 44.6 0.0 Incr Delay (d2), s/veh 10.4 0.0 28.9 0.0 32.4 0.0 44.5 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 51.1 0.0 72.6 0.0 76.9 0.0 89.1 0.0 1st-Term Q (Q1), veh/ln 2.2 0.0 0.7 0.0 0.2 0.0 0.1 0.0 2nd-Term Q (Q2), veh/ln 0.4 0.0 0.3 0.0 0.1 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.6 0.0 1.0 0.0 0.3 0.0 0.3 0.0 %ile Storage Ratio (RQ%) 0.65 0.00 0.17 0.00 0.04 0.00 0.03 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T
Lanes in Grp 0 1 0 0 0 1 0 0
Grp Vol (v), veh/h 0 476 0 0 0 280 0 0
Grp Sat Flow (s), veh/h/ln 0 1870 0 0 0 1870 0 0
Q Serve Time (g_s), s 0.0 14.0 0.0 0.0 0.0 6.1 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 14.0 0.0 0.0 0.0 6.1 0.0 0.0 Lane Grp Cap (c), veh/h 0 1017 0 0 0 1154 0 0
V/C Ratio (X) 0.00 0.47 0.00 0.00 0.00 0.24 0.00 0.00
Avail Cap (c_a), veh/h 0 1017 0 0 0 1154 0 0
Upstream Filter (I) 0.00 0.85 0.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d1), s/veh 0.0 12.6 0.0 0.0 0.0 7.8 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.3 0.0 0.0 0.0 0.5 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 Control Delay (d), s/veh 0.0 13.9 0.0 0.0 0.0 8.3 0.0 0.0 1st-Term Q (Q1), veh/ln 0.0 4.7 0.0 0.0 0.0 1.8 0.0 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 4: Ashe Rd & Mckee Rd 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.4 0.0 0.0 0.0 0.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 5.1 0.0 0.0 0.0 2.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.00 0.00 0.02 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R T+R R T+R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 60 0 14 0 1 0 232
Grp Sat Flow (s), veh/h/ln 0 1460 0 1716 0 1460 0 1589
Q Serve Time (g_s), s 0.0 1.8 0.0 0.6 0.0 0.0 0.0 12.8
Cycle Q Clear Time (g_c), s 0.0 1.8 0.0 0.6 0.0 0.0 0.0 12.8 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.50 0.00 1.00 0.00 0.98 Lane Grp Cap (c), veh/h 0 794 0 258 0 901 0 268
V/C Ratio (X) 0.00 0.08 0.00 0.05 0.00 0.00 0.00 0.87
Avail Cap (c_a), veh/h 0 794 0 343 0 901 0 358
Upstream Filter (I) 0.00 0.85 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 9.8 0.0 32.8 0.0 6.6 0.0 36.4 Incr Delay (d2), s/veh 0.0 0.2 0.0 0.1 0.0 0.0 0.0 15.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 9.9 0.0 32.8 0.0 6.6 0.0 51.8 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 0.2 0.0 0.0 0.0 4.6 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 0.2 0.0 0.0 0.0 5.7 %ile Storage Ratio (RQ%) 0.00 0.06 0.00 0.01 0.00 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 25.4
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 139 18 59 104 121 11 458 94 73 389 32 Future Volume (veh/h) 39 139 18 59 104 121 11 458 94 73 389 32 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 49 176 23 68 120 139 13 533 109 84 447 37 Peak Hour Factor 0.79 0.79 0.79 0.87 0.87 0.87 0.86 0.86 0.86 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 106 275 36 106 318 267 10 428 87 68 361 30
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 Prop Arrive On Green 0.06 0.18 0.16 0.06 0.18 0.18 0.31 0.31 0.29 0.27 0.27 0.25 Unsig. Movement Delay
Ln Grp Delay, s/veh 45.1 0.0 45.0 52.1 36.0 39.8 158.4 0.0 0.0 159.4 0.0 0.0 Ln Grp LOS D D D D D F F
Approach Vol, veh/h 248 327 655 568
Approach Delay, s/veh 45.0 40.9 158.4 159.4
Approach LOS D D F F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 8 7
Case No 12.0 12.0 4.0 2.0 3.0 2.0
Phs Duration (G+Y+Rc), s 29.0 33.0 21.0 10.0 21.0 10.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 23.0 27.0 15.0 4.0 15.0 4.0
Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.2 4.1
Max Q Clear (g_c+l1), s 27.0 31.0 12.1 5.8 10.0 4.7
Green Ext Time (g_e), s 0.0 0.0 0.2 0.0 0.4 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.83 1.00 0.72
Prob of Max Out (p_x) 1.00 1.00 0.00 1.00 0.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 252 33 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 1341 1371 1505 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 111 280 197 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 0 1
Grp Vol (v), veh/h 568 655 0 68 0 0 0 49
Grp Sat Flow (s), veh/h/ln 1704 1685 0 1641 0 0 0 1641
Q Serve Time (g_s), s 25.0 29.0 0.0 3.8 0.0 0.0 0.0 2.7 Cycle Q Clear Time (g_c), s 25.0 29.0 0.0 3.8 0.0 0.0 0.0 2.7 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.15 0.02 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 458 525 0 106 0 0 0 106
V/C Ratio (X) 1.24 1.25 0.00 0.64 0.00 0.00 0.00 0.46
Avail Cap (c_a), veh/h 458 525 0 106 0 0 0 106
Upstream Filter (I) 1.00 1.00 0.00 0.76 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 34.1 32.2 0.0 42.5 0.0 0.0 0.0 41.9 Incr Delay (d2), s/veh 125.4 126.2 0.0 9.6 0.0 0.0 0.0 3.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 159.4 158.4 0.0 52.1 0.0 0.0 0.0 45.1 1st-Term Q (Q1), veh/ln 9.3 10.5 0.0 1.4 0.0 0.0 0.0 1.0 2nd-Term Q (Q2), veh/ln 16.0 18.4 0.0 0.3 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 25.3 29.0 0.0 1.7 0.0 0.0 0.0 1.1 %ile Storage Ratio (RQ%) 0.28 0.16 0.00 0.01 0.00 0.00 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 27.5 32.4 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.3 0.3 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 8 0
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 1 0
Grp Vol (v), veh/h 0 0 0 0 0 0 120 0
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 1737 0
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 5.6 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 5.6 0.0 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 318 0
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.38 0.00
Avail Cap (c_a), veh/h 0 0 0 0 0 0 318 0
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.76 0.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 33.4 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 2.6 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 36.0 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 2.2 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 2.4 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 18 0
Lane Assignment T+R R
Lanes in Grp 0 0 1 0 0 0 1 0
Grp Vol (v), veh/h 0 0 199 0 0 0 139 0
Grp Sat Flow (s), veh/h/ln 0 0 1702 0 0 0 1460 0
Q Serve Time (g_s), s 0.0 0.0 10.1 0.0 0.0 0.0 8.0 0.0
Cycle Q Clear Time (g_c), s 0.0 0.0 10.1 0.0 0.0 0.0 8.0 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.07 0.17 0.12 0.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 0 311 0 0 0 267 0
V/C Ratio (X) 0.00 0.00 0.64 0.00 0.00 0.00 0.52 0.00
Avail Cap (c_a), veh/h 0 0 311 0 0 0 267 0
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.76 0.00 Uniform Delay (d1), s/veh 0.0 0.0 35.3 0.0 0.0 0.0 34.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 9.7 0.0 0.0 0.0 5.4 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 45.0 0.0 0.0 0.0 39.8 0.0 1st-Term Q (Q1), veh/ln 0.0 0.0 3.9 0.0 0.0 0.0 2.6 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.8 0.0 0.0 0.0 0.4 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.0 4.7 0.0 0.0 0.0 3.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.03 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 121.7
HCM 7th LOS F
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 510 52 45 501 55 79 186 76 82 98 155 Future Volume (veh/h) 110 510 52 45 501 55 79 186 76 82 98 155 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 136 630 64 55 611 67 85 200 82 100 120 189 Peak Hour Factor 0.81 0.81 0.81 0.82 0.82 0.82 0.93 0.93 0.93 0.82 0.82 0.82 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 442 840 706 354 747 628 0 274 230 0 298 250
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 Prop Arrive On Green 0.27 0.48 0.48 0.22 0.43 0.43 0.00 0.16 0.16 0.00 0.17 0.17 Unsig. Movement Delay
Ln Grp Delay, s/veh 27.3 23.9 13.1 29.8 33.0 16.2 0.0 41.9 35.9 0.0 35.2 44.4 Ln Grp LOS C C B C C B D D D D
Approach Vol, veh/h 830 733 282 309
Approach Delay, s/veh 23.7 31.2 40.2 40.8
Approach LOS C C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 1 4 3 6 5 8 7
Case No 3.0 0.0 3.0 2.0 3.0 0.0 3.0 2.0
Phs Duration (G+Y+Rc), s 18.7 1.3 49.0 24.1 19.9 0.0 44.0 29.1 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 4.0 43.0 4.0 18.0 4.0 38.0 9.0 Max Allow Headway (MAH), s 4.1 0.0 4.0 4.1 4.2 0.0 4.0 4.1 Max Q Clear (g_c+l1), s 12.2 0.0 29.3 4.5 13.5 0.0 30.8 8.1 Green Ext Time (g_e), s 0.5 0.0 2.4 0.0 0.5 0.0 1.7 0.0 Prob of Phs Call (p_c) 1.00 0.00 1.00 0.76 1.00 0.00 1.00 0.97 Prob of Max Out (p_x) 0.37 0.00 0.00 1.00 0.84 0.00 0.00 1.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 0 1641 0 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1737 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 0 1 0 3 0 5 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L (Prot) L (Prot)
Lanes in Grp 0 0 0 1 0 0 0 1
Grp Vol (v), veh/h 0 0 0 55 0 0 0 136
Grp Sat Flow (s), veh/h/ln 0 0 0 1641 0 0 0 1641
Q Serve Time (g_s), s 0.0 0.0 0.0 2.5 0.0 0.0 0.0 6.1
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 2.5 0.0 0.0 0.0 6.1 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 354 0 0 0 442
V/C Ratio (X) 0.00 0.00 0.00 0.16 0.00 0.00 0.00 0.31
Avail Cap (c_a), veh/h 0 0 0 354 0 0 0 442
Upstream Filter (I) 0.00 0.00 0.00 1.00 0.00 0.00 0.00 0.73 Uniform Delay (d1), s/veh 0.0 0.0 0.0 29.6 0.0 0.0 0.0 27.1 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.2 0.0 0.0 0.0 0.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 29.8 0.0 0.0 0.0 27.3 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.9 0.0 0.0 0.0 2.2 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.9 0.0 0.0 0.0 2.2 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.12 0.00 0.00 0.00 0.28 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 2 0 4 0 6 0 8 0
Lane Assignment T T T T
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 200 0 630 0 120 0 611 0
Grp Sat Flow (s), veh/h/ln 1737 0 1737 0 1737 0 1737 0
Q Serve Time (g_s), s 10.2 0.0 27.3 0.0 5.7 0.0 28.8 0.0 Cycle Q Clear Time (g_c), s 10.2 0.0 27.3 0.0 5.7 0.0 28.8 0.0 Lane Grp Cap (c), veh/h 274 0 840 0 298 0 747 0
V/C Ratio (X) 0.73 0.00 0.75 0.00 0.40 0.00 0.82 0.00
Avail Cap (c_a), veh/h 374 0 840 0 374 0 747 0
Upstream Filter (I) 1.00 0.00 0.73 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 37.3 0.0 19.4 0.0 34.3 0.0 23.3 0.0 Incr Delay (d2), s/veh 4.6 0.0 4.5 0.0 0.9 0.0 9.7 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 41.9 0.0 23.9 0.0 35.2 0.0 33.0 0.0 1st-Term Q (Q1), veh/ln 4.0 0.0 9.2 0.0 2.2 0.0 10.1 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 6: Ashe Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.4 0.0 1.1 0.0 0.1 0.0 2.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 4.4 0.0 10.3 0.0 2.3 0.0 12.1 0.0 %ile Storage Ratio (RQ%) 0.07 0.00 0.05 0.00 0.02 0.00 0.13 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 12 0 14 0 16 0 18 0
Lane Assignment R R R R
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 82 0 64 0 189 0 67 0
Grp Sat Flow (s), veh/h/ln 1460 0 1460 0 1460 0 1460 0
Q Serve Time (g_s), s 4.7 0.0 2.2 0.0 11.5 0.0 2.5 0.0
Cycle Q Clear Time (g_c), s 4.7 0.0 2.2 0.0 11.5 0.0 2.5 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 230 0 706 0 250 0 628 0
V/C Ratio (X) 0.36 0.00 0.09 0.00 0.76 0.00 0.11 0.00
Avail Cap (c_a), veh/h 314 0 706 0 314 0 628 0
Upstream Filter (I) 1.00 0.00 0.73 0.00 0.99 0.00 1.00 0.00 Uniform Delay (d1), s/veh 34.9 0.0 13.0 0.0 36.7 0.0 15.8 0.0 Incr Delay (d2), s/veh 0.9 0.0 0.2 0.0 7.7 0.0 0.3 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 35.9 0.0 13.1 0.0 44.4 0.0 16.2 0.0 1st-Term Q (Q1), veh/ln 1.5 0.0 0.6 0.0 3.8 0.0 0.8 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.0 0.0 0.5 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.6 0.0 0.7 0.0 4.3 0.0 0.8 0.0 %ile Storage Ratio (RQ%) 1.36 0.00 0.11 0.00 2.19 0.00 0.14 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 30.8
HCM 7th LOS C
HCM 7th TWSC AM 2043+Project
7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 694.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 32 536 20 97 627 72 75 104 165 130 18 49 Future Vol, veh/h 32 536 20 97 627 72 75 104 165 130 18 49 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 200 - 200 120 - 120 - - - 150 - 150
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 86 86 86 75 75 75 75 75 75 77 77 77
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 37 623 23 129 836 96 100 139 220 169 23 64
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 932 0 0 647 0 0 1804 1888 623 1862 1816 836 Stage 1 - - - - - - 698 698 - 1095 1095 -
Stage 2 - - - - - - 1106 1191 - 767 721 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 734 - - 939 - - ~ 61 ~ 67 486 ~ 56 74 367 Stage 1 - - - - - - 431 429 - 259 279 -
Stage 2 - - - - - - 255 251 - 395 419 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 734 - - 939 - - ~ 27 ~ 55 486 ~ 25 61 367 Mov Cap-2 Maneuver - - - - - - ~ 27 ~ 55 - ~ 25 61 -
Stage 1 - - - - - - 409 407 - 223 241 -
Stage 2 - - - - - - 164 216 - ~ 135 397 -
Approach EB WB NB SB
HCM Control Delay, s/v 0.55 1.15 $ 2651.5 $ 1920.19

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 SBLn3 Capacity (veh/h) 69 734 - - 939 - - 25 61 367
HCM Lane V/C Ratio 6.632 0.051 - - 0.138 - - 6.739 0.385 0.173 HCM Control Delay (s/veh) $ 2651.5 10.2 - - 9.4 - - $ 2890 97.5 16.9 HCM Lane LOS F B - - A - - F F C
HCM 95th %tile Q(veh) 52 0.2 - - 0.5 - - 21 1.4 0.6
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 774 177 39 573 164 7 58 12 127 68 103 Future Volume (veh/h) 217 774 177 39 573 164 7 58 12 127 68 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 247 880 201 51 744 213 15 121 25 215 115 175 Peak Hour Factor 0.88 0.88 0.88 0.77 0.77 0.77 0.48 0.48 0.48 0.59 0.59 0.59 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 178 608 511 119 545 458 22 180 37 165 88 134 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 Prop Arrive On Green 0.11 0.35 0.35 0.07 0.31 0.31 0.14 0.14 0.12 0.24 0.24 0.22 Unsig. Movement Delay
Ln Grp Delay, s/veh 241.1 237.2 20.8 39.2 203.9 23.6 37.0 0.0 0.0 186.5 0.0 0.0 Ln Grp LOS F F C D F C D F
Approach Vol, veh/h 1328 1008 161 505
Approach Delay, s/veh 205.1 157.5 37.0 186.5
Approach LOS F F D F
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 6 2 4 3 7 8
Case No 12.0 12.0 3.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 24.0 15.8 33.0 10.0 13.0 30.0
Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0
Max Green (Gmax), s 18.0 18.0 27.0 4.0 7.0 24.0
Max Allow Headway (MAH), s 4.2 4.1 4.1 4.1 4.1 4.1
Max Q Clear (g_c+l1), s 22.0 9.5 31.0 4.5 11.0 28.0
Green Ext Time (g_e), s 0.0 0.3 0.0 0.0 0.0 0.0
Prob of Phs Call (p_c) 1.00 1.00 1.00 0.69 1.00 1.00
Prob of Max Out (p_x) 1.00 0.03 1.00 1.00 1.00 1.00
Left-Turn Movement Data
Assigned Mvmt 1 5 3 7
Mvmt Sat Flow, veh/h 682 157 1641 1641
Through Movement Data
Assigned Mvmt 6 2 4 8
Mvmt Sat Flow, veh/h 365 1264 1737 1737
Right-Turn Movement Data
Assigned Mvmt 16 12 14 18
Mvmt Sat Flow, veh/h 555 261 1460 1460
Left Lane Group Data
Assigned Mvmt 1 5 0 3 0 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Lane Assignment L+T+R L+T+R L (Prot) L (Prot)
Lanes in Grp 1 1 0 1 0 0 1 0
Grp Vol (v), veh/h 505 161 0 51 0 0 247 0
Grp Sat Flow (s), veh/h/ln 1603 1682 0 1641 0 0 1641 0
Q Serve Time (g_s), s 20.0 7.5 0.0 2.5 0.0 0.0 9.0 0.0
Cycle Q Clear Time (g_c), s 20.0 7.5 0.0 2.5 0.0 0.0 9.0 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.43 0.09 0.00 1.00 0.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 387 240 0 119 0 0 178 0
V/C Ratio (X) 1.30 0.67 0.00 0.43 0.00 0.00 1.39 0.00
Avail Cap (c_a), veh/h 387 406 0 119 0 0 178 0
Upstream Filter (I) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 31.8 33.8 0.0 36.8 0.0 0.0 36.9 0.0 Incr Delay (d2), s/veh 154.7 3.2 0.0 2.4 0.0 0.0 204.2 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 186.5 37.0 0.0 39.2 0.0 0.0 241.1 0.0 1st-Term Q (Q1), veh/ln 7.0 2.8 0.0 0.9 0.0 0.0 3.3 0.0 2nd-Term Q (Q2), veh/ln 16.6 0.2 0.0 0.1 0.0 0.0 10.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 23.6 3.0 0.0 1.0 0.0 0.0 13.4 0.0 %ile Storage Ratio (RQ%) 0.32 0.04 0.00 0.25 0.00 0.00 4.87 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 29.5 0.0 0.0 0.0 0.0 0.0 17.2 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.3 0.0 0.0 0.0 0.0 0.0 0.3 0.0 Middle Lane Group Data
Assigned Mvmt 6 2 4 0 0 0 0 8
Lane Assignment T T
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 880 0 0 0 0 744
Grp Sat Flow (s), veh/h/ln 0 0 1737 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 29.0 0.0 0.0 0.0 0.0 26.0 Cycle Q Clear Time (g_c), s 0.0 0.0 29.0 0.0 0.0 0.0 0.0 26.0 Lane Grp Cap (c), veh/h 0 0 608 0 0 0 0 545
V/C Ratio (X) 0.00 0.00 1.45 0.00 0.00 0.00 0.00 1.36
Avail Cap (c_a), veh/h 0 0 608 0 0 0 0 545
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 26.9 0.0 0.0 0.0 0.0 28.4 Incr Delay (d2), s/veh 0.0 0.0 210.2 0.0 0.0 0.0 0.0 175.5 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 237.2 0.0 0.0 0.0 0.0 203.9 1st-Term Q (Q1), veh/ln 0.0 0.0 10.2 0.0 0.0 0.0 0.0 9.4 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 35.5 0.0 0.0 0.0 0.0 26.6 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 45.8 0.0 0.0 0.0 0.0 35.9 %ile Storage Ratio (RQ%) 0.00 0.00 0.48 0.00 0.00 0.00 0.00 0.38 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 67.9 0.0 0.0 0.0 0.0 49.7 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.4 0.0 0.0 0.0 0.0 0.3 Right Lane Group Data
Assigned Mvmt 16 12 14 0 0 0 0 18
Lane Assignment R R
Lanes in Grp 0 0 1 0 0 0 0 1
Grp Vol (v), veh/h 0 0 201 0 0 0 0 213
Grp Sat Flow (s), veh/h/ln 0 0 1460 0 0 0 0 1460
Q Serve Time (g_s), s 0.0 0.0 8.6 0.0 0.0 0.0 0.0 9.7
Cycle Q Clear Time (g_c), s 0.0 0.0 8.6 0.0 0.0 0.0 0.0 9.7 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.35 0.16 1.00 0.00 0.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 511 0 0 0 0 458
V/C Ratio (X) 0.00 0.00 0.39 0.00 0.00 0.00 0.00 0.46
Avail Cap (c_a), veh/h 0 0 511 0 0 0 0 458
Upstream Filter (I) 0.00 0.00 1.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 20.3 0.0 0.0 0.0 0.0 22.8 Incr Delay (d2), s/veh 0.0 0.0 0.5 0.0 0.0 0.0 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 Control Delay (d), s/veh 0.0 0.0 20.8 0.0 0.0 0.0 0.0 23.6 1st-Term Q (Q1), veh/ln 0.0 0.0 2.6 0.0 0.0 0.0 0.0 2.9 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.1 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 1.00 1.00 0.00 0.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 2.6 0.0 0.0 0.0 0.0 3.0 %ile Storage Ratio (RQ%) 0.00 0.00 3.33 0.00 0.00 0.00 0.00 3.85 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 177.0
HCM 7th LOS F
HCM 7th TWSC AM 2043+Project
9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 57.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 101 811 5 5 553 56 4 0 17 63 0 175
Future Vol, veh/h 101 811 5 5 553 56 4 0 17 63 0 175
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length 70 - - 50 - 300 - - - - - 200
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 82 82 82 50 50 50 67 67 67
Heavy Vehicles, % 2 11 2 2 11 2 2 11 2 2 11 2
Mvmt Flow 138 1111 7 6 674 68 8 0 34 94 0 261
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 743 0 0 1118 0 0 2078 2146 1114 2074 2081 674 Stage 1 - - - - - - 1391 1391 - 687 687 -
Stage 2 - - - - - - 687 755 - 1388 1395 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.61 6.22 7.12 6.61 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.61 - 6.12 5.61 - Critical Hdwy Stg 2 - - - - - - 6.12 5.61 - 6.12 5.61 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.099 3.318 3.518 4.099 3.318 Pot Cap-1 Maneuver 865 - - 625 - - 39 46 253 ~ 39 50 454 Stage 1 - - - - - - 176 200 - 437 434 -
Stage 2 - - - - - - 437 404 - 177 199 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 865 - - 625 - - 14 38 253 ~ 28 42 454 Mov Cap-2 Maneuver - - - - - - 14 38 - ~ 28 42 -
Stage 1 - - - - - - 148 168 - 433 430 -
Stage 2 - - - - - - 184 400 - 128 168 -
Approach EB WB NB SB
HCM Control Delay, s/v 1.1 0.09 154.71 $ 368.25

HCM LOS F F
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 SBLn2 Capacity (veh/h) 59 865 - - 625 - - 28 454
HCM Lane V/C Ratio 0.71 0.16 - - 0.01 - - 3.306 0.575
HCM Control Delay (s/veh) 154.7 10 - - 10.8 - - $ 1327 23.1 HCM Lane LOS F A - - B - - F C
HCM 95th %tile Q(veh) 3 0.6 - - 0 - - 11.3 3.5
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 2 10 31 5 267 20 877 96 413 664 10 Future Volume (veh/h) 4 2 10 31 5 267 20 877 96 413 664 10 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 2166 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 8 4 20 36 6 314 22 943 103 480 772 12 Peak Hour Factor 0.50 0.50 0.50 0.85 0.85 0.85 0.93 0.93 0.93 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 13 184 143 44 220 379 28 1475 606 508 2514 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 Prop Arrive On Green 0.01 0.10 0.10 0.03 0.12 0.12 0.02 0.41 0.41 0.31 0.71 0.71 Unsig. Movement Delay
Ln Grp Delay, s/veh 100.1 48.9 49.9 91.3 46.9 59.9 80.7 29.2 22.4 63.8 6.9 5.2 Ln Grp LOS F D D F D E F C C E A A
Approach Vol, veh/h 32 356 1068 1264
Approach Delay, s/veh 62.3 62.9 29.6 28.5
Approach LOS E E C C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 41.7 54.3 7.7 16.3 6.6 89.4 5.4 18.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 41.6 37.4 5.0 18.0 6.2 72.8 4.0 19.0 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.3 4.1 4.0 4.1 4.3 Max Q Clear (g_c+l1), s 36.2 27.4 4.6 3.5 3.6 11.7 2.6 13.4 Green Ext Time (g_e), s 0.9 3.4 0.0 0.0 0.0 3.6 0.0 0.7 Prob of Phs Call (p_c) 1.00 1.00 0.70 1.00 0.52 1.00 0.23 1.00 Prob of Max Out (p_x) 0.61 0.00 1.00 0.00 1.00 0.00 1.00 0.50 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 1870 3554 1870
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 3230
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 480 0 36 0 22 0 8 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 34.2 0.0 2.6 0.0 1.6 0.0 0.6 0.0
Cycle Q Clear Time (g_c), s 34.2 0.0 2.6 0.0 1.6 0.0 0.6 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 508 0 44 0 28 0 13 0
V/C Ratio (X) 0.94 0.00 0.82 0.00 0.77 0.00 0.62 0.00
Avail Cap (c_a), veh/h 569 0 68 0 85 0 55 0
Upstream Filter (I) 1.00 0.00 1.00 0.00 0.57 0.00 1.00 0.00 Uniform Delay (d1), s/veh 40.4 0.0 58.1 0.0 58.7 0.0 59.4 0.0 Incr Delay (d2), s/veh 23.4 0.0 33.2 0.0 22.0 0.0 40.8 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 63.8 0.0 91.3 0.0 80.7 0.0 100.1 0.0 1st-Term Q (Q1), veh/ln 12.9 0.0 1.0 0.0 0.6 0.0 0.2 0.0 2nd-Term Q (Q2), veh/ln 3.3 0.0 0.4 0.0 0.2 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 16.2 0.0 1.5 0.0 0.8 0.0 0.4 0.0 %ile Storage Ratio (RQ%) 0.33 0.00 0.01 0.00 0.01 0.00 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 1 0 2 0 1
Grp Vol (v), veh/h 0 943 0 4 0 772 0 6
Grp Sat Flow (s), veh/h/ln 0 1777 0 1870 0 1777 0 1870
Q Serve Time (g_s), s 0.0 25.4 0.0 0.2 0.0 9.7 0.0 0.3
Cycle Q Clear Time (g_c), s 0.0 25.4 0.0 0.2 0.0 9.7 0.0 0.3 Lane Grp Cap (c), veh/h 0 1475 0 184 0 2514 0 220
V/C Ratio (X) 0.00 0.64 0.00 0.02 0.00 0.31 0.00 0.03
Avail Cap (c_a), veh/h 0 1475 0 281 0 2514 0 296
Upstream Filter (I) 0.00 0.57 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.0 0.0 48.9 0.0 6.6 0.0 46.9 Incr Delay (d2), s/veh 0.0 1.2 0.0 0.0 0.0 0.3 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 Control Delay (d), s/veh 0.0 29.2 0.0 48.9 0.0 6.9 0.0 46.9 1st-Term Q (Q1), veh/ln 0.0 9.9 0.0 0.1 0.0 2.8 0.0 0.2 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 2: Ashe Rd & Berkshire Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.0 0.0 0.1 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 10.2 0.0 0.1 0.0 2.9 0.0 0.2 %ile Storage Ratio (RQ%) 0.00 0.10 0.00 0.00 0.00 0.06 0.00 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 2
Grp Vol (v), veh/h 0 103 0 20 0 12 0 314
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1615
Q Serve Time (g_s), s 0.0 5.3 0.0 1.5 0.0 0.3 0.0 11.4
Cycle Q Clear Time (g_c), s 0.0 5.3 0.0 1.5 0.0 0.3 0.0 11.4 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 606 0 143 0 1033 0 379
V/C Ratio (X) 0.00 0.17 0.00 0.14 0.00 0.01 0.00 0.83
Avail Cap (c_a), veh/h 0 606 0 219 0 1033 0 511
Upstream Filter (I) 0.00 0.57 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 22.1 0.0 49.5 0.0 5.2 0.0 51.8 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.4 0.0 0.0 0.0 8.2
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 22.4 0.0 49.9 0.0 5.2 0.0 59.9 1st-Term Q (Q1), veh/ln 0.0 1.7 0.0 0.5 0.0 0.1 0.0 4.4 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.8 0.0 0.5 0.0 0.1 0.0 4.8 %ile Storage Ratio (RQ%) 0.00 0.02 0.00 0.01 0.00 0.01 0.00 0.03 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 33.8
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 132 458 105 41 691 449 204 676 35 103 357 76 Future Volume (veh/h) 132 458 105 41 691 449 204 676 35 103 357 76 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1870 1723 1723 1870 1723 1723 1870 1723 1723 1870 1723 Adj Flow Rate, veh/h 153 533 122 51 864 561 217 719 37 113 392 84 Peak Hour Factor 0.86 0.86 0.86 0.80 0.80 0.80 0.94 0.94 0.94 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 212 1713 704 96 1584 651 349 906 372 168 704 289 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 Prop Arrive On Green 0.07 0.48 0.48 0.03 0.45 0.45 0.11 0.25 0.25 0.05 0.20 0.20 Unsig. Movement Delay
Ln Grp Delay, s/veh 54.8 16.3 6.1 52.2 21.7 39.1 45.1 41.9 29.0 52.4 39.2 24.6 Ln Grp LOS D B A D C D D D C D D C
Approach Vol, veh/h 808 1476 973 589
Approach Delay, s/veh 22.0 29.3 42.1 39.7
Approach LOS C C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 6 5 7 8
Case No 2.0 3.0 2.0 3.0 3.0 2.0 2.0 3.0
Phs Duration (G+Y+Rc), s 9.8 30.0 7.5 52.7 24.3 15.5 11.2 49.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 6.5 25.5 5.5 44.5 19.8 12.2 7.5 42.5 Max Allow Headway (MAH), s 4.1 4.0 4.1 4.1 4.0 4.1 4.1 4.1 Max Q Clear (g_c+l1), s 5.5 20.9 3.6 11.1 11.9 8.5 6.7 36.6 Green Ext Time (g_e), s 0.0 1.5 0.0 2.8 1.2 0.3 0.0 3.3 Prob of Phs Call (p_c) 0.96 1.00 0.76 1.00 1.00 1.00 0.99 1.00 Prob of Max Out (p_x) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 3183 3183 3183 3183
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 3554 3554 3554 3554
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 0 5 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 2 0 2 0 0 2 2 0
Grp Vol (v), veh/h 113 0 51 0 0 217 153 0
Grp Sat Flow (s), veh/h/ln 1591 0 1591 0 0 1591 1591 0
Q Serve Time (g_s), s 3.5 0.0 1.6 0.0 0.0 6.5 4.7 0.0
Cycle Q Clear Time (g_c), s 3.5 0.0 1.6 0.0 0.0 6.5 4.7 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 168 0 96 0 0 349 212 0
V/C Ratio (X) 0.67 0.00 0.53 0.00 0.00 0.62 0.72 0.00
Avail Cap (c_a), veh/h 207 0 175 0 0 388 239 0
Upstream Filter (I) 0.97 0.00 1.00 0.00 0.00 1.00 1.00 0.00 Uniform Delay (d1), s/veh 46.5 0.0 47.8 0.0 0.0 42.5 45.8 0.0 Incr Delay (d2), s/veh 5.9 0.0 4.4 0.0 0.0 2.6 9.0 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 52.4 0.0 52.2 0.0 0.0 45.1 54.8 0.0 1st-Term Q (Q1), veh/ln 1.3 0.0 0.6 0.0 0.0 2.4 1.8 0.0 2nd-Term Q (Q2), veh/ln 0.1 0.0 0.1 0.0 0.0 0.1 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 1.4 0.0 0.7 0.0 0.0 2.5 2.0 0.0 %ile Storage Ratio (RQ%) 0.01 0.00 0.00 0.00 0.00 0.02 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 6 0 0 8
Lane Assignment T T T T
Lanes in Grp 0 2 0 2 2 0 0 2
Grp Vol (v), veh/h 0 719 0 533 392 0 0 864
Grp Sat Flow (s), veh/h/ln 0 1777 0 1777 1777 0 0 1777
Q Serve Time (g_s), s 0.0 18.9 0.0 9.1 9.9 0.0 0.0 17.8 Cycle Q Clear Time (g_c), s 0.0 18.9 0.0 9.1 9.9 0.0 0.0 17.8 Lane Grp Cap (c), veh/h 0 906 0 1713 704 0 0 1584
V/C Ratio (X) 0.00 0.79 0.00 0.31 0.56 0.00 0.00 0.55
Avail Cap (c_a), veh/h 0 906 0 1713 704 0 0 1584
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.97 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 34.8 0.0 15.8 36.1 0.0 0.0 20.3 Incr Delay (d2), s/veh 0.0 7.1 0.0 0.5 3.1 0.0 0.0 1.4
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 41.9 0.0 16.3 39.2 0.0 0.0 21.7 1st-Term Q (Q1), veh/ln 0.0 7.5 0.0 3.3 4.0 0.0 0.0 6.5 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 3: Ashe Rd & McCutchen Rd 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.9 0.0 0.1 0.3 0.0 0.0 0.3 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.4 0.0 3.4 4.3 0.0 0.0 6.8 %ile Storage Ratio (RQ%) 0.00 0.08 0.00 0.01 0.04 0.00 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 16 0 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 1 0 0 1
Grp Vol (v), veh/h 0 37 0 122 84 0 0 561
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 1460 0 0 1460
Q Serve Time (g_s), s 0.0 1.9 0.0 2.9 3.9 0.0 0.0 34.6
Cycle Q Clear Time (g_c), s 0.0 1.9 0.0 2.9 3.9 0.0 0.0 34.6 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 372 0 704 289 0 0 651
V/C Ratio (X) 0.00 0.10 0.00 0.17 0.29 0.00 0.00 0.86
Avail Cap (c_a), veh/h 0 372 0 704 289 0 0 651
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.97 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 28.5 0.0 5.5 22.1 0.0 0.0 25.0 Incr Delay (d2), s/veh 0.0 0.5 0.0 0.5 2.5 0.0 0.0 14.1 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 29.0 0.0 6.1 24.6 0.0 0.0 39.1 1st-Term Q (Q1), veh/ln 0.0 0.6 0.0 1.3 1.6 0.0 0.0 10.4 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 0.1 0.2 0.0 0.0 2.5 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.7 0.0 1.4 1.8 0.0 0.0 12.9 %ile Storage Ratio (RQ%) 0.00 0.12 0.00 0.24 0.02 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 32.6
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 39 139 18 59 104 121 11 458 94 73 389 32 Future Volume (veh/h) 39 139 18 59 104 121 11 458 94 73 389 32 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 46 164 21 78 137 159 13 526 108 88 469 39 Peak Hour Factor 0.85 0.85 0.85 0.76 0.76 0.76 0.87 0.87 0.87 0.83 0.83 0.83 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 84 209 27 123 282 237 82 985 804 141 1047 856 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 Prop Arrive On Green 0.05 0.14 0.12 0.08 0.16 0.16 0.05 0.57 0.55 0.09 0.60 0.59 Unsig. Movement Delay
Ln Grp Delay, s/veh 61.0 0.0 65.3 59.2 46.8 52.6 55.5 18.2 13.4 57.4 14.3 10.6 Ln Grp LOS E E E D D E B B E B B
Approach Vol, veh/h 231 374 647 596
Approach Delay, s/veh 64.4 51.9 18.2 20.5
Approach LOS E D B C
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 4.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 14.3 72.1 13.0 20.6 10.0 76.4 10.1 23.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 14.0 58.0 9.0 15.0 14.0 58.0 5.0 19.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.0 4.1 4.2 Max Q Clear (g_c+l1), s 8.2 24.6 7.5 14.6 2.9 19.6 5.3 14.3 Green Ext Time (g_e), s 0.1 2.5 0.0 0.0 0.0 1.9 0.0 0.5 Prob of Phs Call (p_c) 1.00 1.00 0.93 1.00 1.00 1.00 0.78 1.00 Prob of Max Out (p_x) 0.18 0.00 1.00 1.00 0.00 0.00 1.00 0.74 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 1509 1737 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 193 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 88 0 78 0 13 0 46 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 6.2 0.0 5.5 0.0 0.9 0.0 3.3 0.0
Cycle Q Clear Time (g_c), s 6.2 0.0 5.5 0.0 0.9 0.0 3.3 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 141 0 123 0 82 0 84 0
V/C Ratio (X) 0.62 0.00 0.63 0.00 0.16 0.00 0.55 0.00
Avail Cap (c_a), veh/h 219 0 150 0 219 0 96 0
Upstream Filter (I) 1.00 0.00 0.88 0.00 1.00 0.00 1.00 0.00 Uniform Delay (d1), s/veh 53.0 0.0 53.9 0.0 54.6 0.0 55.6 0.0 Incr Delay (d2), s/veh 4.5 0.0 5.3 0.0 0.9 0.0 5.5 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 57.4 0.0 59.2 0.0 55.5 0.0 61.0 0.0 1st-Term Q (Q1), veh/ln 2.5 0.0 2.2 0.0 0.4 0.0 1.3 0.0 2nd-Term Q (Q2), veh/ln 0.2 0.0 0.2 0.0 0.0 0.0 0.1 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 2.6 0.0 2.4 0.0 0.4 0.0 1.4 0.0 %ile Storage Ratio (RQ%) 0.03 0.00 0.01 0.00 0.00 0.00 0.01 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T
Lanes in Grp 0 1 0 0 0 1 0 1
Grp Vol (v), veh/h 0 526 0 0 0 469 0 137
Grp Sat Flow (s), veh/h/ln 0 1737 0 0 0 1737 0 1737
Q Serve Time (g_s), s 0.0 22.6 0.0 0.0 0.0 17.6 0.0 8.6 Cycle Q Clear Time (g_c), s 0.0 22.6 0.0 0.0 0.0 17.6 0.0 8.6 Lane Grp Cap (c), veh/h 0 985 0 0 0 1047 0 282
V/C Ratio (X) 0.00 0.53 0.00 0.00 0.00 0.45 0.00 0.49
Avail Cap (c_a), veh/h 0 985 0 0 0 1047 0 304
Upstream Filter (I) 0.00 1.00 0.00 0.00 0.00 1.00 0.00 0.88 Uniform Delay (d1), s/veh 0.0 16.1 0.0 0.0 0.0 13.0 0.0 45.7 Incr Delay (d2), s/veh 0.0 2.1 0.0 0.0 0.0 1.4 0.0 1.1
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 18.2 0.0 0.0 0.0 14.3 0.0 46.8 1st-Term Q (Q1), veh/ln 0.0 7.9 0.0 0.0 0.0 5.9 0.0 3.6 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 5: Gosford Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.6 0.0 0.0 0.0 0.4 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 8.4 0.0 0.0 0.0 6.3 0.0 3.6 %ile Storage Ratio (RQ%) 0.00 0.05 0.00 0.00 0.00 0.07 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R T+R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 108 0 185 0 39 0 159
Grp Sat Flow (s), veh/h/ln 0 1460 0 1702 0 1460 0 1460
Q Serve Time (g_s), s 0.0 4.3 0.0 12.6 0.0 1.4 0.0 12.3 Cycle Q Clear Time (g_c), s 0.0 4.3 0.0 12.6 0.0 1.4 0.0 12.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 0.11 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 804 0 236 0 856 0 237
V/C Ratio (X) 0.00 0.13 0.00 0.78 0.00 0.05 0.00 0.67
Avail Cap (c_a), veh/h 0 804 0 241 0 856 0 255
Upstream Filter (I) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 0.88 Uniform Delay (d1), s/veh 0.0 13.1 0.0 50.1 0.0 10.5 0.0 47.2 Incr Delay (d2), s/veh 0.0 0.3 0.0 15.2 0.0 0.1 0.0 5.4 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 13.4 0.0 65.3 0.0 10.6 0.0 52.6 1st-Term Q (Q1), veh/ln 0.0 1.3 0.0 5.1 0.0 0.4 0.0 4.3 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 1.0 0.0 0.0 0.0 0.4 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.4 0.0 6.1 0.0 0.4 0.0 4.6 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.03 0.00 0.00 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 31.5
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 32 536 20 97 627 72 75 104 165 130 18 49 Future Volume (veh/h) 32 536 20 97 627 72 75 104 165 130 18 49 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 37 616 23 102 660 76 96 133 212 169 23 64 Peak Hour Factor 0.87 0.87 0.87 0.95 0.95 0.95 0.78 0.78 0.78 0.77 0.77 0.77 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 45 1401 620 127 1566 693 120 340 286 201 426 358 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 Prop Arrive On Green 0.03 0.42 0.42 0.08 0.47 0.47 0.07 0.20 0.20 0.12 0.25 0.25 Unsig. Movement Delay
Ln Grp Delay, s/veh 75.1 21.2 16.9 55.3 18.0 14.8 57.1 38.4 53.8 53.6 29.1 30.9 Ln Grp LOS E C B E B B E D D D C C
Approach Vol, veh/h 676 838 441 256
Approach Delay, s/veh 24.0 22.2 49.9 45.8
Approach LOS C C D D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Case No 2.0 3.0 2.0 3.0 2.0 3.0 2.0 3.0
Phs Duration (G+Y+Rc), s 16.7 24.1 12.2 46.9 11.8 29.0 7.2 52.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green (Gmax), s 19.5 18.5 13.5 30.5 13.5 24.5 6.6 37.4 Max Allow Headway (MAH), s 4.1 4.2 4.1 4.0 4.1 4.2 4.1 4.0 Max Q Clear (g_c+l1), s 12.1 15.7 8.1 15.2 7.8 5.5 4.2 15.1 Green Ext Time (g_e), s 0.3 0.4 0.1 2.4 0.1 0.2 0.0 3.1 Prob of Phs Call (p_c) 0.99 1.00 0.94 1.00 0.93 1.00 0.64 1.00 Prob of Max Out (p_x) 0.08 0.00 0.28 0.00 0.19 0.00 1.00 0.00 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 3300 1737 3300
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 7 0
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 1 0
Grp Vol (v), veh/h 169 0 102 0 96 0 37 0
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 1641 0
Q Serve Time (g_s), s 10.1 0.0 6.1 0.0 5.8 0.0 2.2 0.0
Cycle Q Clear Time (g_c), s 10.1 0.0 6.1 0.0 5.8 0.0 2.2 0.0 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 Lane Grp Cap (c), veh/h 201 0 127 0 120 0 45 0
V/C Ratio (X) 0.84 0.00 0.80 0.00 0.80 0.00 0.83 0.00
Avail Cap (c_a), veh/h 320 0 221 0 221 0 108 0
Upstream Filter (I) 1.00 0.00 0.88 0.00 1.00 0.00 0.87 0.00 Uniform Delay (d1), s/veh 42.9 0.0 45.4 0.0 45.6 0.0 48.4 0.0 Incr Delay (d2), s/veh 10.7 0.0 9.9 0.0 11.5 0.0 26.7 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 53.6 0.0 55.3 0.0 57.1 0.0 75.1 0.0 1st-Term Q (Q1), veh/ln 3.8 0.0 2.4 0.0 2.2 0.0 0.9 0.0 2nd-Term Q (Q2), veh/ln 0.6 0.0 0.3 0.0 0.4 0.0 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 1.00 0.00 %ile Back of Q (50%), veh/ln 4.4 0.0 2.7 0.0 2.6 0.0 1.2 0.0 %ile Storage Ratio (RQ%) 0.75 0.00 0.57 0.00 0.03 0.00 0.15 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T T T T
Lanes in Grp 0 1 0 2 0 1 0 2
Grp Vol (v), veh/h 0 133 0 616 0 23 0 660
Grp Sat Flow (s), veh/h/ln 0 1737 0 1650 0 1737 0 1650
Q Serve Time (g_s), s 0.0 6.7 0.0 13.2 0.0 1.0 0.0 13.1 Cycle Q Clear Time (g_c), s 0.0 6.7 0.0 13.2 0.0 1.0 0.0 13.1 Lane Grp Cap (c), veh/h 0 340 0 1401 0 426 0 1566
V/C Ratio (X) 0.00 0.39 0.00 0.44 0.00 0.05 0.00 0.42
Avail Cap (c_a), veh/h 0 340 0 1401 0 426 0 1566
Upstream Filter (I) 0.00 1.00 0.00 0.87 0.00 1.00 0.00 0.88 Uniform Delay (d1), s/veh 0.0 35.0 0.0 20.4 0.0 28.9 0.0 17.3 Incr Delay (d2), s/veh 0.0 3.4 0.0 0.9 0.0 0.2 0.0 0.7
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 38.4 0.0 21.2 0.0 29.1 0.0 18.0 1st-Term Q (Q1), veh/ln 0.0 2.6 0.0 4.5 0.0 0.4 0.0 4.4 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 7: Mountain Ridge Dr & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.3 0.0 0.2 0.0 0.0 0.0 0.2 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 3.0 0.0 4.7 0.0 0.4 0.0 4.5 %ile Storage Ratio (RQ%) 0.00 0.04 0.00 0.02 0.00 0.00 0.00 0.05 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 212 0 23 0 64 0 76
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 0 1460
Q Serve Time (g_s), s 0.0 13.7 0.0 0.9 0.0 3.5 0.0 2.9
Cycle Q Clear Time (g_c), s 0.0 13.7 0.0 0.9 0.0 3.5 0.0 2.9 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 286 0 620 0 358 0 693
V/C Ratio (X) 0.00 0.74 0.00 0.04 0.00 0.18 0.00 0.11
Avail Cap (c_a), veh/h 0 286 0 620 0 358 0 693
Upstream Filter (I) 0.00 1.00 0.00 0.87 0.00 1.00 0.00 0.88 Uniform Delay (d1), s/veh 0.0 37.8 0.0 16.8 0.0 29.8 0.0 14.6 Incr Delay (d2), s/veh 0.0 15.9 0.0 0.1 0.0 1.1 0.0 0.3 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 53.8 0.0 16.9 0.0 30.9 0.0 14.8 1st-Term Q (Q1), veh/ln 0.0 4.5 0.0 0.3 0.0 1.1 0.0 0.8 2nd-Term Q (Q2), veh/ln 0.0 1.3 0.0 0.0 0.0 0.1 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 5.8 0.0 0.3 0.0 1.2 0.0 0.9 %ile Storage Ratio (RQ%) 0.00 0.07 0.00 0.04 0.00 0.21 0.00 0.19 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 31.0
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 217 774 177 39 573 164 7 58 12 127 68 103 Future Volume (veh/h) 217 774 177 39 573 164 7 58 12 127 68 103 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 249 890 203 41 610 174 11 92 19 141 76 114 Peak Hour Factor 0.87 0.87 0.87 0.94 0.94 0.94 0.63 0.63 0.63 0.90 0.90 0.90 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 609 2030 898 78 963 426 82 149 101 193 267 200 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 0.37 0.62 0.62 0.02 0.10 0.10 0.05 0.09 0.07 0.12 0.15 0.14 Unsig. Movement Delay
Ln Grp Delay, s/veh 28.3 12.7 10.8 62.5 50.9 23.9 55.2 57.0 53.5 56.8 45.5 13.8 Ln Grp LOS C B B E D C E E D E D B
Approach Vol, veh/h 1342 825 122 331
Approach Delay, s/veh 15.3 45.7 56.3 39.4
Approach LOS B D E D
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 8 7
Case No 2.0 3.0 2.0 3.0 2.0 3.0 3.0 2.0
Phs Duration (G+Y+Rc), s 18.1 14.3 9.7 77.8 10.0 22.5 39.0 48.5 Change Period (Y+Rc), s 6.0 6.0 6.0 6.0 6.0 6.0 6.0 6.0 Max Green (Gmax), s 18.0 18.0 5.0 55.0 18.0 18.0 33.0 27.0 Max Allow Headway (MAH), s 4.1 4.1 4.1 4.1 4.1 4.2 4.1 4.1 Max Q Clear (g_c+l1), s 12.0 8.1 5.0 19.0 2.8 6.6 23.3 15.5 Green Ext Time (g_e), s 0.2 0.2 0.0 5.3 0.0 0.5 2.4 0.6 Prob of Phs Call (p_c) 1.00 1.00 0.75 1.00 1.00 1.00 1.00 1.00 Prob of Max Out (p_x) 0.19 0.00 1.00 0.00 0.00 0.01 0.00 0.01 Left-Turn Movement Data
Assigned Mvmt 1 3 5 7
Mvmt Sat Flow, veh/h 1641 1641 1641 1641
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 1737 3300 1737 3300
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1460 1460 1460 1460
Left Lane Group Data
Assigned Mvmt 1 0 3 0 5 0 0 7
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L (Prot) L (Prot) L (Prot) L (Prot)
Lanes in Grp 1 0 1 0 1 0 0 1
Grp Vol (v), veh/h 141 0 41 0 11 0 0 249
Grp Sat Flow (s), veh/h/ln 1641 0 1641 0 1641 0 0 1641
Q Serve Time (g_s), s 10.0 0.0 3.0 0.0 0.8 0.0 0.0 13.5 Cycle Q Clear Time (g_c), s 10.0 0.0 3.0 0.0 0.8 0.0 0.0 13.5 Perm LT Sat Flow (s_l), veh/h/ln 0 0 0 0 0 0 0 0
Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 0 0 0
Perm LT Eff Green (g_p), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Serve Time (g_u), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Time to First Blk (g_f), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Lane Grp Cap (c), veh/h 193 0 78 0 82 0 0 609
V/C Ratio (X) 0.73 0.00 0.53 0.00 0.13 0.00 0.00 0.41
Avail Cap (c_a), veh/h 273 0 96 0 273 0 0 609
Upstream Filter (I) 1.00 0.00 0.88 0.00 1.00 0.00 0.00 0.83 Uniform Delay (d1), s/veh 51.1 0.0 57.7 0.0 54.5 0.0 0.0 28.0 Incr Delay (d2), s/veh 5.8 0.0 4.7 0.0 0.7 0.0 0.0 0.4
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 56.8 0.0 62.5 0.0 55.2 0.0 0.0 28.3 1st-Term Q (Q1), veh/ln 3.9 0.0 1.2 0.0 0.3 0.0 0.0 5.0 2nd-Term Q (Q2), veh/ln 0.3 0.0 0.1 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 %ile Back of Q (50%), veh/ln 4.2 0.0 1.3 0.0 0.3 0.0 0.0 5.0 %ile Storage Ratio (RQ%) 0.05 0.00 0.33 0.00 0.00 0.00 0.00 1.83 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 8 0
Lane Assignment T T T T
Lanes in Grp 0 1 0 2 0 1 2 0
Grp Vol (v), veh/h 0 92 0 890 0 76 610 0
Grp Sat Flow (s), veh/h/ln 0 1737 0 1650 0 1737 1650 0
Q Serve Time (g_s), s 0.0 6.1 0.0 17.0 0.0 4.6 21.3 0.0 Cycle Q Clear Time (g_c), s 0.0 6.1 0.0 17.0 0.0 4.6 21.3 0.0 Lane Grp Cap (c), veh/h 0 149 0 2030 0 267 963 0
V/C Ratio (X) 0.00 0.62 0.00 0.44 0.00 0.28 0.63 0.00
Avail Cap (c_a), veh/h 0 289 0 2030 0 289 963 0
Upstream Filter (I) 0.00 1.00 0.00 0.83 0.00 1.00 0.88 0.00 Uniform Delay (d1), s/veh 0.0 52.9 0.0 12.2 0.0 44.9 48.1 0.0 Incr Delay (d2), s/veh 0.0 4.1 0.0 0.6 0.0 0.6 2.8 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 57.0 0.0 12.7 0.0 45.5 50.9 0.0 1st-Term Q (Q1), veh/ln 0.0 2.6 0.0 5.4 0.0 1.9 9.4 0.0 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 8: Stine Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.2 0.0 0.2 0.0 0.0 0.4 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 2.7 0.0 5.5 0.0 2.0 9.7 0.0 %ile Storage Ratio (RQ%) 0.00 0.03 0.00 0.06 0.00 0.03 0.10 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 18 0
Lane Assignment R R R R
Lanes in Grp 0 1 0 1 0 1 1 0
Grp Vol (v), veh/h 0 19 0 203 0 114 174 0
Grp Sat Flow (s), veh/h/ln 0 1460 0 1460 0 1460 1460 0
Q Serve Time (g_s), s 0.0 1.5 0.0 7.5 0.0 4.2 9.3 0.0
Cycle Q Clear Time (g_c), s 0.0 1.5 0.0 7.5 0.0 4.2 9.3 0.0 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap (c), veh/h 0 101 0 898 0 200 426 0
V/C Ratio (X) 0.00 0.19 0.00 0.23 0.00 0.57 0.41 0.00
Avail Cap (c_a), veh/h 0 219 0 898 0 219 426 0
Upstream Filter (I) 0.00 1.00 0.00 0.83 0.00 1.00 0.88 0.00 Uniform Delay (d1), s/veh 0.0 52.7 0.0 10.3 0.0 10.9 21.3 0.0 Incr Delay (d2), s/veh 0.0 0.9 0.0 0.5 0.0 2.9 2.5 0.0
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 53.5 0.0 10.8 0.0 13.8 23.9 0.0 1st-Term Q (Q1), veh/ln 0.0 0.5 0.0 2.1 0.0 2.9 3.2 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.1 0.0 0.2 0.3 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 1.00 0.00 %ile Back of Q (50%), veh/ln 0.0 0.5 0.0 2.2 0.0 3.1 3.5 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 2.79 0.00 0.04 4.48 0.00 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 29.9
HCM 7th LOS C
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 101 811 5 5 553 56 4 0 17 63 0 175 Future Volume (veh/h) 101 811 5 5 553 56 4 0 17 63 0 175 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q, veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width 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 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
Lanes Open During Work Zone
Adj Sat Flow, veh/h/ln 1723 1737 1723 1723 1737 1723 1723 1737 1723 1723 1737 1723 Adj Flow Rate, veh/h 110 882 5 5 601 61 11 0 45 72 0 201 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.38 0.38 0.38 0.87 0.87 0.87 Percent Heavy Veh, % 2 11 2 2 11 2 2 11 2 2 11 2
Opposing Right Turn Influence Yes Yes Yes Yes
Cap, veh/h 131 941 5 219 1306 1097 66 18 197 277 0 253
HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Prop Arrive On Green 1.00 1.00 1.00 0.75 0.75 0.75 0.17 0.00 0.17 0.17 0.00 0.17 Unsig. Movement Delay
Ln Grp Delay, s/veh 14.2 0.0 0.0 3.8 5.9 3.9 44.2 0.0 0.0 45.3 0.0 69.7 Ln Grp LOS B A A A D D E
Approach Vol, veh/h 997 667 56 273
Approach Delay, s/veh 14.2 5.7 44.2 63.2
Approach LOS B A D E
Timer: 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Case No 8.0 8.0 7.0 5.0
Phs Duration (G+Y+Rc), s 26.5 93.5 26.5 93.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green (Gmax), s 18.5 92.5 18.5 92.5
Max Allow Headway (MAH), s 4.4 4.3 4.3 4.1
Max Q Clear (g_c+l1), s 5.8 84.4 17.8 17.8
Green Ext Time (g_e), s 0.1 3.4 0.1 2.8
Prob of Phs Call (p_c) 1.00 1.00 1.00 1.00
Prob of Max Out (p_x) 0.00 0.58 0.00 0.00
Left-Turn Movement Data
Assigned Mvmt 5 7 1 3
Mvmt Sat Flow, veh/h 173 130 1254 548
Through Movement Data
Assigned Mvmt 2 4 6 8
Mvmt Sat Flow, veh/h 105 1252 0 1737
Right-Turn Movement Data
Assigned Mvmt 12 14 16 18
Mvmt Sat Flow, veh/h 1138 7 1460 1460
Left Lane Group Data
Assigned Mvmt 0 5 0 7 0 1 0 3
HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
Lane Assignment L+T+R L+T+R L+T L
Lanes in Grp 0 1 0 1 0 1 0 1
Grp Vol (v), veh/h 0 56 0 997 0 72 0 5
Grp Sat Flow (s), veh/h/ln 0 1417 0 1389 0 1254 0 548
Q Serve Time (g_s), s 0.0 0.0 0.0 64.0 0.0 2.9 0.0 0.0
Cycle Q Clear Time (g_c), s 0.0 3.8 0.0 82.4 0.0 5.4 0.0 0.8 Perm LT Sat Flow (s_l), veh/h/ln 0 1200 0 785 0 1383 0 548 Shared LT Sat Flow (s_sh), veh/h/ln 0 0 0 0 0 1654 0 202 Perm LT Eff Green (g_p), s 0.0 20.8 0.0 90.2 0.0 20.8 0.0 90.2 Perm LT Serve Time (g_u), s 0.0 16.9 0.0 71.8 0.0 18.4 0.0 2.6 Perm LT Q Serve Time (g_ps), s 0.0 0.0 0.0 64.0 0.0 2.9 0.0 0.0 Time to First Blk (g_f), s 0.0 7.3 0.0 10.9 0.0 0.0 0.0 0.0 Serve Time pre Blk (g_fs), s 0.0 3.8 0.0 0.0 0.0 0.0 0.0 0.0 Prop LT Inside Lane (P_L) 0.00 0.20 0.00 0.11 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 282 0 1077 0 277 0 219
V/C Ratio (X) 0.00 0.20 0.00 0.93 0.00 0.26 0.00 0.02
Avail Cap (c_a), veh/h 0 282 0 1106 0 277 0 230
Upstream Filter (I) 0.00 1.00 0.00 0.85 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 42.6 0.0 3.0 0.0 43.0 0.0 3.8 Incr Delay (d2), s/veh 0.0 1.6 0.0 11.2 0.0 2.3 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 Control Delay (d), s/veh 0.0 44.2 0.0 14.2 0.0 45.3 0.0 3.8 1st-Term Q (Q1), veh/ln 0.0 1.4 0.0 0.0 0.0 1.8 0.0 0.0 2nd-Term Q (Q2), veh/ln 0.0 0.1 0.0 3.3 0.0 0.2 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 1.5 0.0 3.3 0.0 2.0 0.0 0.0 %ile Storage Ratio (RQ%) 0.00 0.01 0.00 0.04 0.00 0.02 0.00 0.01 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Middle Lane Group Data
Assigned Mvmt 0 2 0 4 0 6 0 8
Lane Assignment T
Lanes in Grp 0 0 0 0 0 0 0 1
Grp Vol (v), veh/h 0 0 0 0 0 0 0 601
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 0 0 1737
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.8
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 15.8 Lane Grp Cap (c), veh/h 0 0 0 0 0 0 0 1306
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.46
Avail Cap (c_a), veh/h 0 0 0 0 0 0 0 1339
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.7 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.3
Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.9 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 3.9 HCM 7th Signalized Intersection Capacity Analysis AM 2043+Project with Mitigationï¿½ 9: Akers Rd & Taft Hwy (SR 119) 05/01/2025
Scenario 1 Baseline Synchro 11 Report
2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.1 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 4.0 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Right Lane Group Data
Assigned Mvmt 0 12 0 14 0 16 0 18
Lane Assignment R R
Lanes in Grp 0 0 0 0 0 1 0 1
Grp Vol (v), veh/h 0 0 0 0 0 201 0 61
Grp Sat Flow (s), veh/h/ln 0 0 0 0 0 1460 0 1460
Q Serve Time (g_s), s 0.0 0.0 0.0 0.0 0.0 15.8 0.0 1.3
Cycle Q Clear Time (g_c), s 0.0 0.0 0.0 0.0 0.0 15.8 0.0 1.3 Prot RT Sat Flow (s_R), veh/h/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prot RT Eff Green (g_R), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Prop RT Outside Lane (P_R) 0.00 0.80 0.00 0.01 0.00 1.00 0.00 1.00 Lane Grp Cap (c), veh/h 0 0 0 0 0 253 0 1097
V/C Ratio (X) 0.00 0.00 0.00 0.00 0.00 0.79 0.00 0.06
Avail Cap (c_a), veh/h 0 0 0 0 0 253 0 1125
Upstream Filter (I) 0.00 0.00 0.00 0.00 0.00 1.00 0.00 1.00 Uniform Delay (d1), s/veh 0.0 0.0 0.0 0.0 0.0 47.5 0.0 3.9 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 22.1 0.0 0.0 Initial Q Delay (d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Control Delay (d), s/veh 0.0 0.0 0.0 0.0 0.0 69.7 0.0 3.9 1st-Term Q (Q1), veh/ln 0.0 0.0 0.0 0.0 0.0 5.5 0.0 0.3 2nd-Term Q (Q2), veh/ln 0.0 0.0 0.0 0.0 0.0 1.6 0.0 0.0 3rd-Term Q (Q3), veh/ln 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back of Q Factor (f_B%) 0.00 1.00 0.00 1.00 0.00 1.00 0.00 1.00 %ile Back of Q (50%), veh/ln 0.0 0.0 0.0 0.0 0.0 7.0 0.0 0.3 %ile Storage Ratio (RQ%) 0.00 0.00 0.00 0.00 0.00 0.89 0.00 0.02 Initial Q (Qb), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Final (Residual) Q (Qe), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Sat Delay (ds), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Q (Qs), veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Sat Cap (cs), veh/h 0 0 0 0 0 0 0 0
Initial Q Clear Time (tc), h 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 18.9
HCM 7th LOS B
Location ID: 1
North/South: Ashe Rd Date:

East/West: Panama Ln City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 9 42 16 13 74 23 3 20 6 4 60 5 275
6:15 10 35 16 12 78 23 3 33 12 4 49 7 282
6:30 13 36 17 12 91 19 6 36 18 13 65 9 335
6:45 14 44 22 32 83 36 4 38 9 20 85 16 403
7:00 20 55 23 28 105 19 10 49 16 16 97 13 451
7:15 13 68 33 55 124 22 13 86 31 27 122 12 606
7:30 22 54 43 36 148 32 20 97 35 17 136 22 662
7:45 18 69 31 49 165 21 28 82 14 23 135 17 652
Total Volume: 119 403 201 237 868 195 87 441 141 124 749 101 3666 Approach % 16% 56% 28% 18% 67% 15% 0% 0% 0% 13% 77% 10% Peak Hr Begin: 7:00
PHV 73 246 130 168 542 94 71 314 96 83 490 64 2371
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.943 0.855 0.791 0.910
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 1
North/South: Ashe Rd Date:

East/West: Panama Ln City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 25 82 51 42 183 40 21 85 28 30 157 41 785
16:15 27 81 50 60 216 40 13 90 33 19 187 31 847
16:30 22 97 54 51 195 51 20 75 31 32 167 50 845
16:45 24 73 62 28 201 55 13 74 29 22 155 36 772
17:00 26 109 55 48 211 45 18 81 25 19 160 29 826
17:15 27 115 57 48 197 47 10 75 28 29 166 29 828
17:30 20 104 66 55 235 51 20 73 35 29 162 21 871
17:45 29 89 44 45 222 57 12 71 32 21 174 40 836
Total Volume: 200 750 439 377 1660 386 127 624 241 201 1328 277 6610 Approach % 14% 54% 32% 16% 69% 16% 0% 0% 0% 11% 74% 15% Peak Hr Begin: 17:00
PHV 102 417 222 196 865 200 60 300 120 98 662 119 3361
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound Westbound Northbound Eastbound
Totals:

0.931 0.924 0.938 0.935
Location ID: 2
North/South: Ashe Rd Date:

East/West: Berkshire Rd City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 0 35 12 12 1 1 0 22 0 0 0 0 83
6:15 1 49 13 20 1 0 5 33 0 0 2 2 126
6:30 1 38 17 13 0 4 1 45 1 0 0 1 121
6:45 4 54 29 14 2 2 4 42 1 0 0 2 154
7:00 0 58 42 21 0 0 5 53 1 0 0 2 182
7:15 1 60 52 46 1 4 14 84 1 0 1 0 264
7:30 1 62 44 47 1 4 10 101 1 2 0 0 273
7:45 2 74 30 34 1 1 2 98 2 0 0 0 244
Total Volume: 10 430 239 207 7 16 41 478 7 2 3 7 1447
Approach % 1% 63% 35% 90% 3% 7% 0% 0% 0% 17% 25% 58%
Peak Hr Begin: 7:00
PHV 4 254 168 148 3 9 31 336 5 2 1 2 963
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.942 0.769 0.830 0.625
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 2
North/South: Ashe Rd Date:

East/West: Berkshire Rd City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 1 86 52 42 0 2 4 126 1 0 0 0 314
16:15 0 82 42 37 2 5 0 122 2 0 0 0 292
16:30 0 99 45 36 1 0 1 95 1 1 0 0 279
16:45 0 89 38 40 1 3 2 107 0 0 0 0 280
17:00 0 85 53 38 0 1 2 93 0 0 2 0 274
17:15 0 107 67 37 1 2 6 91 2 0 0 0 313
17:30 0 99 59 47 1 3 7 96 0 0 0 2 314
17:45 1 77 54 35 0 0 6 74 0 0 0 1 248
Total Volume: 2 724 410 312 6 16 28 804 6 1 2 3 2314
Approach % 0% 64% 36% 93% 2% 5% 0% 0% 0% 17% 33% 50%
Peak Hr Begin: 16:45
PHV 0 380 217 162 3 9 17 387 2 0 2 2 1181
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound Westbound Northbound Eastbound
Totals:

0.858 0.853 0.931 0.500
Location ID: 3
North/South: Ashe Rd Date:

East/West: McCutchen Rd City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 6 26 4 4 11 8 1 17 5 2 9 0 93
6:15 4 37 9 7 19 2 0 26 9 0 9 4 126
6:30 5 26 10 13 27 1 1 30 7 3 22 2 147
6:45 7 32 19 17 40 1 1 30 22 4 15 3 191
7:00 10 36 9 17 27 2 1 39 12 7 34 5 199
7:15 7 45 10 30 45 2 1 56 15 7 34 12 264
7:30 13 40 19 29 53 1 0 62 17 8 56 16 314
7:45 12 43 19 37 49 1 2 47 22 13 42 15 302
Total Volume: 64 285 99 154 271 18 7 307 109 44 221 57 1636 Approach % 14% 64% 22% 35% 61% 4% 0% 0% 0% 14% 69% 18%
Peak Hr Begin: 7:00
PHV 42 164 57 113 174 6 4 204 66 35 166 48 1079
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.889 0.842 0.867 0.778
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 3
North/South: Ashe Rd Date:

East/West: McCutchen Rd City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 8 47 31 40 62 3 2 58 11 13 64 29 368
16:15 7 59 25 31 53 0 4 70 14 25 82 19 389
16:30 5 64 23 21 55 2 2 55 15 17 77 17 353
16:45 4 59 34 17 37 3 2 73 14 31 53 14 341
17:00 2 66 21 22 40 8 1 64 18 37 66 14 359
17:15 2 68 33 28 46 11 9 57 13 41 71 11 390
17:30 4 82 23 20 29 11 5 69 11 50 79 9 392
17:45 6 54 22 19 43 9 3 49 11 32 41 6 295
Total Volume: 38 499 212 198 365 47 28 495 107 246 533 119 2887 Approach % 5% 67% 28% 32% 60% 8% 0% 0% 0% 27% 59% 13%
Peak Hr Begin: 16:45
PHV 12 275 111 87 152 33 17 263 56 159 269 48 1482
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound Westbound Northbound Eastbound
Totals:

0.913 0.800 0.944 0.862
Location ID: 4
North/South: Ashe Rd Date:

East/West: Mckee Rd City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 1 29 3 8 0 2 1 18 1 0 0 0 63
6:15 2 34 4 8 1 2 2 28 2 1 1 0 85
6:30 2 28 0 15 0 0 1 24 0 1 0 0 71
6:45 2 29 7 21 1 2 3 30 0 2 0 0 97
7:00 1 24 18 23 1 0 2 32 1 2 0 1 105
7:15 0 37 19 33 0 1 4 42 1 0 1 1 139
7:30 0 26 18 38 1 2 4 47 1 0 2 1 140
7:45 0 39 20 35 0 5 7 39 0 1 1 0 147
Total Volume: 8 246 89 181 4 14 24 260 6 7 5 3 847
Approach % 2% 72% 26% 91% 2% 7% 0% 0% 0% 47% 33% 20%
Peak Hr Begin: 7:00
PHV 1 126 75 129 2 8 17 160 3 3 4 3 531
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.856 0.848 0.865 0.833
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 4
North/South: Ashe Rd Date:

East/West: Mckee Rd City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 1 37 27 29 0 7 5 45 1 0 0 4 156
16:15 1 47 39 27 0 2 6 57 0 0 0 2 181
16:30 1 56 25 28 1 3 3 62 1 2 0 0 182
16:45 6 58 35 26 7 1 7 45 1 1 1 1 189
17:00 14 55 30 32 1 7 8 49 5 1 0 3 205
17:15 18 59 46 21 2 15 3 61 2 5 1 7 240
17:30 26 75 46 18 4 9 6 45 9 10 3 11 262
17:45 20 54 29 27 6 13 9 43 9 7 3 7 227
Total Volume: 87 441 277 208 21 57 47 407 28 26 8 35 1642 Approach % 11% 55% 34% 73% 7% 20% 0% 0% 0% 38% 12% 51%
Peak Hr Begin: 17:00
PHV 78 243 151 98 13 44 26 198 25 23 7 28 934
PHF
Westbound Northbound Eastbound
Totals:

0.803 0.842 0.943 0.604
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound
Location ID: 5
North/South: Gosford Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 5 39 3 11 8 3 9 104 7 1 4 5 199
6:15 5 43 5 13 7 3 10 89 2 0 4 2 183
6:30 2 39 10 14 5 7 4 85 3 2 6 3 180
6:45 4 36 7 11 8 5 12 74 3 2 10 6 178
7:00 8 46 4 15 3 6 9 68 2 4 11 5 181
7:15 4 59 13 19 16 6 19 77 1 4 15 2 235
7:30 5 76 8 16 14 11 17 85 3 2 20 4 261
7:45 4 73 13 12 16 9 11 69 1 0 20 11 239
Total Volume: 37 411 63 111 77 50 91 651 22 15 90 38 1656 Approach % 7% 80% 12% 47% 32% 21% 0% 0% 0% 10% 63% 27%
Peak Hr Begin: 7:00
PHV 21 254 38 62 49 32 56 299 7 10 66 22 916
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.869 0.872 0.862 0.790
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 5
North/South: Gosford Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 7 127 37 4 15 6 21 74 3 2 24 3 323
16:15 2 116 19 12 19 18 12 58 6 6 15 5 288
16:30 3 107 16 11 16 14 19 59 5 4 12 7 273
16:45 1 113 16 5 13 16 9 75 1 0 16 4 269
17:00 7 121 11 8 14 19 13 67 3 3 11 3 280
17:15 9 120 12 7 16 17 22 74 2 2 13 3 297
17:30 3 103 9 11 15 18 15 72 3 1 18 6 274
17:45 4 70 15 6 12 20 9 66 3 2 14 3 224
Total Volume: 36 877 135 64 120 128 120 545 26 20 123 34 2228 Approach % 3% 84% 13% 21% 38% 41% 0% 0% 0% 11% 69% 19%
Peak Hr Begin: 16:00
PHV 13 463 88 32 63 54 61 266 15 12 67 19 1153
PHF
Westbound Northbound Eastbound
Totals:

0.825 0.760 0.872 0.845
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound
Location ID: 6
North/South: Ashe Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 18 10 3 6 98 8 1 5 3 3 34 3 192
6:15 21 13 7 8 82 8 3 6 2 5 41 4 200
6:30 16 7 4 6 72 3 1 4 2 2 41 4 162
6:45 14 8 9 6 65 4 6 8 1 1 40 5 167
7:00 13 5 11 12 60 1 5 5 7 1 48 6 174
7:15 16 7 12 8 80 2 1 12 1 9 63 1 212
7:30 12 2 8 9 94 1 4 10 3 1 79 12 235
7:45 14 11 13 6 64 3 0 12 3 1 72 5 204
Total Volume: 124 63 67 61 615 30 21 62 22 23 418 40 1546 Approach % 49% 25% 26% 9% 87% 4% 0% 0% 0% 5% 87% 8%
Peak Hr Begin: 7:00
PHV 55 25 44 35 298 7 10 39 14 12 262 24 825
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.816 0.817 0.926 0.810
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 6
North/South: Ashe Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 10 13 6 15 94 9 0 7 1 0 122 24 301
16:15 11 7 13 13 60 3 5 20 3 1 105 27 268
16:30 9 15 14 14 79 4 3 20 5 1 102 21 287
16:45 11 8 12 11 73 4 2 15 2 4 116 22 280
17:00 8 12 14 24 80 5 6 13 1 3 110 25 301
17:15 9 13 18 28 89 3 5 15 1 2 126 12 321
17:30 8 9 16 28 81 2 2 12 3 0 94 11 266
17:45 6 7 15 28 75 2 6 9 3 2 86 12 251
Total Volume: 72 84 108 161 631 32 29 111 19 13 861 154 2275 Approach % 27% 32% 41% 20% 77% 4% 0% 0% 0% 1% 84% 15%
Peak Hr Begin: 16:30
PHV 37 48 58 77 321 16 16 63 9 10 454 80 1189
PHF
Westbound Northbound Eastbound
Totals:

0.894 0.863 0.786 0.958
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound
Location ID: 7
North/South: Mountain Ridge Dr Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 4 1 8 2 99 0 10 0 5 3 32 2 166
6:15 9 2 11 1 85 1 5 2 3 2 40 6 167
6:30 6 1 8 3 69 2 16 3 4 1 44 0 157
6:45 6 1 13 3 62 3 9 6 12 0 55 0 170
7:00 4 1 17 5 57 6 24 11 12 2 62 3 204
7:15 3 3 32 9 80 10 40 9 10 2 67 2 267
7:30 13 5 21 20 78 22 28 5 12 0 84 4 292
7:45 3 3 15 1 64 9 19 2 6 6 86 0 214
Total Volume: 48 17 125 44 594 53 151 38 64 16 470 17 1637 Approach % 25% 9% 66% 6% 86% 8% 0% 0% 0% 3% 93% 3%
Peak Hr Begin: 7:00
PHV 23 12 85 35 279 47 111 27 40 10 299 9 977
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.769 0.752 0.754 0.864
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 7
North/South: Mountain Ridge Dr Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 3 4 8 18 109 18 15 2 3 7 107 8 302
16:15 4 4 9 7 68 22 9 1 2 10 101 12 249
16:30 3 4 10 10 90 14 9 7 4 6 109 7 273
16:45 3 6 11 17 83 13 14 2 3 9 107 11 279
17:00 11 2 6 17 94 19 9 5 6 9 116 9 303
17:15 7 4 17 14 102 17 5 4 9 9 133 10 331
17:30 9 4 6 25 94 15 12 6 9 13 95 7 295
17:45 7 2 7 12 95 13 6 4 4 9 92 9 260
Total Volume: 47 30 74 120 735 131 79 31 40 72 860 73 2292 Approach % 31% 20% 49% 12% 75% 13% 0% 0% 0% 7% 86% 7%
Peak Hr Begin: 16:45
PHV 30 16 40 73 373 64 40 17 27 40 451 37 1208
PHF
Westbound Northbound Eastbound
Totals:

0.768 0.951 0.778 0.868
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound
Location ID: 8
North/South: Stine Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 4 4 4 1 95 2 0 0 0 0 44 3 157
6:15 4 4 8 3 85 4 0 0 0 0 56 1 165
6:30 4 4 7 4 65 0 1 0 0 1 64 2 152
6:45 4 3 4 7 68 3 0 1 0 5 64 8 167
7:00 8 2 11 22 58 0 1 2 1 5 71 26 207
7:15 28 2 40 43 81 2 1 1 0 5 82 45 330
7:30 34 1 43 15 84 1 1 9 0 7 112 21 328
7:45 5 2 9 10 70 1 0 3 0 1 106 12 219
Total Volume: 91 22 126 105 606 13 4 16 1 24 599 118 1725 Approach % 38% 9% 53% 15% 84% 2% 0% 0% 0% 3% 81% 16%
Peak Hr Begin: 7:00
PHV 75 7 103 90 293 4 3 15 1 18 371 104 1084
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.593 0.768 0.475 0.880
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 8
North/South: Stine Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 19 10 23 17 126 3 0 12 3 1 117 8 339
16:15 8 9 16 24 87 2 2 7 2 2 115 14 288
16:30 13 4 9 18 102 2 1 3 2 2 124 5 285
16:45 12 6 12 15 107 0 4 11 2 2 116 11 298
17:00 7 10 14 12 118 1 3 14 5 3 120 8 315
17:15 10 1 14 22 112 1 1 6 3 2 149 6 327
17:30 9 6 11 10 125 1 1 5 3 2 103 9 285
17:45 13 4 12 17 100 0 1 10 1 2 98 6 264
Total Volume: 91 50 111 135 877 10 13 68 21 16 942 67 2401 Approach % 36% 20% 44% 13% 86% 1% 0% 0% 0% 2% 92% 7%
Peak Hr Begin: 16:30
PHV 42 21 49 67 439 4 9 34 12 9 509 30 1225
PHF
Westbound Northbound Eastbound
Totals:

0.903 0.944 0.625 0.873
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound
Location ID: 9
North/South: Akers Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
6:00 6 0 7 1 93 2 0 0 0 1 47 1 158
6:15 12 0 10 2 81 1 0 0 0 0 62 0 168
6:30 4 0 7 2 63 0 0 0 0 0 67 2 145
6:45 9 0 7 5 69 0 0 0 0 0 67 6 163
7:00 19 0 11 6 60 1 0 0 0 0 74 4 175
7:15 43 0 6 8 91 2 1 0 0 0 100 16 267
7:30 23 0 12 13 78 0 1 0 0 0 149 13 289
7:45 9 0 8 4 67 0 0 0 0 0 107 11 206
Total Volume: 125 0 68 41 602 6 2 0 0 1 673 53 1571
Approach % 65% 0% 35% 6% 93% 1% 0% 0% 0% 0% 93% 7%
Peak Hr Begin: 7:00
PHV 94 0 37 31 296 3 2 0 0 0 430 44 937
PHF
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report AM
Totals:

0.668 0.817 0.500 0.731
Southbound Westbound Northbound Eastbound
05/10/23
Location ID: 9
North/South: Akers Rd Date:

East/West: Taft Hwy (SR 119) City: Bakersfield, CA
1 2 3 4 5 6 7 8 9 10 11 12
Movements: R T L R T L R T L R T L
16:00 14 0 5 11 126 1 0 0 0 0 122 16 295
16:15 8 0 6 9 101 0 2 1 0 0 108 17 252
16:30 3 0 6 13 121 0 0 0 0 0 129 14 286
16:45 8 2 4 15 110 1 1 1 0 1 115 16 274
17:00 10 0 5 10 127 1 1 0 0 0 117 16 287
17:15 9 0 5 17 132 0 0 0 0 0 131 22 316
17:30 9 1 10 9 127 0 0 0 0 0 112 17 285
17:45 5 0 13 5 115 0 0 0 0 0 100 12 250
Total Volume: 66 3 54 89 959 3 4 2 0 1 934 130 2245
Approach % 54% 2% 44% 8% 91% 0% 0% 0% 0% 0% 88% 12%
Peak Hr Begin: 16:30
PHV 30 2 20 55 490 2 2 1 0 1 492 68 1163
PHF
Westbound Northbound Eastbound
Totals:

0.867 0.918 0.375 0.917
Prepared by City Count, LLC. (www.citycount.com)
Turning Movement Count Report PM
05/10/23
Southbound
Accelerating success.

Market Analysis
Taft Hwy & Ashe Rd
Shopping Center
Bakersfield, California
KD Gill
ATG Invetment LLC
August 6, 2025
Prepared For:

Garret Tuckness
Senior VP | Principal
P: 661 631 3811
DRE #01323185
Prepared By:

Bakersfield, California
Garret Tuckness, CLS
License No. 01323185
Senior Vice President | Principal
Retail Properties Team
10000 Stockdale Hwy
Suite 102
Bakersfield, CA 93311
Main: +1 661 631 3800
Direct: +1 661 631 3811
Mobile: +1 661 319 2040
colliers.com/bakersfield
RE: Proposed Retail – Southwest Corner Taft Highway & Ashe Road Is the proposed commercial needed or is there too much commercial within the project area?” From my market analysis perspective, the proposed commercial development at Taft Hwy and Ashe Road is prominently located within the highest residential growth sector of Bakersfield with growth on the North and South sides of Taft Hwy, our site is the heart of the growth. The number of homes under construction and neighborhoods pending development, has created demand for retail, food and other related services. The growth and increased demand have caught the attention of local, regional, and national tenants. The best option to satisfy the demand is Panama Lane, which is approximately 2 miles to the North.

The vacancy factor for Panama Lane for existing space is maybe 1%-2%. This is extremely low and proves the demand is high. As the neighborhoods are finished and occupied, Taft Hwy will serve as a major arterial for commuter traffic to and from Hwy 99 and I-5, putting our proposed development directly in the path of travel.

Also with the Kaiser Sports Complex is a regional draw for visitors, many from out of town staying for most of the day if not weekend. Those visitors best option for retail, food and other services, again travel to Panama Ln creating increased traffic and congestion on the surface streets between Panama Lane and Taft Hwy. Since our site is directly to the South, this is a perfect opportunity to fill that demand.

In addition, with our proposed R3 zone directly adjacent to our retail, we can directly service that demand.

Sincerely,
Garret Tuckness, CLS
Senior Vice President | Principal | Central California
Tuckness/Woods Retail Properties Team

C-STORE
5,020 SF

COMMERCIAL
PARCEL

5.96 AC
TAFT HWY.

ASHE RD.
10 12
16 2
11 2
123'-0" 40'-0"
37'-0" 43'-0" 45'-4"
FUTURE

RESIDENTIAL
12'-0" 33'-0" 33'-0" 33'-0" 12'-0"
25'-0"
12 4
6 9

FAST FOOD
3,255 SF
2 10
12 8 8
24 24 24
50 COURTYARD
EV

CAPABLE
EV

CAPABLE
SUMP
2 7 10

FAST FOOD
3,200 SF
9 10

CAR WASH
4,200 SF
2 9
6 EV/CS EV/CS EV/CS EV/CS EV/CS EV/CS EV/CS EV/CS EV/CS

EV/CS EV/CS
EV/CS
24 24 24
50 1,200 SF 1,200 SF 1,200 SF

MULTI-TENANT
3,600 SF
1,200 SF 1,200 SF 1,200 SF 1,400 SF
EV

CAPABLE
EV

CAPABLE
25'-0"

MULTI-TENANT
5,000 SF
4 6
SWC TAFT HWY & ASHE ROAD | PROPOSED DEVELOPMENT
Bakersfield, California
Tenant/Buyer Activity Report - SWC Taft Hwy/Ashe Road
Prospect Site Lease/Purchase Size
National Branded Gas Tenant Pad 1 Ground Lease ± 1 Acre National Coffee Tenant Pad 2 - End Cap DT
Franchised Sandwich Operator Lease 1,500 SF
National Burger Tenant Fast Food Pad Ground Lease ± 1 Acre Regional Carwash Tenant Carwash Pad Purchase ± 1.25 Acres 130
92 108 40
133
239
185
66 19
122
209 142
201
133
13 13
88 138
82 84 152
310 89
158
268
98 347
170
632 260 116
105
222
168
183 135
103
89 119 104
158
92 205
55 6
192 154
132
194
273
57 Stockdale Industrial Park
Cal State
University
Bakersfield 99
58 Active (no recorded phases)
Active/Recorded (with recorded phases)
Pending Action
7,583
Source: City of Bakersfield | August 2024
Numbers represent Original Number of lots
Auto
Mall
Crossroads
Business
Park
Gosford
Industrial
Park
99 SITE 119

ACTIVE TENTATIVE TRACT MAP
Bakersfield, California

AREA MAP
9 12
13 2
1 19
14 18 17
15 16
11 10
7 5 6
20 8

1. CROSSROADS BUSINESS PARK

2. GOSFORD VILLAGE

3. THE HOME DEPOT

4. NESTLE ICE CREAM

5. PODS

6. GEORG FISCHER

7. US COLD STORAGE

8. WINCO

9. MEN’S WAREHOUSE DISTRIBUTION
CENTER

10. STOCKDALE TOWN CENTER

11. GOODWILL DISTRIBUTION CENTER

12. COSTCO

13. PG&E

14. BAKERSFIELD AUTO MALL

15. FOODSCO

16. WALMART SUPERCENTER

17. CARMAX

18. DERREL’S MINI STORAGE

19. RIDGEVIEW HIGH SCHOOL

20. KAISER PERMANENTE SPORTS VILLAGE
3 4
99 99

AREA MAP
Bakersfield, California
Accelerating success.
colliers.com
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Bakersfield City CouncilAugust 26, 2026

Bakersfield City Council
August 26, 2026