Visalia City Council
December 18, 2023

Lanes, Volumes, Timings AM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 602 29 65 1518 57 80
Future Volume (vph) 602 29 65 1518 57 80
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.98 0.98
Frt 0.994 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1852 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1852 0 1630 1863 1603 1422
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 4 87
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 654 32 71 1650 62 87
Shared Lane Traffic (%)
Lane Group Flow (vph) 686 0 71 1650 62 87
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 36 36 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type NA Prot NA Prot Perm
Protected Phases 4 3 8 2
Permitted Phases 2
Detector Phase 4 3 8 2 2
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 8.5 22.5 22.5 22.5
Total Split (s) 81.8 15.7 97.5 22.5 22.5
Lanes, Volumes, Timings AM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Total Split (%) 68.2% 13.1% 81.3% 18.8% 18.8%
Maximum Green (s) 77.3 11.2 93.0 18.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode C-Max None C-Max Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 81.0 9.6 93.0 18.0 18.0
Actuated g/C Ratio 0.68 0.08 0.78 0.15 0.15
v/c Ratio 0.55 0.55 1.14 0.25 0.30
Control Delay 19.3 68.3 90.3 48.2 12.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 19.3 68.3 90.3 48.2 12.3

LOS B E F D B
Approach Delay 19.3 89.4 27.2
Approach LOS B F C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBT, Start of Green Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.14
Intersection Signal Delay: 66.9 Intersection LOS: E
Intersection Capacity Utilization 102.4% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 17: Linwood St & Riggen Ave
HCM 2010 Signalized Intersection Summary AM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 602 29 65 1518 57 80
Future Volume (veh/h) 602 29 65 1518 57 80
Number 4 14 3 8 5 12
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1750 1716 1863 1716 1716
Adj Flow Rate, veh/h 654 32 71 1650 62 87
Adj No. of Lanes 1 0 1 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1203 59 89 1444 245 219
Arrive On Green 0.46 0.46 0.05 0.77 0.15 0.15
Sat Flow, veh/h 1761 86 1634 1863 1634 1458
Grp Volume(v), veh/h 0 686 71 1650 62 87
Grp Sat Flow(s),veh/h/ln 0 1848 1634 1863 1634 1458
Q Serve(g_s), s 0.0 32.2 5.2 93.0 4.0 6.5
Cycle Q Clear(g_c), s 0.0 32.2 5.2 93.0 4.0 6.5
Prop In Lane 0.05 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1262 89 1444 245 219
V/C Ratio(X) 0.00 0.54 0.80 1.14 0.25 0.40
Avail Cap(c_a), veh/h 0 1262 153 1444 245 219
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.80 0.55 0.55 1.00 1.00
Uniform Delay (d), s/veh 0.0 19.0 56.1 13.5 45.1 46.1
Incr Delay (d2), s/veh 0.0 1.4 8.8 69.4 2.5 5.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 16.8 2.5 74.4 2.0 2.9
LnGrp Delay(d),s/veh 0.0 20.4 64.8 82.9 47.5 51.4
LnGrp LOS C E F D D
Approach Vol, veh/h 686 1721 149
Approach Delay, s/veh 20.4 82.2 49.8
Approach LOS C F D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 22.5 11.0 86.5 97.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 11.2 77.3 93.0
Max Q Clear Time (g_c+I1), s 8.5 7.2 34.2 95.0
Green Ext Time (p_c), s 0.3 0.0 29.1 0.0
Intersection Summary
HCM 2010 Ctrl Delay 63.7
HCM 2010 LOS E

Lanes, Volumes, Timings AM 2041+Project with Mitigation� 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 31 425 58 46 489 24 102 31 74 50 72 54 Future Volume (vph) 31 425 58 46 489 24 102 31 74 50 72 54 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 1.00 1.00 0.99 1.00 0.99 0.99 0.99 0.98 Frt 0.982 0.993 0.895 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3461 0 1630 3509 0 1630 3122 0 1630 1863 1458 Flt Permitted 0.245 0.274 0.706 0.680
Satd. Flow (perm) 418 3461 0 468 3509 0 1203 3122 0 1159 1863 1429 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 22 7 80 59
Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 34 462 63 50 532 26 111 34 80 54 78 59
Shared Lane Traffic (%)
Lane Group Flow (vph) 34 525 0 50 558 0 111 114 0 54 78 59 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6 6
Detector Phase 4 4 8 8 2 2 6 6 6
Switch Phase
Lanes, Volumes, Timings AM 2041+Project with Mitigation� 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 47.0 47.0 47.0 47.0 43.0 43.0 43.0 43.0 43.0 Total Split (%) 52.2% 52.2% 52.2% 52.2% 47.8% 47.8% 47.8% 47.8% 47.8% Maximum Green (s) 42.5 42.5 42.5 42.5 38.5 38.5 38.5 38.5 38.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 20.3 20.3 20.3 20.3 60.7 60.7 60.7 60.7 60.7 Actuated g/C Ratio 0.23 0.23 0.23 0.23 0.67 0.67 0.67 0.67 0.67 v/c Ratio 0.36 0.66 0.48 0.70 0.14 0.05 0.07 0.06 0.06
Control Delay 39.3 34.0 44.4 36.2 6.7 2.5 6.4 6.1 2.1
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 39.3 34.0 44.4 36.2 6.7 2.5 6.4 6.1 2.1

LOS D C D D A A A A A
Approach Delay 34.3 36.9 4.6 5.0
Approach LOS C D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 45
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.70
Intersection Signal Delay: 27.5 Intersection LOS: C
Intersection Capacity Utilization 46.8% ICU Level of Service A Analysis Period (min) 15
Splits and Phases: 19: Country Center St & Riggen Ave
HCM 2010 Signalized Intersection Summary AM 2041+Project with Mitigation� 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 425 58 46 489 24 102 31 74 50 72 54 Future Volume (veh/h) 31 425 58 46 489 24 102 31 74 50 72 54 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 1.00 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 Adj Flow Rate, veh/h 34 462 63 50 532 26 111 34 80 54 78 59 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 179 818 111 187 899 44 793 1129 995 804 1188 916 Arrive On Green 0.26 0.26 0.26 0.26 0.26 0.26 0.64 0.64 0.64 0.64 0.64 0.64 Sat Flow, veh/h 779 3118 423 803 3429 167 1147 1770 1560 1171 1863 1436 Grp Volume(v), veh/h 34 261 264 50 274 284 111 34 80 54 78 59 Grp Sat Flow(s),veh/h/ln 779 1770 1772 803 1770 1827 1147 1770 1560 1171 1863 1436 Q Serve(g_s), s 3.6 11.5 11.6 5.2 12.2 12.2 3.6 0.6 1.8 1.7 1.4 1.4 Cycle Q Clear(g_c), s 15.8 11.5 11.6 16.8 12.2 12.2 5.1 0.6 1.8 3.4 1.4 1.4 Prop In Lane 1.00 0.24 1.00 0.09 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 179 464 465 187 464 479 793 1129 995 804 1188 916 V/C Ratio(X) 0.19 0.56 0.57 0.27 0.59 0.59 0.14 0.03 0.08 0.07 0.07 0.06 Avail Cap(c_a), veh/h 342 836 837 356 836 863 793 1129 995 804 1188 916 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.54 0.54 0.54 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.9 28.7 28.8 36.1 29.0 29.0 7.1 6.0 6.2 6.9 6.2 6.2 Incr Delay (d2), s/veh 0.3 0.6 0.6 0.8 1.2 1.2 0.4 0.0 0.2 0.2 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 5.7 5.7 1.2 6.1 6.3 1.2 0.3 0.8 0.6 0.8 0.6 LnGrp Delay(d),s/veh 36.2 29.3 29.4 36.8 30.2 30.2 7.5 6.1 6.4 7.0 6.3 6.3 LnGrp LOS D C C D C C A A A A A A
Approach Vol, veh/h 559 608 225 191
Approach Delay, s/veh 29.8 30.7 6.9 6.5
Approach LOS C C A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 61.9 28.1 61.9 28.1
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.5 42.5 38.5 42.5
Max Q Clear Time (g_c+I1), s 7.1 17.8 5.4 18.8
Green Ext Time (p_c), s 1.7 4.8 1.7 4.8
Intersection Summary
HCM 2010 Ctrl Delay 24.1
HCM 2010 LOS C

Lanes, Volumes, Timings PM 2041+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 184 45 47 55 57 83
Future Volume (vph) 184 45 47 55 57 83
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.973 0.920
Flt Protected 0.978 0.980
Satd. Flow (prot) 1812 0 0 1822 1547 0
Flt Permitted 0.978 0.980
Satd. Flow (perm) 1812 0 0 1822 1547 0
Link Speed (mph) 55 55 45
Link Distance (ft) 1617 5265 2625
Travel Time (s) 20.0 65.3 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 200 49 51 60 62 90
Shared Lane Traffic (%)
Lane Group Flow (vph) 249 0 0 111 152 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 36.9% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
1: Akers St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4.2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 184 45 47 55 57 83
Future Vol, veh/h 184 45 47 55 57 83
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 200 49 51 60 62 90
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 249 0 386 224
Stage 1 - - - - 224 -
Stage 2 - - - - 162 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1317 - 617 815
Stage 1 - - - - 813 -
Stage 2 - - - - 867 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1317 - 592 815
Mov Cap-2 Maneuver - - - - 592 -
Stage 1 - - - - 813 -
Stage 2 - - - - 832 -
Approach EB WB NB
HCM Control Delay, s 0 3.6 11.5

HCM LOS B
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 707 - - 1317 -
HCM Lane V/C Ratio 0.215 - - 0.039 -
HCM Control Delay (s) 11.5 - - 7.8 0
HCM Lane LOS B - - A A
HCM 95th %tile Q(veh) 0.8 - - 0.1 -
Lanes, Volumes, Timings PM 2041+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 59 129 46 331 269 29
Future Volume (vph) 59 129 46 331 269 29
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.907 0.987
Flt Protected 0.985 0.994
Satd. Flow (prot) 1533 0 0 1852 1839 0
Flt Permitted 0.985 0.994
Satd. Flow (perm) 1533 0 0 1852 1839 0
Link Speed (mph) 55 45 45
Link Distance (ft) 5265 1260 5250
Travel Time (s) 65.3 19.1 79.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 64 140 50 360 292 32
Shared Lane Traffic (%)
Lane Group Flow (vph) 204 0 0 410 324 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 58.0% ICU Level of Service B Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
2: Demaree St & Ave 320 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 3.8
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 59 129 46 331 269 29
Future Vol, veh/h 59 129 46 331 269 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 64 140 50 360 292 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 768 308 324 0 - 0
Stage 1 308 - - - - -
Stage 2 460 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 370 732 1236 - - -
Stage 1 745 - - - - -
Stage 2 636 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 351 732 1236 - - -
Mov Cap-2 Maneuver 351 - - - - -
Stage 1 745 - - - - -
Stage 2 604 - - - - -
Approach EB NB SB
HCM Control Delay, s 15.5 1 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1236 - 546 - -
HCM Lane V/C Ratio 0.04 - 0.374 - -
HCM Control Delay (s) 8 0 15.5 - -
HCM Lane LOS A A C - -
HCM 95th %tile Q(veh) 0.1 - 1.7 - -
Lanes, Volumes, Timings PM 2041+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 0 0 2 0 0 2
Future Volume (vph) 0 0 2 0 0 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1863 0 0 1770 1611 0
Flt Permitted 0.950
Satd. Flow (perm) 1863 0 0 1770 1611 0
Link Speed (mph) 55 55 55
Link Distance (ft) 703 2658 404
Travel Time (s) 8.7 33.0 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 2 0 0 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 2 2 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 13.3% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
3: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 0 0 2 0 0 2
Future Vol, veh/h 0 0 2 0 0 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 0 2 0 0 2
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 0 0 4 0
Stage 1 - - - - 0 -
Stage 2 - - - - 4 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - - - 1018 -
Stage 1 - - - - - -
Stage 2 - - - - 1019 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - - - 1018 -
Mov Cap-2 Maneuver - - - - 1018 -
Stage 1 - - - - - -
Stage 2 - - - - 1019 -
Approach EB WB NB
HCM Control Delay, s 0

HCM LOS -
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - - - -
HCM Lane LOS - - - - -
HCM 95th %tile Q(veh) - - - - -
Lanes, Volumes, Timings PM 2041+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 2 40 49 0 3 2
Future Volume (vph) 2 40 49 0 3 2
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.871 0.946
Flt Protected 0.998 0.950
Satd. Flow (prot) 1619 0 0 1770 1762 0
Flt Permitted 0.998 0.950
Satd. Flow (perm) 1619 0 0 1770 1762 0
Link Speed (mph) 55 45 45
Link Distance (ft) 657 433 280
Travel Time (s) 8.1 6.6 4.2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 2 43 53 0 3 2
Shared Lane Traffic (%)
Lane Group Flow (vph) 45 0 0 53 5 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 19.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
4: Demaree St & Arlet Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 7.4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 2 40 49 0 3 2
Future Vol, veh/h 2 40 49 0 3 2
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 2 43 53 0 3 2
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 111 4 5 0 - 0
Stage 1 4 - - - - -
Stage 2 107 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 886 1080 1616 - - -
Stage 1 1019 - - - - -
Stage 2 917 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 857 1080 1616 - - -
Mov Cap-2 Maneuver 857 - - - - -
Stage 1 1019 - - - - -
Stage 2 887 - - - - -
Approach EB NB SB
HCM Control Delay, s 8.5 7.3 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 1616 - 1067 - -
HCM Lane V/C Ratio 0.033 - 0.043 - -
HCM Control Delay (s) 7.3 0 8.5 - -
HCM Lane LOS A A A - -
HCM 95th %tile Q(veh) 0.1 - 0.1 - -
Lanes, Volumes, Timings PM 2041+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 29 35 440 170 94 509
Future Volume (vph) 29 35 440 170 94 509
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 200 200 350 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.850 0.850
Flt Protected 0.950 0.992
Satd. Flow (prot) 1630 1458 1863 1458 0 1848
Flt Permitted 0.950 0.992
Satd. Flow (perm) 1630 1458 1863 1458 0 1848
Link Speed (mph) 55 45 45
Link Distance (ft) 2907 663 433
Travel Time (s) 36.0 10.0 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 32 38 478 185 102 553
Shared Lane Traffic (%)
Lane Group Flow (vph) 32 38 478 185 0 655
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 68.5% ICU Level of Service C Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
5: Demaree St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.7
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 29 35 440 170 94 509
Future Vol, veh/h 29 35 440 170 94 509
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 200 - - 350 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 32 38 478 185 102 553
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 1236 478 0 0 478 0
Stage 1 478 - - - - -
Stage 2 758 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 195 587 - - 1084 -
Stage 1 624 - - - - -
Stage 2 463 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 168 587 - - 1084 -
Mov Cap-2 Maneuver 168 - - - - -
Stage 1 624 - - - - -
Stage 2 400 - - - - -
Approach WB NB SB
HCM Control Delay, s 20.5 0 1.4

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 168 587 1084 -
HCM Lane V/C Ratio - - 0.188 0.065 0.094 -
HCM Control Delay (s) - - 31.3 11.6 8.7 0
HCM Lane LOS - - D B A A
HCM 95th %tile Q(veh) - - 0.7 0.2 0.3 -
Lanes, Volumes, Timings PM 2041+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 103 18 6 64 28 17
Future Volume (vph) 103 18 6 64 28 17
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Storage Length (ft) 0 125 235 235
Storage Lanes 0 1 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.980 0.850
Flt Protected 0.950 0.950
Satd. Flow (prot) 1825 0 1630 1863 1630 1458
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1825 0 1630 1863 1630 1458
Link Speed (mph) 55 55 55
Link Distance (ft) 2907 2297 1612
Travel Time (s) 36.0 28.5 20.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 112 20 7 70 30 18
Shared Lane Traffic (%)
Lane Group Flow (vph) 132 0 7 70 30 18
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 16.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
6: Country Center St & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 103 18 6 64 28 17
Future Vol, veh/h 103 18 6 64 28 17
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 125 - 235 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 112 20 7 70 30 18
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 132 0 205 122
Stage 1 - - - - 122 -
Stage 2 - - - - 83 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 1453 - 783 929
Stage 1 - - - - 903 -
Stage 2 - - - - 940 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1453 - 779 929
Mov Cap-2 Maneuver - - - - 779 -
Stage 1 - - - - 903 -
Stage 2 - - - - 935 -
Approach EB WB NB
HCM Control Delay, s 0 0.6 9.5

HCM LOS A
Minor Lane/Major MvmtNBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 779 929 - - 1453 -
HCM Lane V/C Ratio 0.039 0.02 - - 0.004 -
HCM Control Delay (s) 9.8 9 - - 7.5 -
HCM Lane LOS A A - - A -
HCM 95th %tile Q(veh) 0.1 0.1 - - 0 -
Lanes, Volumes, Timings PM 2041+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 102 69 0 0 0
Future Volume (vph) 0 102 69 0 0 0
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865
Flt Protected 0.950
Satd. Flow (prot) 1484 0 0 1770 1863 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 0 1770 1863 0
Link Speed (mph) 55 55 55
Link Distance (ft) 2297 627 473
Travel Time (s) 28.5 7.8 5.9
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 111 75 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 111 0 0 75 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 24 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 17.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
7: Mooney Blvd & Pratt Rd 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 102 69 0 0 0
Future Vol, veh/h 0 102 69 0 0 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 0 - - - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 111 75 0 0 0
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 0 0 111 0 261 0
Stage 1 - - - - 150 -
Stage 2 - - - - 111 -
Critical Hdwy 4.12 - - - 6.52 6.22
Critical Hdwy Stg 1 - - - - 5.52 -
Critical Hdwy Stg 2 - - - - - -
Follow-up Hdwy 2.218 - - - 4.018 3.318
Pot Cap-1 Maneuver - - - - 644 -
Stage 1 - - - - 773 -
Stage 2 - - - - - -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 0 -
Mov Cap-2 Maneuver - - - - 0 -
Stage 1 - - - - 0 -
Stage 2 - - - - 0 -
Approach EB NB SB
HCM Control Delay, s 0 0

HCM LOS A
Minor Lane/Major Mvmt NBL NBT EBL EBRSBLn1
Capacity (veh/h) - - - - -
HCM Lane V/C Ratio - - - - -
HCM Control Delay (s) - - 0 - 0
HCM Lane LOS - - A - A
HCM 95th %tile Q(veh) - - - - -
Lanes, Volumes, Timings PM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 86 0 10 0 157 108 12 117 0
Future Volume (vph) 0 0 0 86 0 10 0 157 108 12 117 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.986 0.945
Flt Protected 0.957 0.995
Satd. Flow (prot) 0 1863 0 0 1758 0 0 1760 0 0 1853 0
Flt Permitted 0.957 0.995
Satd. Flow (perm) 0 1863 0 0 1758 0 0 1760 0 0 1853 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 341 2586 2647 2625
Travel Time (s) 4.2 32.1 40.1 39.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 93 0 11 0 171 117 13 127 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 104 0 0 288 0 0 140 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.2% ICU Level of Service A Analysis Period (min) 15
HCM 2010 AWSC PM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 8.9
Intersection LOS A
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 0 0 0 0 86 0 10 0 0 157 108
Future Vol, veh/h 0 0 0 0 0 86 0 10 0 0 157 108
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 0 0 93 0 11 0 0 171 117
Number of Lanes 0 0 1 0 0 0 1 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 1 1 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 1
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 1
HCM Control Delay 0 8.8 9.1

HCM LOS - A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 0% 90% 9%
Vol Thru, % 59% 100% 0% 91%
Vol Right, % 41% 0% 10% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 265 0 96 129
LT Vol 0 0 86 12
Through Vol 157 0 0 117
RT Vol 108 0 10 0
Lane Flow Rate 288 0 104 140
Geometry Grp 1 1 1 1
Degree of Util (X) 0.329 0 0.144 0.176
Departure Headway (Hd) 4.112 5.007 4.97 4.509
Convergence, Y/N Yes Yes Yes Yes
Cap 876 0 722 796
Service Time 2.13 3.044 2.999 2.531
HCM Lane V/C Ratio 0.329 0 0.144 0.176
HCM Control Delay 9.1 8 8.8 8.5
HCM Lane LOS A N A A
HCM 95th-tile Q 1.4 0 0.5 0.6
HCM 2010 AWSC PM 2041+Project
8: Akers St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 12 117 0
Future Vol, veh/h 0 12 117 0
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 13 127 0
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 1
Conflicting Approach Right EB
Conflicting Lanes Right 1
HCM Control Delay 8.5

HCM LOS A
Lane
Lanes, Volumes, Timings PM 2041+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 30 90 0 0 72 110 0 0 0 90 0 24
Future Volume (vph) 30 90 0 0 72 110 0 0 0 90 0 24
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.918 0.972
Flt Protected 0.988 0.962
Satd. Flow (prot) 0 1840 0 0 1710 0 0 1863 0 0 1742 0
Flt Permitted 0.988 0.962
Satd. Flow (perm) 0 1840 0 0 1710 0 0 1863 0 0 1742 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 2586 388 731 574
Travel Time (s) 32.1 4.8 9.1 7.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 33 98 0 0 78 120 0 0 0 98 0 26
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 131 0 0 198 0 0 0 0 0 124 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 33.4% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
9: Linwood St & Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 30 90 0 0 72 110 0 0 0 90 0 24
Future Vol, veh/h 30 90 0 0 72 110 0 0 0 90 0 24
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 98 0 0 78 120 0 0 0 98 0 26
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 308 209 13 258 222 0 26 0 0 0 0 0
Stage 1 209 209 - 0 0 - - - - - - -
Stage 2 99 0 - 258 222 - - - - - - -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 - - Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 - - - - - - - Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 - - - - - - - Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - - 2.218 - - Pot Cap-1 Maneuver 644 688 1067 695 677 - 1588 - - - - - Stage 1 793 729 - - - - - - - - - -
Stage 2 907 - - 747 720 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver - 688 1067 619 677 - 1588 - - - - -
Mov Cap-2 Maneuver - 688 - 619 677 - - - - - - -
Stage 1 793 729 - - - - - - - - - -
Stage 2 907 - - 647 720 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0

HCM LOS - -
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1588 - - - - - - -
HCM Lane V/C Ratio - - - - - - - -
HCM Control Delay (s) 0 - - - - - - -
HCM Lane LOS A - - - - - - -
HCM 95th %tile Q(veh) 0 - - - - - - -
Lanes, Volumes, Timings PM 2041+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 13 141 166 52 49 10
Future Volume (vph) 13 141 166 52 49 10
Ideal Flow (vphpl) 1750 1900 1900 1750 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.968 0.977
Flt Protected 0.996 0.960
Satd. Flow (prot) 0 1855 1803 0 1609 0
Flt Permitted 0.996 0.960
Satd. Flow (perm) 0 1855 1803 0 1609 0
Link Speed (mph) 55 55 55
Link Distance (ft) 640 493 546
Travel Time (s) 7.9 6.1 6.8
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 14 153 180 57 53 11
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 167 237 0 64 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.00 1.11 1.11 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 28.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
10: Shannon Prkwy & N Chinowth St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 13 141 166 52 49 10
Future Vol, veh/h 13 141 166 52 49 10
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 14 153 180 57 53 11
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 237 0 - 0 391 209
Stage 1 - - - - 209 -
Stage 2 - - - - 182 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1330 - - - 613 831
Stage 1 - - - - 826 -
Stage 2 - - - - 849 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1330 - - - 606 831
Mov Cap-2 Maneuver - - - - 606 -
Stage 1 - - - - 826 -
Stage 2 - - - - 839 -
Approach EB WB SB
HCM Control Delay, s 0.7 0 11.3

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1330 - - - 635
HCM Lane V/C Ratio 0.011 - - - 0.101
HCM Control Delay (s) 7.7 0 - - 11.3
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.3
Lanes, Volumes, Timings PM 2041+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 17 158 195 16 13 14
Future Volume (vph) 17 158 195 16 13 14
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.990 0.930
Flt Protected 0.995 0.976
Satd. Flow (prot) 0 1853 1844 0 1691 0
Flt Permitted 0.995 0.976
Satd. Flow (perm) 0 1853 1844 0 1691 0
Link Speed (mph) 55 55 55
Link Distance (ft) 493 1158 326
Travel Time (s) 6.1 14.4 4.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 18 172 212 17 14 15
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 190 229 0 29 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 32.5% ICU Level of Service A Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
11: Shannon Prkwy/River Way Dr & Coburn Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 1
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 17 158 195 16 13 14
Future Vol, veh/h 17 158 195 16 13 14
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 18 172 212 17 14 15
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 229 0 - 0 430 221
Stage 1 - - - - 221 -
Stage 2 - - - - 209 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1339 - - - 582 819
Stage 1 - - - - 816 -
Stage 2 - - - - 826 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1339 - - - 573 819
Mov Cap-2 Maneuver - - - - 573 -
Stage 1 - - - - 816 -
Stage 2 - - - - 814 -
Approach EB WB SB
HCM Control Delay, s 0.8 0 10.5

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1339 - - - 679
HCM Lane V/C Ratio 0.014 - - - 0.043
HCM Control Delay (s) 7.7 0 - - 10.5
HCM Lane LOS A A - - B
HCM 95th %tile Q(veh) 0 - - - 0.1
Lanes, Volumes, Timings PM 2041+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 204 274 579 544 11
Future Volume (vph) 0 204 274 579 544 11
Ideal Flow (vphpl) 1750 1750 1750 1900 1900 1750
Storage Length (ft) 0 0 175 0
Storage Lanes 1 0 1 0
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 1.00 0.95 1.00 1.00
Frt 0.865 0.997
Flt Protected 0.950
Satd. Flow (prot) 1484 0 1630 3539 1857 0
Flt Permitted 0.950
Satd. Flow (perm) 1484 0 1630 3539 1857 0
Link Speed (mph) 55 45 45
Link Distance (ft) 1158 791 663
Travel Time (s) 14.4 12.0 10.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 222 298 629 591 12
Shared Lane Traffic (%)
Lane Group Flow (vph) 222 0 298 629 603 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.11 1.00 1.00 1.11
Turning Speed (mph) 15 9 15 9
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 69.5% ICU Level of Service C Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
12: Demaree St & River Way Dr 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement EBL EBR NBL NBT SBT SBR
Traffic Vol, veh/h 0 204 274 579 544 11
Future Vol, veh/h 0 204 274 579 544 11
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 175 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 222 298 629 591 12
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1507 597 603 0 - 0
Stage 1 597 - - - - -
Stage 2 910 - - - - -
Critical Hdwy 6.63 6.23 4.12 - - -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.83 - - - - -
Follow-up Hdwy 3.519 3.319 2.218 - - -
Pot Cap-1 Maneuver 122 502 975 - - -
Stage 1 549 - - - - -
Stage 2 354 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 85 502 975 - - -
Mov Cap-2 Maneuver 85 - - - - -
Stage 1 549 - - - - -
Stage 2 246 - - - - -
Approach EB NB SB
HCM Control Delay, s 17.7 3.3 0

HCM LOS C
Minor Lane/Major Mvmt NBL NBTEBLn1 SBT SBR
Capacity (veh/h) 975 - 502 - -
HCM Lane V/C Ratio 0.305 - 0.442 - -
HCM Control Delay (s) 10.3 - 17.7 - -
HCM Lane LOS B - C - -
HCM 95th %tile Q(veh) 1.3 - 2.2 - -
Lanes, Volumes, Timings PM 2041+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 120 36 1120 385 59 905
Future Volume (vph) 120 36 1120 385 59 905
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor
Frt 0.850 0.962
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3405 0 1630 3539
Flt Permitted 0.950 0.950
Satd. Flow (perm) 1630 1458 3405 0 1630 3539
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 130 39 1217 418 64 984
Shared Lane Traffic (%)
Lane Group Flow (vph) 130 39 1635 0 64 984
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 65.0% ICU Level of Service C Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 56.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 120 36 1120 385 59 905
Future Vol, veh/h 120 36 1120 385 59 905
Conflicting Peds, #/hr 5 5 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 0 - - 105 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 130 39 1217 418 64 984
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 2052 823 0 0 1641 0
Stage 1 1432 - - - - -
Stage 2 620 - - - - -
Critical Hdwy 6.84 6.94 - - 4.14 -
Critical Hdwy Stg 1 5.84 - - - - -
Critical Hdwy Stg 2 5.84 - - - - -
Follow-up Hdwy 3.52 3.32 - - 2.22 -
Pot Cap-1 Maneuver ~ 48 317 - - 391 -
Stage 1 186 - - - - -
Stage 2 499 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 40 316 - - 391 -
Mov Cap-2 Maneuver ~ 40 - - - - -
Stage 1 185 - - - - -
Stage 2 417 - - - - -
Approach WB NB SB
HCM Control Delay, s $ 949.5 0 1

HCM LOS F
Minor Lane/Major Mvmt NBT NBRWBLn1WBLn2 SBL SBT
Capacity (veh/h) - - 40 316 391 -
HCM Lane V/C Ratio - - 3.261 0.124 0.164 -
HCM Control Delay (s) - $ 1228.9 - 18 16 -
HCM Lane LOS - - F C C -
HCM 95th %tile Q(veh) - - 14.6 0.4 0.6 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, Timings PM 2041+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 7 97 34 20 89 11 30 150 162 11 58 39 Future Volume (vph) 7 97 34 20 89 11 30 150 162 11 58 39 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped Bike Factor
Frt 0.967 0.988 0.936 0.952
Flt Protected 0.997 0.992 0.996 0.995
Satd. Flow (prot) 0 1796 0 0 1826 0 0 1737 0 0 1764 0
Flt Permitted 0.997 0.992 0.996 0.995
Satd. Flow (perm) 0 1796 0 0 1826 0 0 1737 0 0 1764 0
Link Speed (mph) 55 55 55 55
Link Distance (ft) 858 508 1674 1612
Travel Time (s) 10.6 6.3 20.8 20.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 8 105 37 22 97 12 33 163 176 12 63 42
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 150 0 0 131 0 0 372 0 0 117 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Yield Yield Yield Yield
Intersection Summary
Area Type: Other
Control Type: Roundabout
Intersection Capacity Utilization 44.7% ICU Level of Service A Analysis Period (min) 15
HCM 2010 Roundabout PM 2041+Project
14: Country Center St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 6.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 150 131 372 117
Demand Flow Rate, veh/h 153 133 380 119
Vehicles Circulating, veh/h 98 208 127 155
Vehicles Exiting, veh/h 176 299 124 186
Follow-Up Headway, s 3.186 3.186 3.186 3.186
Ped Vol Crossing Leg, #/h 5 5 5 5
Ped Cap Adj 0.999 0.999 0.999 0.999
Approach Delay, s/veh 5.0 5.4 7.9 4.9
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Critical Headway, s 5.193 5.193 5.193 5.193
Entry Flow, veh/h 153 133 380 119
Cap Entry Lane, veh/h 1024 918 995 968
Entry HV Adj Factor 0.980 0.985 0.978 0.981
Flow Entry, veh/h 150 131 372 117
Cap Entry, veh/h 1003 904 973 949
V/C Ratio 0.149 0.145 0.382 0.123
Control Delay, s/veh 5.0 5.4 7.9 4.9

LOS A A A A
95th %tile Queue, veh 1 1 2 0
Lanes, Volumes, Timings PM 2041+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 60 0 36 5 970 45 63 884 0
Future Volume (vph) 0 0 0 60 0 36 5 970 45 63 884 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.949 0.993
Flt Protected 0.970 0.997
Satd. Flow (prot) 0 1863 0 0 1715 0 0 3514 0 0 3529 0
Flt Permitted 0.970 0.997
Satd. Flow (perm) 0 1863 0 0 1715 0 0 3514 0 0 3529 0
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 65 0 39 5 1054 49 68 961 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 104 0 0 1108 0 0 1029 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 70.2% ICU Level of Service C Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 17.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Traffic Vol, veh/h 0 0 0 60 0 36 5 970 45 63 884 0
Future Vol, veh/h 0 0 0 60 0 36 5 970 45 63 884 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 0 0 65 0 39 5 1054 49 68 961 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 1636 2212 480 1707 2188 552 961 0 0 1103 0 0 Stage 1 1098 1098 - 1090 1090 - - - - - - -
Stage 2 538 1114 - 617 1098 - - - - - - -
Critical Hdwy 7.54 6.54 6.94 7.54 6.54 6.94 4.14 - - 4.14 - - Critical Hdwy Stg 1 6.54 5.54 - 6.54 5.54 - - - - - - - Critical Hdwy Stg 2 6.54 5.54 - 6.54 5.54 - - - - - - - Follow-up Hdwy 3.52 4.02 3.32 3.52 4.02 3.32 2.22 - - 2.22 - - Pot Cap-1 Maneuver 67 43 532 ~ 59 45 477 712 - - 629 - - Stage 1 227 287 - 230 289 - - - - - - -
Stage 2 495 282 - 444 287 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 50 32 532 ~ 48 34 477 712 - - 629 - - Mov Cap-2 Maneuver 50 32 - ~ 48 34 - - - - - - -
Stage 1 223 220 - 226 284 - - - - - - -
Stage 2 446 277 - 341 220 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 $ 363 0.1 1.9

HCM LOS A F
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 712 - - - 72 629 - -
HCM Lane V/C Ratio 0.008 - - - 1.449 0.109 - -
HCM Control Delay (s) 10.1 0.1 - 0 $ 363 11.4 1.2 -
HCM Lane LOS B A - A F B A -
HCM 95th %tile Q(veh) 0 - - - 8.6 0.4 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, Timings PM 2041+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 48 650 90 231 403 31 49 193 259 40 143 47 Future Volume (vph) 48 650 90 231 403 31 49 193 259 40 143 47 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 305 305 305 305 305 305 300 155
Storage Lanes 1 1 1 1 1 1 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.95 1.00 Ped Bike Factor 0.98 0.97 0.97 0.97
Frt 0.850 0.850 0.850 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 1863 1458 1630 1863 1458 1630 1863 1458 1630 3539 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 1863 1431 1630 1863 1414 1630 1863 1411 1630 3539 1411 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 169 172 282 182
Link Speed (mph) 55 50 45 45
Link Distance (ft) 2597 2655 816 2647
Travel Time (s) 32.2 36.2 12.4 40.1
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 52 707 98 251 438 34 53 210 282 43 155 51 Shared Lane Traffic (%)
Lane Group Flow (vph) 52 707 98 251 438 34 53 210 282 43 155 51 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50 50 50 Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50 50 50 Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8 2 6
Detector Phase 7 4 4 3 8 8 5 2 2 1 6 6
Switch Phase
Lanes, Volumes, Timings PM 2041+Project
16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 10.0 38.4 38.4 9.7 38.4 38.4 9.3 35.6 35.6 9.3 35.6 35.6 Total Split (s) 10.0 50.0 50.0 23.0 63.0 63.0 9.3 37.0 37.0 10.0 37.7 37.7 Total Split (%) 8.3% 41.7% 41.7% 19.2% 52.5% 52.5% 7.8% 30.8% 30.8% 8.3% 31.4% 31.4% Maximum Green (s) 4.0 44.0 44.0 17.3 57.3 57.3 4.0 31.7 31.7 4.7 32.4 32.4 Yellow Time (s) 5.0 5.0 5.0 4.7 4.7 4.7 4.3 4.3 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -2.0 -2.0 -2.0 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lead Lag Lag Lag Lead Lead Lead Lag Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None None C-Min C-Min None C-Min C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 25.4 25.4 25.7 25.7 23.3 23.3 23.3 23.3 Pedestrian Calls (#/hr) 5 5 5 5 5 5 5 5
Act Effct Green (s) 9.3 50.9 50.9 21.0 65.0 65.0 5.8 25.4 25.4 8.8 28.6 28.6 Actuated g/C Ratio 0.08 0.42 0.42 0.18 0.54 0.54 0.05 0.21 0.21 0.07 0.24 0.24 v/c Ratio 0.41 0.89 0.14 0.88 0.43 0.04 0.68 0.53 0.54 0.36 0.18 0.11 Control Delay 63.5 47.9 0.4 81.5 23.9 0.1 96.2 48.0 8.4 61.6 37.0 0.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.5 47.9 0.4 81.5 23.9 0.1 96.2 48.0 8.4 61.6 37.0 0.4

LOS E D A F C A F D A E D A
Approach Delay 43.4 42.8 32.2 33.7
Approach LOS D D C C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 117 (98%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 115
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.89
Intersection Signal Delay: 39.6 Intersection LOS: D
Intersection Capacity Utilization 90.0% ICU Level of Service E Analysis Period (min) 15
Splits and Phases: 16: Akers St & Riggen Ave
HCM 2010 Signalized Intersection Summary PM 2041+Project 16: Akers St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 48 650 90 231 403 31 49 193 259 40 143 47 Future Volume (veh/h) 48 650 90 231 403 31 49 193 259 40 143 47 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 Adj Flow Rate, veh/h 52 707 98 251 438 34 53 210 282 43 155 51 Adj No. of Lanes 1 1 1 1 1 1 1 1 1 1 2 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 82 714 550 259 916 698 72 436 330 148 994 397 Arrive On Green 0.05 0.38 0.38 0.16 0.49 0.49 0.04 0.23 0.23 0.09 0.28 0.28 Sat Flow, veh/h 1634 1863 1434 1634 1863 1420 1634 1863 1409 1634 3539 1413 Grp Volume(v), veh/h 52 707 98 251 438 34 53 210 282 43 155 51 Grp Sat Flow(s),veh/h/ln 1634 1863 1434 1634 1863 1420 1634 1863 1409 1634 1770 1413 Q Serve(g_s), s 3.7 45.3 4.2 18.3 18.8 0.9 3.8 11.7 23.0 2.9 4.0 3.2 Cycle Q Clear(g_c), s 3.7 45.3 4.2 18.3 18.8 0.9 3.8 11.7 23.0 2.9 4.0 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 82 714 550 259 916 698 72 436 330 148 994 397 V/C Ratio(X) 0.64 0.99 0.18 0.97 0.48 0.05 0.73 0.48 0.85 0.29 0.16 0.13 Avail Cap(c_a), veh/h 82 714 550 259 916 698 72 512 388 148 994 397 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 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 55.9 36.8 14.4 50.2 20.3 6.4 56.7 39.7 44.0 50.9 32.5 32.2 Incr Delay (d2), s/veh 15.2 31.1 0.2 47.5 0.4 0.0 31.8 3.8 23.5 1.1 0.3 0.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 29.3 1.7 11.7 9.7 0.4 2.4 6.5 11.1 1.4 2.0 1.3 LnGrp Delay(d),s/veh 71.1 67.9 14.5 97.7 20.7 6.4 88.4 43.4 67.5 52.0 32.8 32.9 LnGrp LOS E E B F C A F D E D C C
Approach Vol, veh/h 857 723 545 249
Approach Delay, s/veh 62.0 46.7 60.3 36.1
Approach LOS E D E D
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.9 32.1 23.0 50.0 9.3 37.7 10.0 63.0 Change Period (Y+Rc), s 5.3 5.3 5.7 6.0 5.3 5.3 6.0 5.7 Max Green Setting (Gmax), s4.7 31.7 17.3 44.0 4.0 32.4 4.0 57.3 Max Q Clear Time (g_c+I1)4.9 , s 25.0 20.3 47.3 5.8 6.0 5.7 20.8 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 0.0 1.0 0.0 2.8 Intersection Summary
HCM 2010 Ctrl Delay 54.2
HCM 2010 LOS D
Lanes, Volumes, Timings PM 2041+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1011 53 78 1177 35 88
Future Volume (vph) 1011 53 78 1177 35 88
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor
Frt 0.993 0.903
Flt Protected 0.997 0.986
Satd. Flow (prot) 1850 0 0 1857 1528 0
Flt Permitted 0.997 0.986
Satd. Flow (perm) 1850 0 0 1857 1528 0
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1099 58 85 1279 38 96
Shared Lane Traffic (%)
Lane Group Flow (vph) 1157 0 0 1364 134 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 141.7% ICU Level of Service H Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 58.2
Movement EBT EBR WBL WBT NBL NBR
Traffic Vol, veh/h 1011 53 78 1177 35 88
Future Vol, veh/h 1011 53 78 1177 35 88
Conflicting Peds, #/hr 0 0 0 0 5 5
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 1099 58 85 1279 38 96
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 1162 0 2582 1133
Stage 1 - - - - 1133 -
Stage 2 - - - - 1449 -
Critical Hdwy - - 4.12 - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy - - 2.218 - 3.518 3.318
Pot Cap-1 Maneuver - - 601 - ~ 28 247
Stage 1 - - - - 307 -
Stage 2 - - - - 216 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 601 - ~ 14 246
Mov Cap-2 Maneuver - - - - ~ 14 -
Stage 1 - - - - 306 -
Stage 2 - - - - 110 -
Approach EB WB NB
HCM Control Delay, s 0 0.7 $ 1148.4

HCM LOS F
Minor Lane/Major MvmtNBLn1 EBT EBR WBL WBT
Capacity (veh/h) 43 - - 601 -
HCM Lane V/C Ratio 3.109 - - 0.141 -
HCM Control Delay (s)$ 1148.4 - - 12 0
HCM Lane LOS F - - B A
HCM 95th %tile Q(veh) 14.7 - - 0.5 -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon Lanes, Volumes, Timings PM 2041+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 272 652 216 466 443 148 120 764 296 247 934 268 Future Volume (vph) 272 652 216 466 443 148 120 764 296 247 934 268 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 280 155 155 155 255 0 210 0
Storage Lanes 1 1 2 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 1.00 0.97 0.95 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.98 0.99 0.98 1.00 0.99 1.00 0.99 Frt 0.850 0.850 0.958 0.967
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3539 1458 3162 3539 1458 1630 3373 0 1630 3399 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1623 3539 1426 3145 3539 1426 1627 3373 0 1628 3399 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 172 169 49 37
Link Speed (mph) 50 50 45 45
Link Distance (ft) 2640 2884 2701 1173
Travel Time (s) 36.0 39.3 40.9 17.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 296 709 235 507 482 161 130 830 322 268 1015 291 Shared Lane Traffic (%)
Lane Group Flow (vph) 296 709 235 507 482 161 130 1152 0 268 1306 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Perm Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 8
Detector Phase 7 4 4 5 3 8 8 1 5 2 1 6
Switch Phase
Lanes, Volumes, Timings PM 2041+Project
18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.7 27.0 27.0 9.7 28.4 28.4 9.3 38.4 9.3 38.4 Total Split (s) 25.0 29.2 29.2 24.2 28.4 28.4 14.6 41.0 25.6 52.0 Total Split (%) 20.8% 24.3% 24.3% 20.2% 23.7% 23.7% 12.2% 34.2% 21.3% 43.3% Maximum Green (s) 19.3 23.5 23.5 18.5 22.7 22.7 9.3 35.7 20.3 46.7 Yellow Time (s) 4.7 4.7 4.7 4.7 4.7 4.7 4.3 4.3 4.3 4.3 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) -1.7 -1.7 -1.7 -1.7 -1.7 -1.7 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lag Lag Lag Lead Lead Lead Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode C-Max C-Max C-Max None None None None Min None Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 14.3 14.3 15.7 15.7 26.1 26.1
Pedestrian Calls (#/hr) 5 5 5 5 5 5
Act Effct Green (s) 23.2 25.2 25.2 20.2 22.2 22.2 10.6 37.1 21.5 48.0 Actuated g/C Ratio 0.19 0.21 0.21 0.17 0.18 0.18 0.09 0.31 0.18 0.40 v/c Ratio 0.94 0.95 0.54 0.95 0.74 0.40 0.91 1.07 0.92 0.95 Control Delay 92.3 78.5 29.8 78.7 53.2 8.4 108.9 86.4 84.9 48.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 92.3 78.5 29.8 78.7 53.2 8.4 108.9 86.4 84.9 48.5

LOS F E C E D A F F F D
Approach Delay 72.5 58.2 88.7 54.7
Approach LOS E E F D
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 80.4 (67%), Referenced to phase 4:EBT and 7:EBL, Start of Green Natural Cycle: 130
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.07
Intersection Signal Delay: 68.0 Intersection LOS: E
Intersection Capacity Utilization 91.4% ICU Level of Service F Analysis Period (min) 15
Splits and Phases: 18: Demaree St & Riggen Ave
HCM 2010 Signalized Intersection Summary PM 2041+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 272 652 216 466 443 148 120 764 296 247 934 268 Future Volume (veh/h) 272 652 216 466 443 148 120 764 296 247 934 268 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 296 709 235 507 482 161 130 830 322 268 1015 291 Adj No. of Lanes 1 2 1 2 2 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 330 743 300 534 625 252 144 765 296 294 1080 308 Arrive On Green 0.20 0.21 0.21 0.17 0.18 0.18 0.09 0.31 0.30 0.18 0.40 0.39 Sat Flow, veh/h 1634 3539 1428 3170 3539 1425 1634 2481 960 1634 2701 769 Grp Volume(v), veh/h 296 709 235 507 482 161 130 591 561 268 663 643 Grp Sat Flow(s),veh/h/ln 1634 1770 1428 1585 1770 1425 1634 1770 1672 1634 1770 1701 Q Serve(g_s), s 21.2 23.7 18.7 19.0 15.6 8.4 9.5 37.0 37.0 19.3 43.1 43.8 Cycle Q Clear(g_c), s 21.2 23.7 18.7 19.0 15.6 8.4 9.5 37.0 37.0 19.3 43.1 43.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.57 1.00 0.45
Lane Grp Cap(c), veh/h 330 743 300 534 625 252 144 546 516 294 708 680 V/C Ratio(X) 0.90 0.95 0.78 0.95 0.77 0.64 0.90 1.08 1.09 0.91 0.94 0.95 Avail Cap(c_a), veh/h 330 743 300 534 720 290 144 546 516 294 708 680 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.09 0.09 0.09 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 46.8 44.8 49.4 47.1 20.3 54.2 41.5 41.9 48.3 34.5 35.0 Incr Delay (d2), s/veh 25.9 23.5 18.3 26.9 4.5 3.8 7.4 41.2 43.0 30.6 19.8 22.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln11.9 14.0 8.9 10.3 8.0 3.6 4.6 24.3 23.2 11.2 24.9 24.7 LnGrp Delay(d),s/veh 72.6 70.3 63.1 76.3 51.6 24.1 61.6 82.7 84.8 78.9 54.4 57.2 LnGrp LOS E E E E D C E F F E D E
Approach Vol, veh/h 1240 1150 1282 1574
Approach Delay, s/veh 69.5 58.6 81.5 59.7
Approach LOS E E F E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.6 41.0 24.2 29.2 14.6 52.0 28.2 25.2 Change Period (Y+Rc), s 5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7 Max Green Setting (Gmax)20.3 , s 35.7 18.5 23.5 9.3 46.7 19.3 22.7 Max Q Clear Time (g_c+I121.3 ), s 39.0 21.0 25.7 11.5 45.8 23.2 17.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.8 0.0 1.3 Intersection Summary
HCM 2010 Ctrl Delay 67.1
HCM 2010 LOS E
Notes
HCM 2010 Signalized Intersection Summary PM 2041+Project 18: Demaree St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved changes to right turn type.

Lanes, Volumes, Timings PM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 70 785 167 114 608 68 121 79 95 44 94 63 Future Volume (vph) 70 785 167 114 608 68 121 79 95 44 94 63 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor
Frt 0.974 0.985 0.918 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3447 0 1630 3486 0 1630 3249 0 1630 1863 1458 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3447 0 1630 3486 0 1630 3249 0 1630 1863 1458 Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 76 853 182 124 661 74 132 86 103 48 102 68 Shared Lane Traffic (%)
Lane Group Flow (vph) 76 1035 0 124 735 0 132 189 0 48 102 68 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 56.6
Intersection LOS F
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 70 785 167 0 114 608 68 0 121 79 95 Future Vol, veh/h 0 70 785 167 0 114 608 68 0 121 79 95 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 76 853 182 0 124 661 74 0 132 86 103
Number of Lanes 0 1 2 0 0 1 2 0 0 1 2 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 3
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 3 3 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 3 3 3
HCM Control Delay 73.8 57.3 21.2

HCM LOS F F C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
Vol Thru, % 0% 100% 22% 0% 100% 61% 0% 100% 75% 0% 100% Vol Right, % 0% 0% 78% 0% 0% 39% 0% 0% 25% 0% 0%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 121 53 121 70 523 429 114 405 271 44 94 LT Vol 121 0 0 70 0 0 114 0 0 44 0
Through Vol 0 53 26 0 523 262 0 405 203 0 94
RT Vol 0 0 95 0 0 167 0 0 68 0 0
Lane Flow Rate 132 57 132 76 569 466 124 441 294 48 102 Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.435 0.182 0.399 0.214 1 1 0.356 1 0.789 0.163 0.334 Departure Headway (Hd) 11.917 11.422 10.88 10.123 9.633 9.366 10.329 9.834 9.66 12.265 11.772 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 303 314 331 354 381 387 348 370 374 292 306
Service Time 9.694 9.199 8.657 7.913 7.424 7.157 8.097 7.602 7.428 10.04 9.546 HCM Lane V/C Ratio 0.436 0.182 0.399 0.215 1.493 1.204 0.356 1.192 0.786 0.164 0.333 HCM Control Delay 23.6 16.7 20.7 15.7 78.6 77.4 18.7 79.4 40.5 17.4 20.4 HCM Lane LOS C C C C F F C F E C C
HCM 95th-tile Q 2.1 0.7 1.9 0.8 11.8 11.9 1.6 11.7 6.7 0.6 1.4 HCM 2010 AWSC PM 2041+Project
19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 44 94 63
Future Vol, veh/h 0 44 94 63
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 48 102 68
Number of Lanes 0 1 1 1
Approach SB
Opposing Approach NB
Opposing Lanes 3
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 18.6

HCM LOS C
Lane SBLn3
Lanes, Volumes, Timings PM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 87 470 197 43 270 52 105 75 25 29 104 49 Future Volume (vph) 87 470 197 43 270 52 105 75 25 29 104 49 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 150 0 150 0 0 0 0 0
Storage Lanes 1 0 1 0 0 0 0 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 Frt 0.956 0.976 0.984 0.964
Flt Protected 0.950 0.950 0.975 0.992
Satd. Flow (prot) 1630 3383 0 1630 3454 0 0 1787 0 0 1781 0 Flt Permitted 0.950 0.950 0.975 0.992
Satd. Flow (perm) 1630 3383 0 1630 3454 0 0 1787 0 0 1781 0 Link Speed (mph) 55 45 55 55
Link Distance (ft) 259 2655 897 1333
Travel Time (s) 3.2 40.2 11.1 16.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 95 511 214 47 293 57 114 82 27 32 113 53 Shared Lane Traffic (%)
Lane Group Flow (vph) 95 725 0 47 350 0 0 223 0 0 198 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 0 0
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Sign Control Stop Stop Stop Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 57.3% ICU Level of Service B Analysis Period (min) 15
HCM 2010 AWSC PM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh 20.1
Intersection LOS C
Movement EBU EBL EBT EBR WBU WBL WBT WBR NBU NBL NBT NBR Traffic Vol, veh/h 0 87 470 197 0 43 270 52 0 105 75 25 Future Vol, veh/h 0 87 470 197 0 43 270 52 0 105 75 25
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 95 511 214 0 47 293 57 0 114 82 27
Number of Lanes 0 1 2 0 0 1 2 0 0 0 1 0
Approach EB WB NB
Opposing Approach WB EB SB
Opposing Lanes 3 3 1
Conflicting Approach Left SB NB EB
Conflicting Lanes Left 1 1 3
Conflicting Approach Right NB SB WB
Conflicting Lanes Right 1 1 3
HCM Control Delay 23.4 14.7 19.9

HCM LOS C B C
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1
Vol Left, % 51% 100% 0% 0% 100% 0% 0% 16%
Vol Thru, % 37% 0% 100% 44% 0% 100% 63% 57%
Vol Right, % 12% 0% 0% 56% 0% 0% 37% 27%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 205 87 313 354 43 180 142 182
LT Vol 105 87 0 0 43 0 0 29
Through Vol 75 0 313 157 0 180 90 104
RT Vol 25 0 0 197 0 0 52 49
Lane Flow Rate 223 95 341 384 47 196 154 198
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.518 0.202 0.68 0.725 0.108 0.422 0.322 0.45 Departure Headway (Hd) 8.367 7.707 7.19 6.788 8.286 7.768 7.502 8.19 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 430 464 501 531 431 462 478 439
Service Time 6.136 5.471 4.954 4.551 6.057 5.538 5.272 5.96 HCM Lane V/C Ratio 0.519 0.205 0.681 0.723 0.109 0.424 0.322 0.451 HCM Control Delay 19.9 12.4 24 25.5 12.1 16.1 13.8 17.5 HCM Lane LOS C B C D B C B C
HCM 95th-tile Q 2.9 0.7 5.1 5.9 0.4 2.1 1.4 2.3
HCM 2010 AWSC PM 2041+Project
20: Linwood St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Intersection Delay, s/veh
Intersection LOS
Movement SBU SBL SBT SBR
Traffic Vol, veh/h 0 29 104 49
Future Vol, veh/h 0 29 104 49
Peak Hour Factor 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2
Mvmt Flow 0 32 113 53
Number of Lanes 0 0 1 0
Approach SB
Opposing Approach NB
Opposing Lanes 1
Conflicting Approach Left WB
Conflicting Lanes Left 3
Conflicting Approach Right EB
Conflicting Lanes Right 3
HCM Control Delay 17.5

HCM LOS C
Lane
Lanes, Volumes, Timings PM 2041+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 93 221 72 140 130 50 173 1803 540 61 1027 70 Future Volume (vph) 93 221 72 140 130 50 173 1803 540 61 1027 70 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 210 0 300 160 200 0 150 0
Storage Lanes 1 0 1 1 1 0 1 0
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 1.00 1.00 1.00 0.95 0.95 1.00 0.95 0.95 Ped Bike Factor 1.00 0.96 1.00 1.00
Frt 0.963 0.850 0.965 0.990
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3408 0 1630 1863 1458 1630 3401 0 1630 3504 0 Flt Permitted 0.950 0.950 0.950 0.950
Satd. Flow (perm) 1630 3408 0 1622 1863 1401 1622 3401 0 1630 3504 0 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 34 168 50 8
Link Speed (mph) 45 45 45 45
Link Distance (ft) 2655 1321 2631 2701
Travel Time (s) 40.2 20.0 39.9 40.9
Confl. Peds. (#/hr) 5 5 5 5
Confl. Bikes (#/hr) 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 101 240 78 152 141 54 188 1960 587 66 1116 76 Shared Lane Traffic (%)
Lane Group Flow (vph) 101 318 0 152 141 54 188 2547 0 66 1192 0 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 12 12 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Prot NA Prot NA Perm Prot NA Prot NA
Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 8
Detector Phase 7 4 3 8 8 5 2 1 6
Switch Phase
Lanes, Volumes, Timings PM 2041+Project
21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 9.3 28.4 9.3 22.5 22.5 9.3 37.0 9.3 23.3 Total Split (s) 17.0 28.4 14.0 25.4 25.4 19.0 66.3 9.3 56.6 Total Split (%) 14.4% 24.1% 11.9% 21.5% 21.5% 16.1% 56.2% 7.9% 48.0% Maximum Green (s) 11.7 23.1 8.7 20.1 20.1 13.7 61.0 4.0 51.3 Yellow Time (s) 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3 4.3
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 -1.3 Total Lost Time (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Lead/Lag Lead Lead Lag Lag Lag Lead Lag Lead Lag
Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None None None C-Min None C-Min Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 16.1 0.0 0.0 24.7 0.0
Pedestrian Calls (#/hr) 5 0 0 5 0
Act Effct Green (s) 11.9 17.2 17.1 22.4 22.4 15.1 62.3 5.4 52.6 Actuated g/C Ratio 0.10 0.15 0.14 0.19 0.19 0.13 0.53 0.05 0.45 v/c Ratio 0.62 0.60 0.64 0.40 0.13 0.90 1.40 0.89 0.76
Control Delay 66.9 46.4 62.5 46.4 0.7 92.6 209.5 132.9 31.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 66.9 46.4 62.5 46.4 0.7 92.6 209.5 132.9 31.2

LOS E D E D A F F F C
Approach Delay 51.4 46.3 201.5 36.5
Approach LOS D D F D
Intersection Summary
Area Type: Other
Cycle Length: 118
Actuated Cycle Length: 118
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBT, Start of Green Natural Cycle: 145
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.40
Intersection Signal Delay: 133.4 Intersection LOS: F
Intersection Capacity Utilization 101.0% ICU Level of Service G Analysis Period (min) 15
Splits and Phases: 21: Demaree St & Ferguson Ave
HCM 2010 Signalized Intersection Summary PM 2041+Project 21: Demaree St & Ferguson Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 93 221 72 140 130 50 173 1803 540 61 1027 70 Future Volume (veh/h) 93 221 72 140 130 50 173 1803 540 61 1027 70 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1716 1716 1863 1750 1716 1863 1750 Adj Flow Rate, veh/h 101 240 78 152 141 54 188 1960 587 66 1116 76 Adj No. of Lanes 1 2 0 1 1 1 1 2 0 1 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 140 346 110 138 242 184 208 1638 465 73 1754 119 Arrive On Green 0.09 0.13 0.12 0.08 0.13 0.13 0.13 0.60 0.59 0.04 0.52 0.51 Sat Flow, veh/h 1634 2645 839 1634 1863 1419 1634 2713 770 1634 3363 229 Grp Volume(v), veh/h 101 159 159 152 141 54 188 1241 1306 66 587 605 Grp Sat Flow(s),veh/h/ln 1634 1770 1715 1634 1863 1419 1634 1770 1713 1634 1770 1822 Q Serve(g_s), s 7.1 10.1 10.5 10.0 8.4 4.1 13.4 71.3 71.3 4.7 28.0 28.1 Cycle Q Clear(g_c), s 7.1 10.1 10.5 10.0 8.4 4.1 13.4 71.3 71.3 4.7 28.0 28.1 Prop In Lane 1.00 0.49 1.00 1.00 1.00 0.45 1.00 0.13
Lane Grp Cap(c), veh/h 140 232 224 138 242 184 208 1069 1034 73 923 951 V/C Ratio(X) 0.72 0.68 0.71 1.10 0.58 0.29 0.91 1.16 1.26 0.90 0.64 0.64 Avail Cap(c_a), veh/h 180 366 355 138 338 257 208 1069 1034 73 923 951 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.31 0.31 0.31 Uniform Delay (d), s/veh 52.6 49.0 49.4 54.0 48.3 46.4 50.8 23.4 23.7 56.1 20.2 20.3 Incr Delay (d2), s/veh 9.6 3.6 4.1 105.1 2.2 0.9 37.5 83.1 126.1 33.2 1.1 1.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.6 5.2 5.3 8.5 4.5 1.6 8.2 59.1 69.6 2.8 14.0 14.4 LnGrp Delay(d),s/veh 62.1 52.5 53.6 159.1 50.6 47.3 88.3 106.5 149.8 89.3 21.3 21.3 LnGrp LOS E D D F D D F F F F C C
Approach Vol, veh/h 419 347 2735 1258
Approach Delay, s/veh 55.2 97.6 125.9 24.8
Approach LOS E F F C
Timer 1 2 3 4 5 6 7 8
Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.3 75.3 14.0 19.4 19.0 65.6 14.1 19.3 Change Period (Y+Rc), s 5.3 5.3 5.3 5.3 5.3 5.3 5.3 5.3 Max Green Setting (Gmax), s4.0 61.0 8.7 23.1 13.7 51.3 11.7 20.1 Max Q Clear Time (g_c+I1)6.7 , s 73.3 12.0 12.5 15.4 30.1 9.1 10.4 Green Ext Time (p_c), s 0.0 0.0 0.0 0.8 0.0 19.3 0.1 0.9 Intersection Summary
HCM 2010 Ctrl Delay 90.9
HCM 2010 LOS F
Lanes, Volumes, Timings PM 2041+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 36 2 0 44 2 0
Future Volume (vph) 36 2 0 44 2 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.865
Flt Protected 0.950 0.950
Satd. Flow (prot) 0 1611 1611 0 0 1770
Flt Permitted 0.950 0.950
Satd. Flow (perm) 0 1611 1611 0 0 1770
Link Speed (mph) 55 55 55
Link Distance (ft) 402 380 404
Travel Time (s) 5.0 4.7 5.0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 39 2 0 48 2 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 39 2 48 0 0 2
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
22: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 4
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 36 2 0 44 2 0
Future Vol, veh/h 36 2 0 44 2 0
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 39 2 0 48 2 0
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 28 24 0 0 48 0
Stage 1 24 - - - - -
Stage 2 4 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 987 1052 - - 1559 -
Stage 1 999 - - - - -
Stage 2 1019 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 986 1052 - - 1559 -
Mov Cap-2 Maneuver 986 - - - - -
Stage 1 999 - - - - -
Stage 2 1018 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.4 0 7.3

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 1052 1559 -
HCM Lane V/C Ratio - - 0.002 0.001 -
HCM Control Delay (s) - - 8.4 7.3 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
Lanes, Volumes, Timings PM 2041+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 78 2 44 96 3 36
Future Volume (vph) 78 2 44 96 3 36
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.865 0.908
Flt Protected 0.950 0.996
Satd. Flow (prot) 0 1611 1691 0 0 1855
Flt Permitted 0.950 0.996
Satd. Flow (perm) 0 1611 1691 0 0 1855
Link Speed (mph) 55 55 55
Link Distance (ft) 400 574 380
Travel Time (s) 5.0 7.1 4.7
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 85 2 48 104 3 39
Shared Lane Traffic (%)
Lane Group Flow (vph) 85 2 152 0 0 42
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 9 15
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
23: Linwood St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBT
Traffic Vol, veh/h 78 2 44 96 3 36
Future Vol, veh/h 78 2 44 96 3 36
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 85 2 48 104 3 39
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 146 100 0 0 152 0
Stage 1 100 - - - - -
Stage 2 46 - - - - -
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 846 956 - - 1429 -
Stage 1 924 - - - - -
Stage 2 976 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 844 956 - - 1429 -
Mov Cap-2 Maneuver 844 - - - - -
Stage 1 924 - - - - -
Stage 2 974 - - - - -
Approach WB NB SB
HCM Control Delay, s 8.8 0 0.6

HCM LOS A
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 956 1429 -
HCM Lane V/C Ratio - - 0.002 0.002 -
HCM Control Delay (s) - - 8.8 7.5 0
HCM Lane LOS - - A A A
HCM 95th %tile Q(veh) - - 0 0 -
Lanes, Volumes, Timings PM 2041+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 60 120 134 40 32 48
Future Volume (vph) 60 120 134 40 32 48
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt 0.969 0.865
Flt Protected 0.984 0.950
Satd. Flow (prot) 0 1833 1805 0 0 1611
Flt Permitted 0.984 0.950
Satd. Flow (perm) 0 1833 1805 0 0 1611
Link Speed (mph) 55 55 55
Link Distance (ft) 388 640 353
Travel Time (s) 4.8 7.9 4.4
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 65 130 146 43 35 52
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 195 189 0 35 52
Enter Blocked Intersection No No No No No No
Lane Alignment Left Left Left Right Left Right
Median Width(ft) 0 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Stop
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization Err% ICU Level of Service H Analysis Period (min) 15
HCM 2010 TWSC PM 2041+Project
24: Shannon Prkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT WBT WBR SBL SBR
Traffic Vol, veh/h 60 120 134 40 32 48
Future Vol, veh/h 60 120 134 40 32 48
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - - 0
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 65 130 146 43 35 52
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 189 0 - 0 428 167
Stage 1 - - - - 167 -
Stage 2 - - - - 261 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1385 - - - 584 877
Stage 1 - - - - 863 -
Stage 2 - - - - 783 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1385 - - - 554 877
Mov Cap-2 Maneuver - - - - 554 -
Stage 1 - - - - 863 -
Stage 2 - - - - 743 -
Approach EB WB SB
HCM Control Delay, s 2.6 0 9.4

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBRSBLn1
Capacity (veh/h) 1385 - - - 877
HCM Lane V/C Ratio 0.047 - - - 0.059
HCM Control Delay (s) 7.7 0 - - 9.4
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.1 - - - 0.2
Lanes, Volumes, Timings PM 2041+Project
3001: Demaree St 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (vph) 0 0 0 0 0 0
Future Volume (vph) 0 0 0 0 0 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frt
Flt Protected
Satd. Flow (prot) 1863 0 0 1863 1863 0
Flt Permitted
Satd. Flow (perm) 1863 0 0 1863 1863 0
Link Speed (mph) 55 45 45
Link Distance (ft) 2658 280 1260
Travel Time (s) 33.0 4.2 19.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 0 0 0 0 0 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 0 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 12 0 0
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00
Turning Speed (mph) 15 9 15 9
Sign Control Free Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized
Intersection Capacity Utilization 0.0% ICU Level of Service A Analysis Period (min) 15
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 120 36 1120 385 53 905
Future Volume (vph) 120 36 1120 385 53 905
Ideal Flow (vphpl) 1750 1750 1900 1750 1750 1900
Storage Length (ft) 0 0 0 105
Storage Lanes 1 1 0 1
Taper Length (ft) 25 25
Lane Util. Factor 1.00 1.00 0.95 0.95 1.00 0.95
Ped Bike Factor 0.99 0.98
Frt 0.850 0.962
Flt Protected 0.950 0.950
Satd. Flow (prot) 1630 1458 3405 0 1630 3539
Flt Permitted 0.950 0.118
Satd. Flow (perm) 1618 1428 3405 0 202 3539
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 39 96
Link Speed (mph) 55 45 45
Link Distance (ft) 2098 668 791
Travel Time (s) 26.0 10.1 12.0
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 130 39 1217 418 58 984
Shared Lane Traffic (%)
Lane Group Flow (vph) 130 39 1635 0 58 984
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Right Left Left
Median Width(ft) 12 12 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.11 1.00 1.11 1.11 1.00
Turning Speed (mph) 15 9 9 15
Number of Detectors 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0
Turn Type Prot Perm NA Perm NA
Protected Phases 8 2 6
Permitted Phases 8 6
Detector Phase 8 8 2 6 6
Switch Phase
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group WBL WBR NBT NBR SBL SBT
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5
Total Split (s) 31.0 31.0 59.0 59.0 59.0
Total Split (%) 34.4% 34.4% 65.6% 65.6% 65.6%
Maximum Green (s) 26.5 26.5 54.5 54.5 54.5
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0
Recall Mode None None C-Max C-Max C-Max
Walk Time (s) 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0 0
Act Effct Green (s) 12.5 12.5 68.5 68.5 68.5
Actuated g/C Ratio 0.14 0.14 0.76 0.76 0.76
v/c Ratio 0.58 0.17 0.63 0.38 0.37
Control Delay 45.7 12.3 4.7 13.4 4.4
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay 45.7 12.3 4.7 13.4 4.4

LOS D B A B A
Approach Delay 38.0 4.7 4.9
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBT and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.63
Intersection Signal Delay: 6.7 Intersection LOS: A
Intersection Capacity Utilization 63.7% ICU Level of Service B Analysis Period (min) 15
Splits and Phases: 13: Demaree St & Shannon Pkwy
HCM 2010 Signalized Intersection Summary PM 2041+Project with Mitigation� 13: Demaree St & Shannon Pkwy 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 120 36 1120 385 53 905
Future Volume (veh/h) 120 36 1120 385 53 905
Number 3 18 2 12 1 6
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1716 1716 1863 1750 1716 1863
Adj Flow Rate, veh/h 130 39 1217 418 58 984
Adj No. of Lanes 1 1 2 0 1 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 169 151 2076 695 304 2819
Arrive On Green 0.10 0.10 1.00 1.00 0.80 0.80
Sat Flow, veh/h 1634 1458 2700 872 282 3632
Grp Volume(v), veh/h 130 39 816 819 58 984
Grp Sat Flow(s),veh/h/ln 1634 1458 1770 1709 282 1770
Q Serve(g_s), s 7.0 2.2 0.0 0.0 4.7 7.1
Cycle Q Clear(g_c), s 7.0 2.2 0.0 0.0 4.7 7.1
Prop In Lane 1.00 1.00 0.51 1.00
Lane Grp Cap(c), veh/h 169 151 1410 1361 304 2819
V/C Ratio(X) 0.77 0.26 0.58 0.60 0.19 0.35
Avail Cap(c_a), veh/h 481 429 1410 1361 304 2819
HCM Platoon Ratio 1.00 1.00 2.00 2.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 0.92 0.92 1.00 1.00
Uniform Delay (d), s/veh 39.3 37.2 0.0 0.0 2.3 2.6
Incr Delay (d2), s/veh 7.2 0.9 1.6 1.8 1.4 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.5 0.9 0.6 0.7 0.5 3.6
LnGrp Delay(d),s/veh 46.5 38.1 1.6 1.8 3.7 2.9
LnGrp LOS D D A A A A
Approach Vol, veh/h 169 1635 1042
Approach Delay, s/veh 44.5 1.7 3.0
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 76.2 76.2 13.8
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 54.5 54.5 26.5
Max Q Clear Time (g_c+I1), s 2.0 9.1 9.0
Green Ext Time (p_c), s 25.5 23.9 0.5
Intersection Summary
HCM 2010 Ctrl Delay 4.7
HCM 2010 LOS A
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 60 0 36 5 970 45 63 884 0
Future Volume (vph) 0 0 0 60 0 36 5 970 45 63 884 0
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.95 0.95 0.95 Frt 0.949 0.993
Flt Protected 0.970 0.997
Satd. Flow (prot) 0 1863 0 0 1715 0 0 3514 0 0 3529 0
Flt Permitted 0.810 0.952 0.791
Satd. Flow (perm) 0 1863 0 0 1432 0 0 3346 0 0 2800 0
Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 32 10
Link Speed (mph) 55 55 45 45
Link Distance (ft) 579 1069 1173 668
Travel Time (s) 7.2 13.3 17.8 10.1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 65 0 39 5 1054 49 68 961 0
Shared Lane Traffic (%)
Lane Group Flow (vph) 0 0 0 0 104 0 0 1108 0 0 1029 0
Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 0 0 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Turn Type Perm NA Perm NA Perm NA
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6
Detector Phase 4 4 8 8 2 2 6 6
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 28.0 28.0 28.0 28.0 62.0 62.0 62.0 62.0 Total Split (%) 31.1% 31.1% 31.1% 31.1% 68.9% 68.9% 68.9% 68.9% Maximum Green (s) 23.5 23.5 23.5 23.5 57.5 57.5 57.5 57.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0
Recall Mode None None None None C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0
Act Effct Green (s) 10.0 73.9 73.9
Actuated g/C Ratio 0.11 0.82 0.82
v/c Ratio 0.56 0.40 0.45
Control Delay 37.3 3.6 2.9
Queue Delay 0.0 0.0 0.0
Total Delay 37.3 3.6 2.9

LOS D A A
Approach Delay 37.3 3.6 2.9
Approach LOS D A A
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 55
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 0.56
Intersection Signal Delay: 4.8 Intersection LOS: A
Intersection Capacity Utilization 71.4% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 15: Demaree St & Flagstaff Ave
HCM 2010 Signalized Intersection Summary PM 2041+Project with Mitigation� 15: Demaree St & Flagstaff Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 60 0 36 5 970 45 63 884 0
Future Volume (veh/h) 0 0 0 60 0 36 5 970 45 63 884 0
Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1900 1863 1900 1900 1863 1900 1900 1863 1900 1900 1863 1900 Adj Flow Rate, veh/h 0 0 0 65 0 39 5 1054 49 68 961 0
Adj No. of Lanes 0 1 0 0 1 0 0 2 0 0 2 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 0 161 0 140 5 48 43 2737 127 174 2356 0
Arrive On Green 0.00 0.00 0.00 0.09 0.00 0.09 0.81 0.81 0.81 1.00 1.00 0.00 Sat Flow, veh/h 0 1863 0 870 59 557 3 3364 156 158 2981 0 Grp Volume(v), veh/h 0 0 0 104 0 0 584 0 524 488 541 0
Grp Sat Flow(s),veh/h/ln 0 1863 0 1486 0 0 1856 0 1668 1444 1610 0 Q Serve(g_s), s 0.0 0.0 0.0 5.7 0.0 0.0 0.0 0.0 7.7 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 0.0 0.0 6.2 0.0 0.0 7.7 0.0 7.7 0.0 0.0 0.0 Prop In Lane 0.00 0.00 0.62 0.37 0.01 0.09 0.14 0.00
Lane Grp Cap(c), veh/h 0 161 0 193 0 0 1550 0 1357 1220 1310 0 V/C Ratio(X) 0.00 0.00 0.00 0.54 0.00 0.00 0.38 0.00 0.39 0.40 0.41 0.00 Avail Cap(c_a), veh/h 0 486 0 451 0 0 1550 0 1357 1220 1310 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 0.00 0.00 0.00 1.00 0.00 0.00 0.29 0.00 0.29 0.93 0.93 0.00 Uniform Delay (d), s/veh 0.0 0.0 0.0 40.3 0.0 0.0 2.3 0.0 2.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.0 0.0 2.3 0.0 0.0 0.2 0.0 0.2 0.9 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.0 0.0 2.7 0.0 0.0 4.0 0.0 3.6 0.3 0.3 0.0 LnGrp Delay(d),s/veh 0.0 0.0 0.0 42.6 0.0 0.0 2.5 0.0 2.5 0.9 0.9 0.0 LnGrp LOS D A A A A
Approach Vol, veh/h 0 104 1108 1029
Approach Delay, s/veh 0.0 42.6 2.5 0.9
Approach LOS D A A
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 77.7 12.3 77.7 12.3
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 57.5 23.5 57.5 23.5
Max Q Clear Time (g_c+I1), s 9.7 0.0 2.0 8.2
Green Ext Time (p_c), s 13.9 0.0 14.2 0.2
Intersection Summary
HCM 2010 Ctrl Delay 3.6
HCM 2010 LOS A
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1011 53 78 1177 35 88
Future Volume (vph) 1011 53 78 1177 35 88
Ideal Flow (vphpl) 1900 1750 1750 1900 1750 1750
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Ped Bike Factor 0.98
Frt 0.993 0.903
Flt Protected 0.997 0.986
Satd. Flow (prot) 1850 0 0 1857 1501 0
Flt Permitted 0.578 0.986
Satd. Flow (perm) 1850 0 0 1077 1493 0
Right Turn on Red Yes Yes
Satd. Flow (RTOR) 7 89
Link Speed (mph) 50 50 55
Link Distance (ft) 2655 2640 1360
Travel Time (s) 36.2 36.0 16.9
Confl. Peds. (#/hr) 5 5
Confl. Bikes (#/hr) 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Adj. Flow (vph) 1099 58 85 1279 38 96
Shared Lane Traffic (%)
Lane Group Flow (vph) 1157 0 0 1364 134 0
Enter Blocked Intersection No No No No No No
Lane Alignment Left Right Left Left Left Right
Median Width(ft) 24 24 12
Link Offset(ft) 0 0 0
Crosswalk Width(ft) 16 16 16
Two way Left Turn Lane
Headway Factor 1.00 1.11 1.11 1.00 1.11 1.11
Turning Speed (mph) 9 15 15 9
Number of Detectors 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50
Trailing Detector (ft) 0 0 0 0
Detector 1 Position(ft) 0 0 0 0
Detector 1 Size(ft) 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex
Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0
Detector 1 Queue (s) 0.0 0.0 0.0 0.0
Detector 1 Delay (s) 0.0 0.0 0.0 0.0
Turn Type NA Perm NA Prot
Protected Phases 4 8 2
Permitted Phases 8
Detector Phase 4 8 8 2
Switch Phase
Minimum Initial (s) 4.0 4.0 4.0 4.0
Minimum Split (s) 22.5 22.5 22.5 22.5
Total Split (s) 97.5 97.5 97.5 22.5
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBT EBR WBL WBT NBL NBR
Total Split (%) 81.3% 81.3% 81.3% 18.8%
Maximum Green (s) 93.0 93.0 93.0 18.0
Yellow Time (s) 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.5 4.5 4.5
Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0
Recall Mode C-Max C-Max C-Max Max
Walk Time (s) 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0
Pedestrian Calls (#/hr) 0 0 0 0
Act Effct Green (s) 93.0 93.0 18.0
Actuated g/C Ratio 0.78 0.78 0.15
v/c Ratio 0.81 1.64 0.45
Control Delay 19.3 314.6 22.8
Queue Delay 0.0 0.0 0.0
Total Delay 19.3 314.6 22.8

LOS B F C
Approach Delay 19.3 314.6 22.8
Approach LOS B F C
Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 0 (0%), Referenced to phase 4:EBT and 8:WBTL, Start of Green Natural Cycle: 150
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.64
Intersection Signal Delay: 171.2 Intersection LOS: F
Intersection Capacity Utilization 148.4% ICU Level of Service H Analysis Period (min) 15
Splits and Phases: 17: Linwood St & Riggen Ave
HCM 2010 Signalized Intersection Summary PM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1011 53 78 1177 35 88
Future Volume (veh/h) 1011 53 78 1177 35 88
Number 4 14 3 8 5 12
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Adj Sat Flow, veh/h/ln 1863 1750 1750 1863 1716 1750
Adj Flow Rate, veh/h 1099 58 85 1279 38 96
Adj No. of Lanes 1 0 0 1 0 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 0 0
Cap, veh/h 1359 72 71 834 62 158
Arrive On Green 0.77 0.77 0.77 0.77 0.15 0.15
Sat Flow, veh/h 1754 93 51 1076 416 1051
Grp Volume(v), veh/h 0 1157 1364 0 135 0
Grp Sat Flow(s),veh/h/ln 0 1846 1127 0 1478 0
Q Serve(g_s), s 0.0 45.3 47.7 0.0 10.3 0.0
Cycle Q Clear(g_c), s 0.0 45.3 93.0 0.0 10.3 0.0
Prop In Lane 0.05 0.06 0.28 0.71
Lane Grp Cap(c), veh/h 0 1431 905 0 222 0
V/C Ratio(X) 0.00 0.81 1.51 0.00 0.61 0.00
Avail Cap(c_a), veh/h 0 1431 905 0 222 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.00 0.54 0.74 0.00 1.00 0.00
Uniform Delay (d), s/veh 0.0 8.1 20.4 0.0 47.7 0.0
Incr Delay (d2), s/veh 0.0 2.8 232.5 0.0 11.8 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.0 23.6 88.4 0.0 4.9 0.0
LnGrp Delay(d),s/veh 0.0 10.9 253.0 0.0 59.6 0.0
LnGrp LOS B F E
Approach Vol, veh/h 1157 1364 135
Approach Delay, s/veh 10.9 253.0 59.6
Approach LOS B F E
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 8
Phs Duration (G+Y+Rc), s 22.5 97.5 97.5
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.0 93.0 93.0
Max Q Clear Time (g_c+I1), s 12.3 47.3 95.0
Green Ext Time (p_c), s 0.2 28.9 0.0
Intersection Summary
HCM 2010 Ctrl Delay 137.7
HCM 2010 LOS F
Notes
HCM 2010 Signalized Intersection Summary PM 2041+Project with Mitigation� 17: Linwood St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
User approved volume balancing among the lanes for turning movement.

Lanes, Volumes, Timings PM 2041+Project with Mitigation� 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 70 785 167 114 608 68 121 79 95 44 94 63 Future Volume (vph) 70 785 167 114 608 68 121 79 95 44 94 63 Ideal Flow (vphpl) 1750 1900 1750 1750 1900 1750 1750 1900 1750 1750 1900 1750 Storage Length (ft) 250 0 160 0 195 0 130 130
Storage Lanes 1 0 1 0 1 0 1 1
Taper Length (ft) 25 25 25 25
Lane Util. Factor 1.00 0.95 0.95 1.00 0.95 0.95 1.00 0.95 0.95 1.00 1.00 1.00 Ped Bike Factor 1.00 0.99 1.00 1.00 0.99 0.99 0.99 0.98 Frt 0.974 0.985 0.918 0.850
Flt Protected 0.950 0.950 0.950 0.950
Satd. Flow (prot) 1630 3427 0 1630 3474 0 1630 3213 0 1630 1863 1458 Flt Permitted 0.285 0.155 0.691 0.633
Satd. Flow (perm) 487 3427 0 265 3474 0 1178 3213 0 1080 1863 1429 Right Turn on Red Yes Yes Yes Yes
Satd. Flow (RTOR) 38 18 96 68
Link Speed (mph) 50 50 55 55
Link Distance (ft) 2884 7452 1333 1674
Travel Time (s) 39.3 101.6 16.5 20.8
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Confl. Bikes (#/hr) 2 2 2 2
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 76 853 182 124 661 74 132 86 103 48 102 68 Shared Lane Traffic (%)
Lane Group Flow (vph) 76 1035 0 124 735 0 132 189 0 48 102 68 Enter Blocked Intersection No No No No No No No No No No No No Lane Alignment Left Left Right Left Left Right Left Left Right Left Left Right Median Width(ft) 24 24 12 12
Link Offset(ft) 0 0 0 0
Crosswalk Width(ft) 16 16 16 16
Two way Left Turn Lane
Headway Factor 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 1.11 1.00 1.11 Turning Speed (mph) 15 9 15 9 15 9 15 9
Number of Detectors 1 1 1 1 1 1 1 1 1
Detector Template
Leading Detector (ft) 50 50 50 50 50 50 50 50 50
Trailing Detector (ft) 0 0 0 0 0 0 0 0 0
Detector 1 Position(ft) 0 0 0 0 0 0 0 0 0
Detector 1 Size(ft) 50 50 50 50 50 50 50 50 50
Detector 1 Type Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Cl+Ex Detector 1 Channel
Detector 1 Extend (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Queue (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector 1 Delay (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Turn Type Perm NA Perm NA Perm NA Perm NA Perm
Protected Phases 4 8 2 6
Permitted Phases 4 8 2 6 6
Detector Phase 4 4 8 8 2 2 6 6 6
Switch Phase
Lanes, Volumes, Timings PM 2041+Project with Mitigation� 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Minimum Initial (s) 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 Minimum Split (s) 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 22.5 Total Split (s) 47.0 47.0 47.0 47.0 43.0 43.0 43.0 43.0 43.0 Total Split (%) 52.2% 52.2% 52.2% 52.2% 47.8% 47.8% 47.8% 47.8% 47.8% Maximum Green (s) 42.5 42.5 42.5 42.5 38.5 38.5 38.5 38.5 38.5 Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Lead/Lag
Lead-Lag Optimize?
Vehicle Extension (s) 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 Recall Mode None None None None C-Max C-Max C-Max C-Max C-Max Walk Time (s) 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0 7.0
Flash Dont Walk (s) 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 11.0 Pedestrian Calls (#/hr) 0 0 0 0 0 0 0 0 0
Act Effct Green (s) 39.6 39.6 39.6 39.6 41.4 41.4 41.4 41.4 41.4 Actuated g/C Ratio 0.44 0.44 0.44 0.44 0.46 0.46 0.46 0.46 0.46 v/c Ratio 0.36 0.68 1.06 0.48 0.24 0.12 0.10 0.12 0.10
Control Delay 20.9 21.4 129.9 18.1 17.8 8.1 16.2 15.9 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay 20.9 21.4 129.9 18.1 17.8 8.1 16.2 15.9 4.5

LOS C C F B B A B B A
Approach Delay 21.4 34.2 12.1 12.4
Approach LOS C C B B
Intersection Summary
Area Type: Other
Cycle Length: 90
Actuated Cycle Length: 90
Offset: 0 (0%), Referenced to phase 2:NBTL and 6:SBTL, Start of Green Natural Cycle: 60
Control Type: Actuated-Coordinated
Maximum v/c Ratio: 1.06
Intersection Signal Delay: 23.8 Intersection LOS: C
Intersection Capacity Utilization 71.3% ICU Level of Service C Analysis Period (min) 15
Splits and Phases: 19: Country Center St & Riggen Ave
HCM 2010 Signalized Intersection Summary PM 2041+Project with Mitigation� 19: Country Center St & Riggen Ave 6/28/2022
5:00 pm Baseline Synchro 9 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 785 167 114 608 68 121 79 95 44 94 63 Future Volume (veh/h) 70 785 167 114 608 68 121 79 95 44 94 63 Number 7 4 14 3 8 18 5 2 12 1 6 16
Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.98 1.00 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 Adj Sat Flow, veh/h/ln 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1716 Adj Flow Rate, veh/h 76 853 182 124 661 74 132 86 103 48 102 68 Adj No. of Lanes 1 2 0 1 2 0 1 2 0 1 1 1
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 302 1364 291 205 1511 169 519 757 666 503 797 614 Arrive On Green 0.47 0.47 0.47 0.47 0.47 0.47 0.43 0.43 0.43 0.43 0.43 0.43 Sat Flow, veh/h 662 2888 616 500 3200 358 1112 1770 1557 1093 1863 1434 Grp Volume(v), veh/h 76 523 512 124 365 370 132 86 103 48 102 68 Grp Sat Flow(s),veh/h/ln 662 1770 1734 500 1770 1788 1112 1770 1557 1093 1863 1434 Q Serve(g_s), s 7.8 19.9 19.9 22.2 12.3 12.4 7.3 2.6 3.6 2.5 3.0 2.6 Cycle Q Clear(g_c), s 20.2 19.9 19.9 42.2 12.3 12.4 10.3 2.6 3.6 6.2 3.0 2.6 Prop In Lane 1.00 0.36 1.00 0.20 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 302 836 819 205 836 844 519 757 666 503 797 614 V/C Ratio(X) 0.25 0.63 0.63 0.60 0.44 0.44 0.25 0.11 0.15 0.10 0.13 0.11 Avail Cap(c_a), veh/h 302 836 819 205 836 844 519 757 666 503 797 614 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.17 0.17 0.17 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.5 17.8 17.8 33.6 15.8 15.8 18.7 15.5 15.8 17.7 15.6 15.5 Incr Delay (d2), s/veh 0.1 0.3 0.3 4.9 0.4 0.4 1.2 0.3 0.5 0.4 0.3 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 9.6 9.5 3.3 6.1 6.1 2.4 1.4 1.7 0.8 1.6 1.1 LnGrp Delay(d),s/veh 22.6 18.0 18.0 38.5 16.2 16.2 19.9 15.8 16.3 18.0 15.9 15.8 LnGrp LOS C B B D B B B B B B B B
Approach Vol, veh/h 1111 859 321 218
Approach Delay, s/veh 18.4 19.4 17.6 16.4
Approach LOS B B B B
Timer 1 2 3 4 5 6 7 8
Assigned Phs 2 4 6 8
Phs Duration (G+Y+Rc), s 43.0 47.0 43.0 47.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 38.5 42.5 38.5 42.5
Max Q Clear Time (g_c+I1), s 12.3 22.2 8.2 44.2
Green Ext Time (p_c), s 2.1 10.0 2.2 0.0
Intersection Summary
HCM 2010 Ctrl Delay 18.4
HCM 2010 LOS B
Traffic Study 646-02
4Creeks Tentative Development
Visalia, CA 63

SIGNAL WARRANTS

COUNT DATA
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 2 2 2 1 7 1 1 0 0 2 9
1:00 AM 2 0 0 2 4 0 0 0 0 0 4
2:00 AM 1 0 1 1 3 0 0 2 1 3 6
3:00 AM 0 1 1 0 2 1 2 1 0 4 6
4:00 AM 1 0 3 1 5 4 2 11 11 28 33
5:00 AM 2 2 4 4 12 9 15 15 21 60 72
6:00 AM 8 5 10 10 33 16 21 25 29 91 124
7:00 AM 16 9 13 20 58 26 29 32 23 110 168
8:00 AM 14 16 11 7 48 19 16 25 20 80 128
9:00 AM 11 12 16 9 48 9 12 10 17 48 96
10:00 AM 5 6 10 10 31 6 6 11 4 27 58
11:00 AM 6 14 11 6 37 11 10 10 10 41 78
12:00 PM 8 9 13 9 39 11 12 11 6 40 79
1:00 PM 8 15 13 16 52 11 12 13 6 42 94
2:00 PM 18 16 13 24 71 9 12 15 13 49 120
3:00 PM 15 30 32 27 104 17 7 11 13 48 152
4:00 PM 25 33 25 21 104 10 16 9 10 45 149
5:00 PM 22 33 29 23 107 10 12 13 8 43 150
6:00 PM 18 12 19 14 63 6 10 12 7 35 98
7:00 PM 8 10 7 5 30 6 4 5 9 24 54
8:00 PM 10 10 6 7 33 6 7 3 5 21 54
9:00 PM 2 5 7 10 24 3 2 4 2 11 35
10:00 PM 6 3 4 2 15 5 5 3 4 17 32
11:00 PM 2 2 2 3 9 0 1 0 0 1 10
939 870
AM% 43.2% AM Peak 168 7:00 am to 8:00 am AM P.H.F. 0.93 PM% 56.8% PM Peak 167 3:30 pm to 4:30 pm PM P.H.F. 0.85 24 Hour Count Report
Ave 320 36.37097408
West of Akers St
Thursday, March 24, 2022 Clear
-119.3500257
2 Eastbound Westbound Hourly
Totals
Total 51.9% 48.1%
1809
0 20
40 60
80 100
120
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 3 3 1 1 8 1 0 0 0 1 9
1:00 AM 1 0 0 2 3 0 0 0 0 0 3
2:00 AM 1 0 1 0 2 0 0 1 1 2 4
3:00 AM 1 1 0 1 3 0 1 1 1 3 6
4:00 AM 0 1 1 0 2 4 4 9 10 27 29
5:00 AM 1 4 6 7 18 11 11 15 23 60 78
6:00 AM 10 9 13 12 44 14 23 32 25 94 138
7:00 AM 18 11 23 25 77 23 31 42 43 139 216
8:00 AM 20 19 10 12 61 40 23 26 23 112 173
9:00 AM 11 14 15 17 57 8 10 9 13 40 97
10:00 AM 7 4 11 11 33 12 10 5 5 32 65
11:00 AM 8 14 16 10 48 8 7 8 6 29 77
12:00 PM 12 11 18 8 49 8 13 11 9 41 90
1:00 PM 16 14 19 20 69 11 15 10 7 43 112
2:00 PM 21 15 16 24 76 11 10 13 13 47 123
3:00 PM 15 47 29 36 127 28 20 18 6 72 199
4:00 PM 25 38 27 27 117 16 22 11 17 66 183
5:00 PM 32 41 30 23 126 10 16 13 8 47 173
6:00 PM 18 16 15 18 67 4 9 11 13 37 104
7:00 PM 13 12 8 10 43 7 4 7 6 24 67
8:00 PM 13 9 9 8 39 5 10 6 5 26 65
9:00 PM 4 5 6 9 24 5 4 3 2 14 38
10:00 PM 8 5 5 2 20 6 6 1 4 17 37
11:00 PM 3 1 4 5 13 3 1 0 0 4 17
1126 977
AM% 42.6% AM Peak 235 7:30 am to 8:30 am AM P.H.F. 0.86 PM% 57.4% PM Peak 199 3:00 pm to 4:00 pm PM P.H.F. 0.74 24 Hour Count Report
Ave 320 36.37097451
West of Demaree St
Thursday, March 24, 2022 Clear
-119.3322195
2 Eastbound Westbound Hourly
Totals
Total 53.5% 46.5%
2103
0 20
40 60
80 100
120
140
160
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 3 2 0 1 6 1 0 0 0 1 7
1:00 AM 0 1 1 0 2 0 0 1 0 1 3
2:00 AM 1 1 0 0 2 0 0 2 1 3 5
3:00 AM 1 0 0 0 1 1 0 1 1 3 4
4:00 AM 0 0 0 0 0 1 2 3 1 7 7
5:00 AM 1 2 3 2 8 3 6 7 13 29 37
6:00 AM 0 3 6 9 18 11 14 17 10 52 70
7:00 AM 5 6 12 12 35 15 21 26 42 104 139
8:00 AM 21 15 14 6 56 40 16 13 12 81 137
9:00 AM 8 6 9 8 31 11 4 5 10 30 61
10:00 AM 3 7 9 9 28 6 6 8 6 26 54
11:00 AM 6 10 14 9 39 12 5 9 9 35 74
12:00 PM 15 8 15 12 50 6 10 10 12 38 88
1:00 PM 16 11 13 15 55 11 7 7 9 34 89
2:00 PM 17 13 11 19 60 7 15 15 12 49 109
3:00 PM 20 25 26 43 114 19 13 17 12 61 175
4:00 PM 20 36 28 25 109 11 19 11 14 55 164
5:00 PM 33 35 23 39 130 11 15 11 7 44 174
6:00 PM 24 24 15 16 79 18 13 18 19 68 147
7:00 PM 26 15 11 23 75 16 5 9 18 48 123
8:00 PM 13 13 8 12 46 8 10 5 3 26 72
9:00 PM 2 7 7 8 24 4 8 5 1 18 42
10:00 PM 8 4 4 1 17 6 4 1 2 13 30
11:00 PM 3 1 4 2 10 1 2 2 0 5 15
995 831
AM% 32.7% AM Peak 184 7:30 am to 8:30 am AM P.H.F. 0.75 PM% 67.3% PM Peak 184 3:30 pm to 4:30 pm PM P.H.F. 0.84 24 Hour Count Report
Pratt Rd 36.3655526
East of Demaree St
Thursday, March 24, 2022 Clear
-119.3321271
2 Eastbound Westbound Hourly
Totals
Total 54.5% 45.5%
1826
0 20
40 60
80 100
120
140
# of vehicles
Time Period
Eastbound
Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 0 0 2 2 0 0 0 0 0 2
1:00 AM 1 1 1 0 3 0 0 0 0 0 3
2:00 AM 0 2 0 0 2 0 0 0 1 1 3
3:00 AM 0 0 0 2 2 0 0 0 0 0 2
4:00 AM 0 1 2 3 6 1 0 0 6 7 13
5:00 AM 0 3 1 2 6 5 3 7 7 22 28
6:00 AM 2 3 6 11 22 10 7 14 14 45 67
7:00 AM 6 14 12 22 54 14 16 20 23 73 127
8:00 AM 19 12 10 5 46 28 15 8 6 57 103
9:00 AM 7 8 5 7 27 4 6 11 4 25 52
10:00 AM 3 11 2 12 28 10 11 5 4 30 58
11:00 AM 9 11 7 10 37 5 8 3 14 30 67
12:00 PM 11 4 6 13 34 5 5 5 6 21 55
1:00 PM 9 12 12 14 47 8 8 6 9 31 78
2:00 PM 10 7 16 14 47 6 7 13 12 38 85
3:00 PM 18 27 27 21 93 31 18 11 13 73 166
4:00 PM 23 28 20 28 99 10 10 13 16 49 148
5:00 PM 14 23 30 33 100 9 10 11 10 40 140
6:00 PM 16 17 14 19 66 6 9 8 6 29 95
7:00 PM 11 13 8 12 44 7 4 4 13 28 72
8:00 PM 11 8 6 3 28 7 3 4 2 16 44
9:00 PM 7 5 5 5 22 4 4 4 4 16 38
10:00 PM 1 2 2 2 7 3 1 0 0 4 11
11:00 PM 2 0 2 0 4 0 0 0 1 1 5
826 636
AM% 35.9% AM Peak 154 7:15 am to 8:15 am AM P.H.F. 0.82 PM% 64.1% PM Peak 166 3:00 pm to 4:00 pm PM P.H.F. 0.85 2 Eastbound Westbound Hourly
Totals
Total 56.5% 43.5%
1462
24 Hour Count Report
Pratt Rd 36.3655148
West of County Center St
Tuesday, May 10, 2022 Clear
-119.3226879
0 20
40 60
80 100
120
# of vehicles
Time Period
Eastbound
Westbound
National Data & Surveying ServicesIntersection Turning Movement Count Location: N Demaree St & Shannon Pkwy
City: Visalia Project ID:

Control: 2-Way Stop (EB/WB) Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 0 56 9 0 0 50 0 0 0 0 0 0 21 0 2 1 139
7:15 AM 0 61 6 0 5 47 0 0 0 0 0 0 33 0 8 0 160
7:30 AM 0 59 15 0 0 65 0 1 0 0 0 0 34 0 7 0 181
7:45 AM 0 74 18 0 2 69 0 0 0 0 0 0 28 0 4 0 195
8:00 AM 0 52 18 0 1 63 0 0 0 0 0 0 32 0 3 0 169
8:15 AM 0 61 19 0 1 53 0 0 0 0 0 0 28 0 2 0 164
8:30 AM 0 48 9 0 1 46 0 0 0 0 0 0 11 0 1 0 116
8:45 AM 0 41 9 0 0 40 0 0 0 0 0 0 9 0 0 0 99

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 452 103 0 10 433 0 1 0 0 0 0 196 0 27 1 1223 APPROACH %'s : 0.00% 81.44% 18.56% 0.00% 2.25% 97.52% 0.00% 0.23% 87.50% 0.00% 12.05% 0.45% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 0 246 70 0 4 250 0 1 0 0 0 0 122 0 16 0 709 PEAK HR FACTOR : 0.000 0.831 0.921 0.000 0.500 0.906 0.000 0.250 0.000 0.000 0.000 0.000 0.897 0.000 0.571 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 0 48 16 0 0 42 0 0 0 0 0 0 29 0 3 0 138
11:15 AM 0 70 16 0 5 51 0 0 0 0 0 0 25 0 4 0 171
11:30 AM 0 46 21 1 1 55 0 0 0 0 0 0 13 0 2 0 139
11:45 AM 0 59 14 1 1 43 0 0 0 0 0 0 18 0 1 0 137
12:00 PM 0 56 13 0 0 51 0 0 0 0 0 0 20 0 1 0 141
12:15 PM 0 54 17 2 1 55 0 0 0 0 0 0 25 0 2 0 156
12:30 PM 0 48 17 0 1 45 0 0 0 0 0 0 15 0 3 0 129
12:45 PM 0 55 8 0 0 47 0 0 0 0 0 0 19 0 0 0 129

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 436 122 4 9 389 0 0 0 0 0 0 164 0 16 0 1140 APPROACH %'s : 0.00% 77.58% 21.71% 0.71% 2.26% 97.74% 0.00% 0.00% 91.11% 0.00% 8.89% 0.00% PEAK HR : 11:15 AM 162 0 0 TOTAL
PEAK HR VOL : 0 231 64 2 7 200 0 0 0 0 0 0 76 0 8 0 588 PEAK HR FACTOR : 0.000 0.825 0.762 0.500 0.350 0.909 0.000 0.000 0.000 0.000 0.000 0.000 0.760 0.000 0.500 0.000 0 2 0 0 1 2 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 0 47 9 0 0 48 0 0 0 0 0 0 15 0 2 0 121
2:15 PM 0 44 14 1 0 60 0 0 0 0 0 0 13 0 1 1 134
2:30 PM 0 61 13 0 3 46 0 0 0 0 0 0 24 0 0 0 147
2:45 PM 0 64 15 0 2 66 0 0 0 0 0 0 13 0 0 0 160
3:00 PM 0 58 20 0 4 63 0 0 0 0 0 0 11 0 0 0 156
3:15 PM 0 80 21 0 3 73 0 0 0 0 0 0 20 0 1 0 198
3:30 PM 0 51 30 0 1 85 0 0 0 0 0 0 11 0 4 0 182
3:45 PM 0 62 30 0 4 103 0 0 0 0 0 0 22 0 1 0 222
4:00 PM 0 67 30 0 4 87 0 0 0 0 0 0 18 0 2 0 208
4:15 PM 0 78 22 0 2 85 0 0 0 0 0 0 25 0 1 0 213
4:30 PM 0 71 38 0 2 75 0 0 0 0 0 0 20 0 2 0 208
4:45 PM 0 76 33 0 3 70 0 0 0 0 0 0 22 0 2 0 206
5:00 PM 0 63 30 0 3 72 0 0 0 0 0 0 13 0 0 0 181
5:15 PM 0 82 29 0 3 64 0 0 0 0 0 0 23 0 2 0 203
5:30 PM 0 59 32 0 3 66 0 0 0 0 0 0 26 0 1 0 187
5:45 PM 0 63 20 0 3 47 0 0 0 0 0 0 16 0 1 0 150

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 0 1026 386 1 40 1110 0 0 0 0 0 0 292 0 20 1 2876 APPROACH %'s : 0.00% 72.61% 27.32% 0.07% 3.48% 96.52% 0.00% 0.00% 93.29% 0.00% 6.39% 0.32% PEAK HR : 03:45 PM 288 0 0 TOTAL
PEAK HR VOL : 0 278 120 0 12 350 0 0 0 0 0 0 85 0 6 0 851 PEAK HR FACTOR : 0.000 0.891 0.789 0.000 0.750 0.850 0.000 0.000 0.000 0.000 0.000 0.000 0.850 0.000 0.750 0.000 21-060003-064
4/13/2021
03:45 PM - 04:45 PM

0.958 0.913 0.846 0.875
11:15 AM - 12:15 PM

0.860 0.863 0.924 0.724
07:30 AM - 08:30 AM

0.909

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.859 0.898 0.841

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
N Demaree St N Demaree St Shannon Pkwy Shannon Pkwy
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 0 2 0 0 2 0 0 0 0 0 2
1:00 AM 0 0 0 0 0 0 0 0 0 0 0
2:00 AM 0 1 0 0 1 0 0 0 0 0 1
3:00 AM 0 0 0 0 0 0 0 0 0 0 0
4:00 AM 0 0 1 1 2 0 2 1 0 3 5
5:00 AM 2 0 1 1 4 0 0 1 1 2 6
6:00 AM 0 1 2 4 7 4 2 2 2 10 17
7:00 AM 8 12 13 15 48 3 7 4 4 18 66
8:00 AM 11 11 9 14 45 11 9 3 10 33 78
9:00 AM 13 13 9 11 46 6 13 11 4 34 80
10:00 AM 13 7 11 8 39 8 9 6 10 33 72
11:00 AM 12 11 12 18 53 5 11 10 13 39 92
12:00 PM 12 18 14 12 56 14 7 16 13 50 106
1:00 PM 15 12 13 8 48 10 12 15 12 49 97
2:00 PM 10 19 13 16 58 8 12 11 6 37 95
3:00 PM 12 9 13 15 49 9 11 17 14 51 100
4:00 PM 13 9 13 19 54 11 13 9 14 47 101
5:00 PM 17 17 17 9 60 14 16 8 16 54 114
6:00 PM 7 13 8 8 36 13 12 10 8 43 79
7:00 PM 6 5 14 3 28 5 10 13 8 36 64
8:00 PM 3 4 4 2 13 5 1 10 5 21 34
9:00 PM 3 3 1 2 9 2 2 4 1 9 18
10:00 PM 0 0 1 0 1 2 1 1 0 4 5
11:00 PM 1 0 0 0 1 2 0 0 0 2 3
660 575
AM% 33.9% AM Peak 92 11:00 am to 12:00 pm AM P.H.F. 0.74 PM% 66.1% PM Peak 122 4:45 pm to 5:45 pm PM P.H.F. 0.92 24 Hour Count Report
Flagstaff Ave 36.35922007
East of Demaree St
Tuesday, May 10, 2022 Clear
-119.3317922
2 Eastbound Westbound Hourly
Totals
Total 53.4% 46.6%
1235
0 10
20 30
40 50
60 70
# of vehicles
Time Period
Eastbound
Westbound
National Data & Surveying ServicesIntersection Turning Movement Count Location: Linwood St/Rd 104 & W Riggin Ave/Ave 312
City: Visalia Project ID:

Control: 1-Way Stop (NB) Date:

NS/EW Streets:
0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 2 0 2 0 4 0 0 0 0 0 0 49 1 0 50 2 91 0 0 93 201 7:15 AM 2 0 2 0 4 0 0 0 0 0 0 60 3 0 63 2 115 0 0 117 251 7:30 AM 5 0 1 0 6 0 0 0 0 0 0 87 0 0 87 1 139 0 0 140 326 7:45 AM 2 0 5 0 7 0 0 0 0 0 0 81 4 0 85 4 136 0 0 140 324 8:00 AM 4 0 11 0 15 0 0 0 0 0 0 99 10 0 109 6 140 0 0 146 394 8:15 AM 4 0 3 0 7 0 0 0 0 0 0 120 10 0 130 5 102 0 0 107 381 8:30 AM 2 0 3 0 5 0 0 0 0 0 0 60 2 0 62 3 85 0 0 88 222 8:45 AM 3 0 3 0 6 0 0 0 0 0 0 52 2 0 54 1 76 0 0 77 197

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 24 0 30 0 0 0 0 0 0 608 32 0 24 884 0 0 2296 APPROACH %'s : 44.44% 0.00% 55.56% 0.00% 0.00% 95.00% 5.00% 0.00% 2.64% 97.36% 0.00% 0.00% PEAK HR : 07:30 AM 39 0 0 TOTAL
PEAK HR VOL : 15 0 20 0 0 0 0 0 0 387 24 0 16 517 0 0 979 PEAK HR FACTOR : 0.750 0.000 0.455 0.000 0.000 0.000 0.000 0.000 0.000 0.806 0.600 0.000 0.667 0.923 0.000 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 7 0 4 0 11 0 0 0 0 0 0 120 5 0 125 5 94 0 0 99 371 11:15 AM 4 0 10 0 14 0 0 0 0 0 0 103 4 0 107 6 97 0 0 103 345 11:30 AM 2 0 6 0 8 0 0 0 0 0 0 91 2 0 93 4 76 0 0 80 282 11:45 AM 5 0 7 0 12 0 0 0 0 0 0 110 4 0 114 7 90 0 0 97 349 12:00 PM 9 0 5 0 14 0 0 0 0 0 0 141 6 0 147 6 136 0 0 142 464 12:15 PM 4 0 7 0 11 0 0 0 0 0 0 138 6 0 144 9 118 0 0 127 437 12:30 PM 2 0 5 0 7 0 0 0 0 0 0 94 3 0 97 4 87 0 0 91 299 12:45 PM 1 0 4 0 5 0 0 0 0 0 0 76 1 0 77 8 91 0 0 99 263

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 34 0 48 0 0 0 0 0 0 873 31 0 49 789 0 0 2810 APPROACH %'s : 41.46% 0.00% 58.54% 0.00% 0.00% 96.57% 3.43% 0.00% 5.85% 94.15% 0.00% 0.00% PEAK HR : 11:45 AM 164 0 0 TOTAL
PEAK HR VOL : 20 0 24 0 0 0 0 0 0 483 19 0 26 431 0 0 1003 PEAK HR FACTOR : 0.556 0.000 0.857 0.000 0.000 0.000 0.000 0.000 0.000 0.856 0.792 0.000 0.722 0.792 0.000 0.000 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 1 0 1 0 2 0 0 0 0 0 0 74 3 0 77 2 89 0 0 91 249 2:15 PM 2 0 4 0 6 0 0 0 0 0 0 86 2 0 88 3 74 0 0 77 265 2:30 PM 2 0 3 0 5 0 0 0 0 0 0 114 5 0 119 4 96 0 0 100 348 2:45 PM 3 0 4 0 7 0 0 0 0 0 0 70 5 0 75 2 106 0 0 108 272 3:00 PM 5 0 8 0 13 0 0 0 0 0 0 147 5 0 152 8 99 0 0 107 437 3:15 PM 5 0 9 0 14 0 0 0 0 0 0 170 6 0 176 10 111 0 0 121 501 3:30 PM 2 0 7 0 9 0 0 0 0 0 0 139 4 0 143 6 103 0 0 109 413 3:45 PM 2 0 6 0 8 0 0 0 0 0 0 146 2 0 148 12 109 0 0 121 433 4:00 PM 1 0 9 0 10 0 0 0 0 0 0 178 8 0 186 7 88 0 0 95 487 4:15 PM 6 0 4 0 10 0 0 0 0 0 0 151 3 0 154 7 102 0 0 109 437 4:30 PM 5 0 4 0 9 0 0 0 0 0 0 170 7 0 177 1 115 0 0 116 488 4:45 PM 0 0 8 0 8 0 0 0 0 0 0 112 9 0 121 5 72 0 0 77 335 5:00 PM 2 0 9 0 11 0 0 0 0 0 0 169 8 0 177 5 106 0 0 111 487 5:15 PM 2 0 5 0 7 0 0 0 0 0 0 132 7 0 139 3 94 0 0 97 389 5:30 PM 1 0 6 0 7 0 0 0 0 0 0 149 3 0 152 3 105 0 0 108 426 5:45 PM 5 0 3 0 8 0 0 0 0 0 0 97 3 0 100 7 86 0 0 93 309

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 44 0 90 0 0 0 0 0 0 2104 80 0 85 1555 0 0 6276 APPROACH %'s : 32.84% 0.00% 67.16% 0.00% 0.00% 96.34% 3.66% 0.00% 5.18% 94.82% 0.00% 0.00% PEAK HR : 03:45 PM 288 0 0 TOTAL
PEAK HR VOL : 14 0 23 0 0 0 0 0 0 645 20 0 27 414 0 0 1143 PEAK HR FACTOR : 0.583 0.000 0.639 0.000 0.000 0.000 0.000 0.000 0.000 0.906 0.625 0.000 0.563 0.900 0.000 0.000 21-060003-075
4/13/2021
03:45 PM - 04:45 PM

0.586 0.925 0.894 0.911
11:45 AM - 12:45 PM

0.540 0.786 0.854 0.805
07:30 AM - 08:30 AM

0.621

PM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NOON NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

0.583 0.790 0.913

AM NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND
Data - Totals
Linwood St/Rd 104 Linwood St/Rd 104 W Riggin Ave/Ave 312 W Riggin Ave/Ave 312 Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For: Ruettgers & Schuler Civil Engineers 1800 30th St, Ste 260
800-975-6938 Phone/Fax Bakersfield, CA 93301
www.metrotrafficdata.com

STREET LATITUDE

SEGMENT LONGITUDE

COLLECTION DATE WEATHER

NUMBER OF LANES
Hour 1st 2nd 3rd 4th Total 1st 2nd 3rd 4th Total
12:00 AM 19 9 14 3 45 15 5 6 5 31 76
1:00 AM 2 3 8 6 19 1 3 6 1 11 30
2:00 AM 0 2 4 5 11 2 4 6 4 16 27
3:00 AM 6 3 3 4 16 7 11 26 28 72 88
4:00 AM 3 5 5 15 28 11 30 67 56 164 192
5:00 AM 17 18 28 25 88 50 66 84 73 273 361
6:00 AM 21 28 46 56 151 77 80 96 106 359 510
7:00 AM 70 65 91 107 333 132 109 155 147 543 876
8:00 AM 133 140 82 86 441 181 126 116 115 538 979
9:00 AM 73 71 81 76 301 69 93 69 85 316 617
10:00 AM 75 90 84 94 343 89 103 105 82 379 722
11:00 AM 99 96 91 108 394 88 96 80 118 382 776
12:00 PM 109 112 80 99 400 103 109 108 113 433 833
1:00 PM 94 116 137 118 465 107 137 125 118 487 952
2:00 PM 110 112 135 139 496 113 134 108 134 489 985
3:00 PM 137 187 188 159 671 143 139 122 130 534 1205
4:00 PM 159 165 170 147 641 132 140 131 120 523 1164
5:00 PM 152 156 182 175 665 116 136 132 122 506 1171
6:00 PM 142 141 100 105 488 121 126 112 91 450 938
7:00 PM 96 98 92 92 378 98 102 107 110 417 795
8:00 PM 93 86 79 68 326 91 75 70 65 301 627
9:00 PM 56 50 58 44 208 75 61 44 38 218 426
10:00 PM 50 26 27 31 134 31 26 24 17 98 232
11:00 PM 39 20 14 14 87 10 12 11 19 52 139
7129 7592
AM% 35.7% AM Peak 1080 7:30 am to 8:30 am AM P.H.F. 0.86 PM% 64.3% PM Peak 1216 3:15 pm to 4:15 pm PM P.H.F. 0.93 24 Hour Count Report
Riggin Ave 36.35642557
West of County Center St
Tuesday, May 10, 2022 Clear
-119.3229038
4 Eastbound Westbound Hourly
Totals
Total 48.4% 51.6%
14721
0 100
200
300
400
500
600
700
800
# of vehicles
Time Period
Eastbound
Westbound
National Data & Surveying Services
Intersection Turning Movement Count
Location: Linwood St & W Ferguson Ave
City: Visalia Project ID: 20-02003-106
Control: 4-Way Stop Date:

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

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
7:00 AM 11 6 2 0 19 3 11 5 0 19 3 26 6 0 35 3 16 3 0 22 168 7:15 AM 8 5 2 0 15 10 21 4 0 35 0 31 12 0 43 9 49 9 0 67 253 7:30 AM 18 7 6 0 31 10 12 13 0 35 6 32 19 0 57 6 52 4 0 62 308 7:45 AM 31 2 9 0 42 23 27 7 1 58 3 39 15 0 57 2 77 9 0 88 402 8:00 AM 29 6 20 0 55 31 22 12 0 65 3 41 28 0 72 9 60 25 0 94 478 8:15 AM 22 5 25 0 52 10 14 5 1 30 6 40 26 0 72 7 46 18 0 71 379 8:30 AM 11 11 3 0 25 6 5 6 0 17 4 11 6 0 21 2 27 1 0 30 156 8:45 AM 5 3 3 0 11 4 5 9 0 18 2 20 6 0 28 3 27 5 0 35 149

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 135 45 70 0 97 117 61 2 27 240 118 0 41 354 74 0 1381 APPROACH %'s : 54.00% 18.00% 28.00% 0.00% 35.02% 42.24% 22.02% 0.72% 7.01% 62.34% 30.65% 0.00% 8.74% 75.48% 15.78% 0.00% PEAK HR : 07:15 AM 38 37 44 07:45 AM TOTAL
PEAK HR VOL : 86 20 37 0 74 82 36 1 12 143 74 0 26 238 47 0 876 PEAK HR FACTOR : 0.694 0.714 0.463 0.000 0.597 0.759 0.692 0.250 0.500 0.872 0.661 0.000 0.722 0.773 0.470 0.000 Headers NBL NBT NBR NBU SBL SBT SBR SBU EBL EBT EBR EBU WBL WBT WBR WBU 0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
11:00 AM 7 3 2 0 12 4 6 2 0 12 5 27 11 0 43 5 17 4 0 26 160 11:15 AM 13 5 2 0 20 2 9 3 0 14 3 18 9 0 30 1 20 5 0 26 154 11:30 AM 11 3 2 0 16 6 2 3 0 11 4 20 11 0 35 2 16 4 0 22 146 11:45 AM 11 1 2 0 14 5 3 5 0 13 6 26 14 0 46 3 22 2 0 27 173 12:00 PM 10 10 2 0 22 5 5 2 0 12 4 31 11 0 46 3 30 4 0 37 197 12:15 PM 7 3 2 0 12 1 8 3 0 12 2 32 6 0 40 4 22 5 0 31 159 12:30 PM 7 4 1 0 12 5 6 5 0 16 2 23 11 1 37 0 27 3 0 30 160 12:45 PM 10 5 3 0 18 6 11 2 0 19 2 22 14 0 38 2 21 9 0 32 182

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 76 34 16 0 34 50 25 0 28 199 87 1 20 175 36 0 781 APPROACH %'s : 60.32% 26.98% 12.70% 0.00% 31.19% 45.87% 22.94% 0.00% 8.89% 63.17% 27.62% 0.32% 8.66% 75.76% 15.58% 0.00% PEAK HR : 11:45 AM 164 161 168 12:00 PM TOTAL
PEAK HR VOL : 35 18 7 0 16 22 15 0 14 112 42 1 10 101 14 0 407 PEAK HR FACTOR : 0.795 0.450 0.875 0.000 0.800 0.688 0.750 0.000 0.583 0.875 0.750 0.250 0.625 0.842 0.700 0.000 0 1 0 0 0 1 0 0 1 2 0 0 1 2 0 0

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
2:00 PM 13 5 8 0 26 10 7 7 0 24 1 35 11 0 47 11 24 9 0 44 238 2:15 PM 11 11 14 0 36 3 9 1 0 13 10 42 22 0 74 8 30 11 0 49 295 2:30 PM 10 6 1 0 17 6 7 3 0 16 0 36 16 0 52 3 19 11 0 33 203 2:45 PM 15 5 3 0 23 11 7 4 0 22 2 38 18 0 58 6 30 8 0 44 250 3:00 PM 13 14 13 1 41 10 15 5 0 30 7 37 23 0 67 8 31 15 0 54 330 3:15 PM 10 4 3 0 17 7 12 10 0 29 4 51 24 0 79 15 43 13 0 71 321 3:30 PM 14 8 5 0 27 2 5 4 0 11 7 56 26 0 89 7 33 9 0 49 303 3:45 PM 11 12 6 0 29 5 7 4 0 16 9 40 27 0 76 9 30 11 0 50 292 4:00 PM 13 8 3 0 24 6 10 2 0 18 7 49 22 0 78 3 25 7 0 35 275 4:15 PM 16 1 6 0 23 3 4 6 0 13 13 43 20 0 76 5 36 10 0 51 275 4:30 PM 11 7 4 0 22 7 12 4 0 23 7 44 27 0 78 6 32 8 0 46 292 4:45 PM 17 11 8 0 36 3 7 7 0 17 9 54 23 0 86 9 29 5 0 43 321 5:00 PM 13 8 2 0 23 4 6 6 0 16 10 63 31 0 104 4 34 7 0 45 331 5:15 PM 12 4 4 0 20 4 12 3 0 19 16 59 37 0 112 5 45 10 0 60 362 5:30 PM 20 11 11 0 42 2 12 2 0 16 10 66 32 0 108 5 43 7 0 55 387 5:45 PM 15 14 5 0 34 7 24 5 0 36 12 63 30 0 105 4 32 7 0 43 393

NL NT NR NU SL ST SR SU EL ET ER EU WL WT WR WU TOTAL
TOTAL VOLUMES : 214 129 96 1 90 156 73 0 124 776 389 0 108 516 148 0 2820 APPROACH %'s : 48.64% 29.32% 21.82% 0.23% 28.21% 48.90% 22.88% 0.00% 9.62% 60.20% 30.18% 0.00% 13.99% 66.84% 19.17% 0.00% PEAK HR : 05:00 PM 293 281 296 05:15 PM TOTAL
PEAK HR VOL : 60 37 22 0 17 54 16 0 48 251 130 0 18 154 31 0 838 PEAK HR FACTOR : 0.750 0.661 0.500 0.000 0.607 0.563 0.667 0.000 0.750 0.951 0.878 0.000 0.900 0.856 0.775 0.000

EASTBOUND
2/13/2020
W Ferguson Ave

NORTHBOUND
W Ferguson Ave

0.827

WESTBOUND
Linwood St Linwood St

WESTBOUND

0.742 0.795

EASTBOUND

0.918
PM
AM
07:15 AM - 08:15 AM
11:45 AM - 12:45 PM

NORTHBOUND

0.650

NORTHBOUND NOON

0.682

0.458
Total

0.533

0.516

0.958

WESTBOUND

0.846

0.845

SOUTHBOUND EASTBOUND

SOUTHBOUND

0.708 0.604

0.828
05:00 PM - 06:00 PM

SOUTHBOUND
Location ID: 1
North/South: N Country Center St Date:

East/West: W Riggin Ave City: Visalia, CA
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
7:00 8 12 1 1 72 6 8 8 8 2 43 2 149
7:15 8 8 7 5 77 9 18 5 8 8 53 6 184
7:30 10 17 14 6 94 14 23 1 26 1 51 5 228
7:45 12 14 9 5 99 7 14 7 18 5 61 5 221
8:00 3 8 5 3 74 5 10 8 5 5 74 1 174
8:15 9 10 6 3 67 7 8 7 13 5 74 5 185
8:30 7 10 6 6 69 3 5 13 17 7 70 3 188
8:45 13 7 8 5 76 10 12 3 10 5 79 7 204
Total Volume: 61 75 48 29 546 53 85 45 92 32 438 29 1533 Approach % 33% 41% 26% 5% 87% 8% 38% 20% 41% 6% 88% 6%
Peak Hr Begin: 7:30
PHV 30 43 29 15 290 28 48 20 54 13 225 13 808
PHF 0.886
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
16:00 6 7 3 9 92 14 15 10 7 14 114 17 268
16:15 6 15 8 8 100 21 10 10 16 9 110 9 281
16:30 6 18 18 3 101 15 13 12 17 20 125 10 312
16:45 9 10 8 8 101 18 15 8 18 23 133 10 316
17:00 10 16 3 13 109 21 18 15 14 25 128 16 338
17:15 10 12 13 16 85 21 14 22 9 17 114 9 297
17:30 8 26 6 12 100 22 24 14 15 23 127 7 333
17:45 3 8 12 9 81 20 14 8 12 18 121 15 278
Total Volume: 51 98 62 68 669 131 107 86 94 130 845 82 2423 Approach % 24% 46% 29% 8% 77% 15% 37% 30% 33% 12% 80% 8% Peak Hr Begin: 16:45
PHV 33 56 26 42 344 71 62 51 49 77 436 37 1284
PHF 0.935 0.950
Eastbound

0.821 0.921 0.880
Totals:

Southbound Westbound
Totals:
8/5/2021
Southbound Westbound Northbound Eastbound

0.708 0.841 0.693 0.872
Northbound
Location ID: 2
North/South: N Country Center St Date:

East/West: Shannon Pkwy City: Visalia, CA
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
7:00 2 3 1 0 7 0 1 7 2 2 1 0 24
7:15 7 5 0 0 5 1 2 6 0 1 8 0 30
7:30 6 8 1 0 10 3 2 2 3 2 2 1 37
7:45 3 10 1 0 6 2 1 5 1 2 12 0 38
8:00 6 8 0 2 9 2 3 5 1 5 3 0 39
8:15 5 3 0 0 3 1 7 5 2 5 9 0 35
8:30 1 7 0 1 7 2 7 2 0 0 3 0 27
8:45 3 5 1 0 8 3 5 3 2 2 9 0 37
Total Volume: 29 43 4 3 48 14 25 30 11 17 42 1 267
Approach % 38% 57% 5% 5% 74% 22% 38% 45% 17% 28% 70% 2% Peak Hr Begin: 7:30
PHV 17 26 2 2 25 8 12 14 7 12 23 1 149
PHF 0.955
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
16:00 3 5 2 0 12 3 10 0 3 1 15 5 52
16:15 5 1 1 0 13 8 2 8 1 1 18 5 55
16:30 1 7 1 1 16 12 3 5 0 3 13 0 54
16:45 0 6 0 0 16 1 6 2 1 5 14 5 48
17:00 6 7 2 3 13 7 9 12 2 2 9 3 66
17:15 2 2 1 2 13 7 12 13 2 5 15 0 64
17:30 1 9 1 2 20 3 12 8 0 10 15 1 72
17:45 5 3 0 2 13 0 9 6 3 6 21 1 60
Total Volume: 20 35 8 10 99 36 55 46 12 29 104 17 471
Approach % 32% 56% 13% 7% 68% 25% 49% 41% 11% 19% 69% 11% Peak Hr Begin: 17:00
PHV 12 19 4 9 50 15 36 33 7 20 52 5 262
PHF 0.802 0.910
Eastbound

0.673 0.841 0.826
Totals:

Southbound Westbound
Totals:
8/5/2021
Southbound Westbound Northbound Eastbound

0.865 0.729 0.688 0.750
Northbound
Location ID: 3
North/South: N Country Center St Date:

East/West: Pratt Rd City: Visalia, CA
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
7:00 0 0 0 0 12 2 8 0 3 1 8 0 30
7:15 0 0 0 0 10 0 1 0 3 0 7 0 19
7:30 0 0 0 0 13 0 0 0 3 5 13 0 29
7:45 0 0 0 0 14 0 1 0 7 2 13 0 32
8:00 0 0 0 0 12 0 0 0 2 1 15 0 26
8:15 0 0 0 0 9 1 1 0 3 2 14 0 27
8:30 0 0 0 0 16 0 0 0 0 2 7 0 22
8:45 0 0 0 0 7 2 0 0 2 0 14 0 22
Total Volume: 0 0 0 0 80 5 10 0 22 12 78 0 207
Approach % 0% 0% 0% 0% 94% 6% 31% 0% 69% 13% 87% 0%
Peak Hr Begin: 7:30
PHV 0 0 0 0 41 1 2 0 14 9 47 0 114
PHF 0.891
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
16:00 0 0 0 0 10 2 2 0 0 6 21 0 36
16:15 0 0 0 0 15 0 0 0 2 3 17 0 33
16:30 0 0 0 0 9 1 1 0 1 3 20 0 31
16:45 0 0 0 0 6 0 1 0 2 1 12 0 19
17:00 0 0 0 0 16 3 2 0 2 6 20 0 43
17:15 0 0 0 0 10 0 2 0 5 3 20 0 35
17:30 0 0 0 0 14 0 1 0 2 3 20 0 35
17:45 0 0 0 0 10 2 1 0 0 1 18 0 29
Total Volume: 0 0 0 0 79 8 10 0 13 24 127 0 261
Approach % 0% 0% 0% 0% 91% 9% 43% 0% 57% 16% 84% 0%
Peak Hr Begin: 17:00
PHV 0 0 0 0 44 5 6 0 8 12 67 0 142
PHF 0.898 0.826
Eastbound

0.000 0.721 0.583
Totals:

Southbound Westbound
Totals:
8/5/2021
Southbound Westbound Northbound Eastbound

0.000 0.875 0.571 0.933
Northbound
Location ID: 4
North/South: Mooney Blvd Date:

East/West: Pratt Rd City: Visalia, CA
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
7:00 0 0 0 0 0 0 0 0 15 17 0 0 28
7:15 0 0 0 0 0 0 0 0 9 8 0 0 15
7:30 0 0 0 0 0 0 0 0 14 12 0 0 22
7:45 0 0 0 0 0 0 0 0 14 13 0 0 23
8:00 0 0 0 0 0 0 0 0 12 16 0 0 24
8:15 0 0 0 0 0 0 0 0 8 15 0 0 20
8:30 0 0 0 0 0 0 0 0 15 6 0 0 18
8:45 0 0 0 0 0 0 0 0 12 14 0 0 22
Total Volume: 0 0 0 0 0 0 0 0 85 87 0 0 172
Approach % 0% 0% 0% 0% 0% 0% 0% 0% 100% 100% 0% 0%
Peak Hr Begin: 7:30
PHV 0 0 0 0 0 0 0 0 41 48 0 0 89
PHF 0.927
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
16:00 0 0 0 0 0 0 0 0 16 23 0 0 34
16:15 0 1 0 0 0 0 0 0 12 18 0 1 28
16:30 0 0 0 0 0 0 0 0 13 18 0 0 27
16:45 0 0 0 0 0 0 0 0 7 13 0 0 17
17:00 0 0 0 0 0 0 0 0 20 22 0 0 36
17:15 0 0 0 0 0 0 0 0 10 21 0 0 27
17:30 0 0 0 0 0 0 0 0 12 22 0 0 29
17:45 0 0 0 0 0 0 0 0 13 20 0 0 28
Total Volume: 0 1 0 0 0 0 0 0 88 136 0 1 226
Approach % 0% 0% 0% 0% 0% 0% 0% 0% 100% 99% 0% 1%
Peak Hr Begin: 17:00
PHV 0 0 0 0 0 0 0 0 47 73 0 0 120
PHF 0.961 0.833
Eastbound

0.000 0.000 0.691
Totals:

Southbound Westbound
Totals:
8/5/2021
Southbound Westbound Northbound Eastbound

0.000 0.000 0.854 0.857
Northbound
Location ID: 5
North/South: N Demaree St Date:

East/West: River Way Dr City: Visalia, CA
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
7:00 2 49 0 0 0 0 0 54 1 1 0 0 94
7:15 0 38 0 0 0 0 0 83 2 7 0 2 115
7:30 0 59 0 0 0 0 0 77 0 7 0 0 124
7:45 0 61 0 0 0 0 0 69 0 14 0 2 127
8:00 0 44 0 0 0 0 0 52 2 3 0 0 88
8:15 0 41 0 0 0 0 0 46 3 3 0 0 82
8:30 0 48 0 0 0 0 0 48 3 9 0 0 95
8:45 0 43 0 0 0 0 0 35 1 5 0 0 72
Total Volume: 2 333 0 0 0 0 0 403 12 43 0 4 797
Approach % 1% 99% 0% 0% 0% 0% 0% 97% 3% 91% 0% 9%
Peak Hr Begin: 7:00
PHV 2 180 0 0 0 0 0 246 3 25 0 4 460
PHF 0.906
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
16:00 2 49 0 0 0 0 0 54 1 1 0 0 166
16:15 0 38 0 0 0 0 0 83 2 7 0 2 130
16:30 0 59 0 0 0 0 0 77 0 7 0 0 122
16:45 0 61 0 0 0 0 0 69 0 14 0 2 130
17:00 0 44 0 0 0 0 0 52 2 3 0 0 161
17:15 0 41 0 0 0 0 0 46 3 3 0 0 127
17:30 0 48 0 0 0 0 0 48 3 9 0 0 143
17:45 0 43 0 0 0 0 0 35 1 5 0 0 126
Total Volume: 5 528 0 0 0 0 0 462 59 45 0 6 1105
Approach % 1% 99% 0% 0% 0% 0% 0% 89% 11% 88% 0% 12%
Peak Hr Begin: 16:45
PHV 4 259 0 0 0 0 0 245 30 18 0 5 561
PHF 0.719 0.871
Eastbound

0.843 0.000 0.917
Totals:

Southbound Westbound
Totals:
8/5/2021
Southbound Westbound Northbound Eastbound

0.858 0.000 0.841 0.518
Northbound
Location ID: 6
North/South: N Chinowith St Date:

East/West: River Way Dr City: Visalia, CA
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
7:00 0 0 0 1 0 0 0 0 0 0 0 0 1
7:15 0 0 1 1 0 0 0 0 0 0 0 0 2
7:30 0 0 1 0 0 0 0 0 0 0 0 0 1
7:45 0 0 3 0 0 0 0 0 0 0 0 0 3
8:00 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 0 0 0 1 1 0 0 0 0 0 0 0 2
8:30 1 0 1 1 0 0 0 0 0 0 1 0 4
8:45 0 0 0 0 1 0 0 0 0 0 1 0 2
Total Volume: 1 0 6 4 2 0 0 0 0 0 2 0 15
Approach % 14% 0% 86% 67% 33% 0% 0% 0% 0% 0% 100% 0%
Peak Hr Begin: 7:45
PHV 1 0 4 2 1 0 0 0 0 0 1 0 9
PHF 0.563
1 2 3 4 5 6 7 8 9 10 11 12
Lanes: R T L R T L R T L R T L
16:00 0 0 1 3 0 0 0 0 0 0 0 0 4
16:15 0 0 3 1 0 0 0 0 0 0 0 0 4
16:30 0 0 0 1 0 0 0 0 0 0 0 0 1
16:45 0 0 0 2 0 0 0 0 0 0 0 0 2
17:00 0 0 2 0 0 0 0 0 0 0 0 0 2
17:15 0 0 0 2 0 0 0 0 0 0 0 0 2
17:30 0 0 3 1 1 0 0 0 0 0 1 0 6
17:45 0 0 2 1 0 0 0 0 0 0 0 0 3
Total Volume: 0 0 11 11 1 0 0 0 0 0 1 0 24
Approach % 0% 0% 100% 92% 8% 0% 0% 0% 0% 0% 100% 0%
Peak Hr Begin: 17:00
PHV 0 0 7 4 1 0 0 0 0 0 1 0 13
PHF 0.250 0.542
Eastbound

0.583 0.625 0.000
Totals:

Southbound Westbound
Totals:
8/5/2021
Southbound Westbound Northbound Eastbound

0.417 0.375 0.000 0.250
Northbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 65 8 1 0 4 35 0 3 0 0 0 0 0 0 6 0 8 2 7:15 AM - 7:30 AM 0 0 68 4 0 0 7 59 0 3 0 0 0 0 0 0 9 0 14 1 7:30 AM - 7:45 AM 0 0 76 8 1 0 7 45 0 3 0 0 0 0 0 0 13 0 7 1 7:45 AM - 8:00 AM 0 0 67 12 1 0 7 54 0 2 0 0 0 0 0 0 12 0 22 1 8:00 AM - 8:15 AM 0 0 35 4 0 0 4 55 0 2 0 0 0 0 0 0 13 0 16 0 8:15 AM - 8:30 AM 0 0 53 6 1 0 7 35 0 3 0 0 0 0 0 0 6 0 6 2 8:30 AM - 8:45 AM 0 0 41 7 2 0 1 45 0 0 0 0 0 0 0 0 8 0 4 1 8:45 AM - 9:00 AM 0 0 44 6 2 0 6 53 0 2 0 0 0 0 0 0 3 0 8 0 TOTAL 0 0 386 48 8 0 38 327 0 18 0 0 0 0 0 0 60 0 74 8
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 49 24 2 0 14 69 0 1 0 0 0 0 0 0 6 0 4 1 4:15 PM - 4:30 PM 0 0 57 18 1 0 4 64 0 2 0 0 0 0 0 0 7 0 8 0 4:30 PM - 4:45 PM 0 0 60 23 0 0 14 70 0 0 0 0 0 0 0 0 9 0 6 0 4:45 PM - 5:00 PM 0 0 37 21 0 0 18 78 0 3 0 0 0 0 0 0 4 0 3 0 5:00 PM - 5:15 PM 0 0 44 18 1 0 6 71 0 0 0 0 0 0 0 0 4 0 8 0 5:15 PM - 5:30 PM 0 0 55 18 2 0 11 53 0 0 0 0 0 0 0 0 18 0 3 0 5:30 PM - 5:45 PM 0 0 57 25 0 0 7 46 0 0 0 0 0 0 0 0 9 0 9 0 5:45 PM - 6:00 PM 0 0 55 22 1 0 12 59 0 0 0 0 0 0 0 0 4 0 4 0 TOTAL 0 0 357 145 7 0 73 441 0 6 0 0 0 0 0 0 54 0 41 1
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 0 212 25 2 0 22 183 0 10 0 0 0 0 0 0 40 0 51 3 4:00 PM - 5:00 PM 0 0 176 74 3 0 43 243 0 6 0 0 0 0 0 0 23 0 19 1 PHF Trucks PHF
AM 0.894 2.8% PM 0 243 43 0 0.872
PM 0.915 1.7% AM 0 183 22 0 0.899
PHF ##### #####
AM PM
0 0 51 19
0 0 0 0
0 0 40 23
0 0 0 0
PM AM
PHF

0.784 0.808 PHF

0.823 0 0 212 25 AM

0.868 0 0 176 74 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Pratt Rd
Northbound Westbound
Demaree St
Demaree St
Turning Movement Report
Demaree St @ Pratt Rd
Tulare
Wednesday, June 02, 2021 Clear

36.3656
-119.3321
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 69 7 1 0 1 42 0 4 0 0 0 0 0 0 23 0 2 0 7:15 AM - 7:30 AM 0 0 64 4 0 0 4 68 0 3 0 0 0 0 0 0 34 0 7 1 7:30 AM - 7:45 AM 0 0 76 18 1 0 1 74 0 3 0 0 0 0 0 0 29 0 6 0 7:45 AM - 8:00 AM 0 0 71 16 2 0 1 70 0 1 0 0 0 0 0 0 25 0 6 0 8:00 AM - 8:15 AM 0 0 42 15 0 0 2 71 0 2 0 0 0 0 0 0 29 0 2 0 8:15 AM - 8:30 AM 0 0 60 13 1 0 0 50 0 1 0 0 0 0 0 0 25 0 2 1 8:30 AM - 8:45 AM 0 0 46 6 2 0 4 57 0 1 0 0 0 0 0 0 26 0 1 0 8:45 AM - 9:00 AM 0 0 47 16 2 0 2 64 0 1 0 0 0 0 0 0 22 0 2 0 TOTAL 0 0 411 82 9 0 15 430 0 16 0 0 0 0 0 0 185 0 25 2 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 1 0 83 24 2 0 3 91 0 3 0 0 0 0 0 0 37 0 0 0 4:15 PM - 4:30 PM 0 0 76 35 1 0 1 71 0 2 0 0 0 0 0 0 15 0 2 0 4:30 PM - 4:45 PM 0 0 81 33 0 0 7 82 0 0 0 0 0 0 0 0 14 0 2 0 4:45 PM - 5:00 PM 0 0 64 37 0 0 2 88 0 3 0 0 0 0 0 0 22 0 1 0 5:00 PM - 5:15 PM 0 0 69 43 0 0 0 83 0 0 0 0 0 0 0 0 25 0 0 0 5:15 PM - 5:30 PM 0 0 83 30 1 0 1 71 0 0 0 0 0 0 0 0 22 0 2 0 5:30 PM - 5:45 PM 0 0 89 33 0 0 2 57 0 0 0 0 0 0 0 0 21 0 2 0 5:45 PM - 6:00 PM 0 0 71 30 1 0 3 71 0 0 0 0 0 0 0 0 21 0 1 0 TOTAL 1 0 533 228 5 0 18 533 0 8 0 0 0 0 0 0 153 0 10 0 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 0 218 46 3 0 8 246 0 9 0 0 0 0 0 0 101 0 18 1 4:00 PM - 5:00 PM 1 0 262 111 3 0 12 288 0 8 0 0 0 0 0 0 76 0 5 0 PHF Trucks PHF
AM 0.910 2.0% PM 0 288 12 0 0.915
PM 0.907 1.5% AM 0 246 8 0 0.977
PHF ##### #####
AM PM
0 0 18 5
0 0 0 0
0 0 101 76
0 0 0 0
PM AM
PHF

0.85 0.633 PHF

0.825 0 0 218 46 AM

0.954 1 0 262 111 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Shannon Pkwy
Northbound Westbound
Demaree St
Demaree St
Turning Movement Report
Demaree St @ Shannon Pkwy
Tulare
Wednesday, June 02, 2021 Clear

36.3616
-119.3321
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 1 18 14 13 1 0 3 15 4 1 0 2 29 1 3 0 24 89 2 3 7:15 AM - 7:30 AM 0 8 15 13 1 0 4 23 4 1 0 7 43 2 4 0 27 71 9 1 7:30 AM - 7:45 AM 0 7 22 23 2 0 3 29 8 4 0 13 42 4 7 0 46 85 9 1 7:45 AM - 8:00 AM 0 12 33 33 1 0 3 45 11 0 0 8 42 6 2 0 42 97 16 0 8:00 AM - 8:15 AM 0 11 64 20 2 1 29 43 26 1 0 43 61 14 8 0 30 87 45 3 8:15 AM - 8:30 AM 0 3 34 36 1 0 29 69 24 0 0 14 62 8 6 1 25 76 19 4 8:30 AM - 8:45 AM 0 9 21 18 2 0 2 15 1 0 0 2 46 6 0 0 30 61 6 4 8:45 AM - 9:00 AM 0 6 9 21 2 0 1 13 2 4 0 0 47 9 2 0 27 45 3 0 TOTAL 1 63 182 151 12 1 66 218 71 11 0 77 322 44 29 1 219 529 95 16 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 6 25 42 1 0 19 24 3 0 0 4 124 16 2 1 35 68 13 2 4:15 PM - 4:30 PM 0 7 15 53 0 0 3 13 6 0 0 8 113 16 1 0 37 71 2 2 4:30 PM - 4:45 PM 0 14 22 54 0 0 3 6 7 0 0 1 117 21 1 0 36 67 4 2 4:45 PM - 5:00 PM 2 8 24 38 0 0 3 14 1 0 0 1 113 14 0 0 42 54 2 2 5:00 PM - 5:15 PM 1 11 20 47 1 0 3 7 4 0 0 3 140 19 1 0 34 62 1 1 5:15 PM - 5:30 PM 1 9 25 42 0 0 8 12 2 0 0 3 129 12 1 0 37 65 6 0 5:30 PM - 5:45 PM 1 16 26 37 1 0 1 13 3 0 0 3 105 22 0 2 26 69 8 0 5:45 PM - 6:00 PM 1 20 16 24 0 1 2 7 4 0 0 1 99 35 0 0 36 74 7 1 TOTAL 6 78 151 290 3 1 38 82 28 0 0 23 813 133 6 3 244 459 38 10 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 28 131 96 6 1 56 161 60 5 0 67 179 28 20 1 124 298 77 8 4:00 PM - 5:00 PM 2 30 75 160 1 0 25 49 15 0 0 13 404 58 4 1 129 225 19 8 PHF Trucks PHF
AM 0.799 3.0% PM 15 49 25 0 0.556
PM 0.916 1.1% AM 60 161 56 1 0.656
PHF 0.95 0.672
AM PM
0 0 77 19
13 67 298 225
404 179 124 129
58 28 1 1
PM AM
PHF

0.893 0.926 PHF

0.787 0 28 131 96 AM

0.867 2 30 75 160 PM
Turning Movement Report
Riggin Ave @ Akers St
Tulare
Thursday, May 27, 2021 Clear

36.3566
-119.3500

Riggin Ave
Northbound Westbound
Riggin Ave
Akers St
Akers St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 3 0 1 0 0 0 0 0 0 0 0 44 1 6 0 4 111 0 0 7:15 AM - 7:30 AM 0 6 0 3 0 0 0 0 0 0 0 0 61 3 3 0 4 113 0 2 7:30 AM - 7:45 AM 0 6 0 7 0 0 0 0 0 0 0 0 76 1 7 0 3 147 0 2 7:45 AM - 8:00 AM 0 1 0 3 0 0 0 0 0 0 0 0 83 12 0 0 3 156 0 4 8:00 AM - 8:15 AM 0 7 0 9 0 0 0 0 0 0 0 0 118 3 7 0 9 137 0 6 8:15 AM - 8:30 AM 0 4 0 6 0 0 0 0 0 0 0 0 122 4 7 0 8 114 0 4 8:30 AM - 8:45 AM 0 6 0 7 0 0 0 0 0 0 0 0 69 2 0 0 1 83 0 3 8:45 AM - 9:00 AM 0 2 0 3 0 0 0 0 0 0 0 0 72 0 6 0 2 71 0 0 TOTAL 0 31 0 35 0 0 0 0 0 0 0 0 558 24 31 0 32 807 0 20 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 4 0 8 0 0 0 0 0 0 0 0 184 11 3 0 8 118 0 2 4:15 PM - 4:30 PM 0 2 0 8 0 0 0 0 0 0 0 0 160 7 0 0 4 110 0 2 4:30 PM - 4:45 PM 0 3 0 4 0 0 0 0 0 0 0 0 165 7 2 0 7 110 0 3 4:45 PM - 5:00 PM 0 2 0 7 0 0 0 0 0 0 0 0 153 11 0 0 9 88 0 1 5:00 PM - 5:15 PM 0 1 0 4 0 0 0 0 0 0 0 0 194 4 2 0 2 103 0 1 5:15 PM - 5:30 PM 0 4 0 15 0 0 0 0 0 0 0 0 166 12 1 0 6 107 0 0 5:30 PM - 5:45 PM 0 6 0 8 0 0 0 0 0 0 0 0 150 3 0 0 6 106 0 1 5:45 PM - 6:00 PM 0 6 0 7 0 0 0 0 0 0 0 0 123 14 0 0 6 112 0 0 TOTAL 0 26 0 54 0 0 0 0 0 0 0 0 1121 59 8 0 42 739 0 10 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 16 0 22 0 0 0 0 0 0 0 0 344 18 18 0 21 479 0 15 4:00 PM - 5:00 PM 0 11 0 24 0 0 0 0 0 0 0 0 573 30 5 0 25 368 0 8 PHF Trucks PHF
AM 0.918 3.7% PM 0 0 0 0 #####
PM 0.895 1.3% AM 0 0 0 0 #####
PHF 0.897 0.83
AM PM
0 0 0 0
0 0 479 368
573 344 21 25
30 18 0 0
PM AM
PHF

0.906 0.901 PHF

0.679 0 16 0 22 AM

0.795 0 11 0 24 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Riggin Ave
Northbound Westbound
Riggin Ave
Linwood St
Turning Movement Report
Riggin Ave @ Linwood St
Tulare
Thursday, May 27, 2021 Clear

36.3565
-119.3410
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 7 66 9 0 0 3 48 26 0 0 8 25 14 3 1 27 72 4 3 7:15 AM - 7:30 AM 0 13 66 14 6 0 7 50 24 1 1 13 38 16 2 3 47 78 8 1 7:30 AM - 7:45 AM 0 13 83 19 6 0 7 85 33 3 0 33 54 20 7 4 42 89 14 3 7:45 AM - 8:00 AM 0 18 76 29 1 0 4 96 25 1 0 24 61 18 0 4 38 108 7 0 8:00 AM - 8:15 AM 0 19 60 26 3 0 9 76 30 3 0 23 78 22 7 4 39 83 9 4 8:15 AM - 8:30 AM 0 15 89 30 3 0 8 62 26 2 0 23 91 15 7 3 56 72 7 4 8:30 AM - 8:45 AM 0 8 47 16 2 0 6 44 16 2 0 21 43 14 0 12 45 53 7 7 8:45 AM - 9:00 AM 0 8 54 15 4 0 4 59 15 1 0 20 50 15 6 7 38 44 2 0 TOTAL 0 86 467 137 23 0 43 451 170 13 1 142 381 115 28 35 288 519 51 21 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 16 101 37 1 0 21 70 21 1 0 46 112 20 1 1 59 83 7 1 4:15 PM - 4:30 PM 0 13 120 37 3 0 13 79 18 2 0 42 103 21 2 19 48 90 8 2 4:30 PM - 4:45 PM 0 15 80 39 2 0 12 79 20 1 0 36 113 19 1 16 71 80 9 2 4:45 PM - 5:00 PM 0 16 95 38 2 0 13 65 15 2 0 43 105 19 0 14 65 69 7 1 5:00 PM - 5:15 PM 0 21 100 58 1 0 12 69 21 0 0 47 124 22 2 15 56 74 2 1 5:15 PM - 5:30 PM 0 15 108 32 2 0 12 82 24 0 0 43 125 24 1 19 65 77 6 1 5:30 PM - 5:45 PM 0 18 114 45 3 0 14 84 19 1 0 25 89 15 0 23 60 81 6 1 5:45 PM - 6:00 PM 0 13 85 32 3 0 16 49 30 0 0 44 84 16 0 14 42 84 12 1 TOTAL 0 109 695 274 17 0 96 500 144 7 0 282 740 134 7 104 403 552 49 10 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 55 266 90 12 0 25 276 99 9 0 89 245 64 18 15 151 306 32 11 4:45 PM - 5:45 PM 0 60 361 149 8 0 43 260 68 3 0 137 383 69 3 61 212 260 18 4 PHF Trucks PHF
AM 0.973 2.9% PM 68 260 43 0 0.909
PM 0.955 0.9% AM 99 276 25 0 0.917
PHF 0.882 0.888
AM PM
0 0 32 18
137 89 306 260
383 245 151 212
69 64 15 61
PM AM
PHF

0.92 0.937 PHF

0.886 0 55 266 90 AM

0.925 0 60 361 149 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Riggin Ave
Northbound Westbound
Riggin Ave
Demaree St
Demaree St
Turning Movement Report
Riggin Ave @ Demaree St
Tulare
Thursday, May 27, 2021 Clear

36.3565
-119.3320
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 11 14 8 4 0 3 32 11 4 0 1 1 8 3 0 30 6 12 2 7:15 AM - 7:30 AM 0 10 21 17 3 0 1 35 7 4 0 0 0 2 1 0 39 1 11 0 7:30 AM - 7:45 AM 0 11 18 14 6 0 9 55 7 4 0 2 2 10 4 0 29 6 9 0 7:45 AM - 8:00 AM 0 19 23 30 4 0 2 77 11 4 0 2 0 2 3 0 34 10 17 0 8:00 AM - 8:15 AM 0 10 30 22 6 0 8 47 8 6 0 1 3 8 3 0 29 6 13 3 8:15 AM - 8:30 AM 1 15 23 22 3 0 10 28 4 4 0 6 2 6 7 0 21 4 18 2 8:30 AM - 8:45 AM 0 8 26 20 8 0 7 24 7 3 0 2 2 6 1 0 17 3 9 1 8:45 AM - 9:00 AM 0 15 24 9 10 0 9 26 6 6 0 4 0 7 4 0 18 6 13 0 TOTAL 1 90 163 128 40 0 44 295 54 33 0 17 10 43 25 0 195 37 92 8 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 12 52 32 4 0 7 37 6 1 0 13 10 19 6 0 20 2 8 2 4:15 PM - 4:30 PM 0 4 30 21 2 0 8 19 4 3 0 7 9 22 1 0 9 2 10 0 4:30 PM - 4:45 PM 0 6 52 32 1 0 9 35 0 0 0 12 15 37 1 0 11 4 12 0 4:45 PM - 5:00 PM 0 2 34 20 0 0 4 42 2 2 0 9 7 7 2 0 4 0 8 0 5:00 PM - 5:15 PM 0 1 55 30 1 0 12 18 0 0 0 11 12 30 0 0 9 1 7 0 5:15 PM - 5:30 PM 0 3 45 20 2 0 7 23 1 1 0 4 7 2 0 0 10 1 11 0 5:30 PM - 5:45 PM 0 2 53 30 1 0 7 26 1 0 0 10 1 17 0 0 14 0 8 0 5:45 PM - 6:00 PM 0 1 30 28 1 0 7 22 7 2 0 4 1 9 1 0 13 2 7 0 TOTAL 0 29 318 192 12 0 54 202 19 9 0 64 56 129 10 0 82 12 63 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 1 50 85 80 17 0 26 188 27 17 0 10 7 23 16 0 102 23 51 5 4:00 PM - 5:00 PM 0 22 152 95 7 0 25 121 11 6 0 37 37 77 9 0 40 8 34 2 PHF Trucks PHF
AM 0.817 8.2% PM 11 121 25 0 0.872
PM 0.804 3.6% AM 27 188 26 0 0.735
PHF 0.64 0.769
AM PM
0 0 51 34
37 10 23 8
37 7 102 40
77 23 0 0
PM AM
PHF

0.8 0.759 PHF

0.831 1 50 85 80 AM

0.773 0 22 152 95 PM
Turning Movement Report
Ferguson Ave @ Shirk Rd
Tulare
Thursday, May 27, 2021 Clear

36.3510
-119.3678

Ferguson Ave
Northbound Westbound
Sunnyview Ave
Shirk Rd
Shirk Rd
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 3 30 9 1 0 8 4 8 2 0 2 19 3 1 0 9 30 4 1 7:15 AM - 7:30 AM 0 2 37 13 0 0 6 0 6 0 0 2 18 2 0 0 9 37 2 1 7:30 AM - 7:45 AM 0 1 44 17 0 0 11 4 10 1 0 3 36 0 2 0 4 44 2 0 7:45 AM - 8:00 AM 0 0 68 13 0 0 13 7 11 0 0 4 23 1 1 0 15 68 8 0 8:00 AM - 8:15 AM 0 2 62 21 1 0 8 3 26 1 0 11 44 0 2 0 9 62 4 0 8:15 AM - 8:30 AM 0 1 53 10 0 0 7 4 17 1 0 11 45 0 2 0 9 53 1 2 8:30 AM - 8:45 AM 0 1 22 8 0 0 6 0 6 0 0 6 28 3 0 0 6 22 4 0 8:45 AM - 9:00 AM 0 0 31 14 2 0 4 2 3 0 0 1 15 0 3 0 9 31 1 0 TOTAL 0 10 315 95 4 0 56 23 78 5 0 37 207 9 11 0 63 315 25 4 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 1 34 18 1 0 7 2 6 1 0 6 59 0 0 0 15 34 13 0 4:15 PM - 4:30 PM 0 0 37 13 0 0 10 2 6 0 0 4 42 1 0 0 8 37 7 0 4:30 PM - 4:45 PM 0 2 34 13 0 0 9 3 2 0 0 7 54 3 0 0 12 34 9 1 4:45 PM - 5:00 PM 0 2 19 6 0 0 3 2 1 0 0 7 29 0 0 0 9 19 13 1 5:00 PM - 5:15 PM 0 0 34 15 0 0 7 7 4 0 0 6 44 1 0 0 13 34 12 0 5:15 PM - 5:30 PM 0 0 30 6 0 0 6 7 4 0 0 7 32 1 1 0 19 30 8 0 5:30 PM - 5:45 PM 0 0 31 13 0 0 7 10 1 0 0 3 39 7 0 0 13 31 10 0 5:45 PM - 6:00 PM 0 1 21 14 0 0 7 6 7 0 0 6 32 0 0 0 12 21 9 0 TOTAL 0 6 218 89 1 0 49 35 28 1 0 40 300 12 1 0 92 218 73 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 4 206 55 1 0 35 17 58 3 0 27 135 1 7 0 34 206 14 2 4:00 PM - 5:00 PM 0 5 113 45 1 0 26 9 13 1 0 21 167 4 0 0 40 113 38 2 PHF Trucks PHF
AM 0.865 1.6% PM 13 9 26 0 0.75
PM 0.839 0.7% AM 58 17 35 0 0.809
PHF 0.814 0.799
AM PM
0 0 14 38
21 27 206 113
167 135 34 40
4 1 0 0
PM AM
PHF

0.765 0.838 PHF

0.86 0 4 206 55 AM

0.849 0 5 113 45 PM
Turning Movement Report
Ferguson Ave @ Roeben St
Tulare
Thursday, May 27, 2021 Clear

36.3511
-119.3589

Ferguson Ave
Northbound Westbound
Ferguson Ave
Roeben St
Roeben St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 12 1 1 0 0 7 12 6 0 0 1 15 15 0 0 3 33 3 0 7:15 AM - 7:30 AM 0 20 2 1 1 0 4 12 8 1 1 3 29 16 1 0 3 41 2 0 7:30 AM - 7:45 AM 0 18 11 1 0 0 1 9 18 2 0 3 33 8 2 0 1 58 2 0 7:45 AM - 8:00 AM 0 27 3 15 0 0 11 20 20 0 0 2 46 20 1 0 4 83 4 0 8:00 AM - 8:15 AM 0 39 16 24 1 0 15 37 8 0 0 4 46 32 0 0 12 58 20 0 8:15 AM - 8:30 AM 0 33 16 13 0 0 2 14 7 1 0 15 30 32 3 0 9 54 13 0 8:30 AM - 8:45 AM 0 11 6 2 1 0 1 6 4 0 0 2 24 9 0 0 0 21 3 0 8:45 AM - 9:00 AM 0 14 3 0 0 0 1 9 4 0 0 2 27 9 1 0 3 41 3 0 TOTAL 0 149 51 50 3 0 37 102 65 4 1 30 217 121 8 0 32 334 45 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 16 9 3 0 0 9 12 8 0 0 11 58 32 0 0 3 53 9 0 4:15 PM - 4:30 PM 0 13 3 4 0 0 2 14 7 0 0 18 61 20 0 0 7 35 8 0 4:30 PM - 4:45 PM 0 20 2 6 0 0 6 24 4 0 0 14 62 24 1 0 0 44 4 1 4:45 PM - 5:00 PM 0 21 11 0 0 0 4 8 6 0 0 13 48 25 0 0 3 30 4 1 5:00 PM - 5:15 PM 0 13 8 2 0 0 3 15 8 0 0 8 82 26 1 0 6 30 13 0 5:15 PM - 5:30 PM 0 16 9 1 0 0 3 16 2 0 0 15 66 21 0 0 1 32 13 0 5:30 PM - 5:45 PM 0 14 11 4 0 0 8 15 3 0 0 18 53 36 0 0 6 39 4 0 5:45 PM - 6:00 PM 0 11 4 2 0 0 7 19 2 0 0 8 59 24 0 0 9 34 8 0 TOTAL 0 106 50 21 0 0 38 106 36 0 0 89 423 180 2 0 31 255 56 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 101 40 46 1 0 25 69 45 3 0 22 134 78 6 0 23 218 34 0 5:00 PM - 6:00 PM 0 46 28 9 0 0 19 56 14 0 0 42 224 93 1 0 19 116 33 0 PHF Trucks PHF
AM 0.776 1.2% PM 14 56 19 0 0.927
PM 0.940 0.1% AM 45 69 25 0 0.668
PHF 0.889 0.824
AM PM
0 0 34 33
42 22 218 116
224 134 23 19
93 78 0 0
PM AM
PHF

0.859 0.955 PHF

0.678 0 101 40 46 AM

0.830 0 46 28 9 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Ferguson Ave
Northbound Westbound
Ferguson Ave
Linwood St
Linwood St
Turning Movement Report
Ferguson Ave @ Linwood St
Tulare
Thursday, May 27, 2021 Clear

36.3490
-119.3410
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 4 81 18 0 0 3 97 7 2 0 7 8 4 0 0 34 23 1 0 7:15 AM - 7:30 AM 0 7 77 13 4 0 2 118 6 0 0 8 20 12 0 0 47 32 7 0 7:30 AM - 7:45 AM 0 14 99 19 4 0 7 148 12 3 0 7 15 11 1 0 46 43 8 0 7:45 AM - 8:00 AM 0 14 107 24 1 0 8 170 9 0 0 8 33 12 0 0 46 65 3 0 8:00 AM - 8:15 AM 0 16 102 33 3 0 15 129 15 3 0 15 22 41 0 0 43 33 13 0 8:15 AM - 8:30 AM 0 15 107 29 3 0 4 137 13 3 0 9 21 27 2 0 30 29 11 0 8:30 AM - 8:45 AM 0 3 72 18 3 0 2 112 4 7 0 3 14 9 0 0 32 16 3 0 8:45 AM - 9:00 AM 0 9 66 18 4 0 0 107 6 1 0 6 13 9 1 0 18 26 3 0 TOTAL 0 72 615 146 22 0 37 881 62 18 0 55 125 108 4 0 255 230 43 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 12 142 37 1 0 6 142 4 2 0 14 39 18 0 0 34 47 3 0 4:15 PM - 4:30 PM 0 15 162 39 3 0 8 123 11 2 0 12 46 7 0 0 27 20 1 0 4:30 PM - 4:45 PM 0 14 141 30 2 0 3 159 6 3 0 14 47 19 1 0 30 36 6 1 4:45 PM - 5:00 PM 0 8 151 38 2 0 6 141 7 2 0 12 36 16 0 0 32 23 8 0 5:00 PM - 5:15 PM 0 18 171 47 1 0 6 140 8 2 0 21 62 12 0 0 25 21 9 0 5:15 PM - 5:30 PM 0 21 170 53 2 0 11 156 7 2 0 15 43 18 0 0 26 16 7 0 5:30 PM - 5:45 PM 0 11 164 43 3 0 8 152 13 1 0 13 27 9 0 0 23 39 6 1 5:45 PM - 6:00 PM 0 14 135 25 2 0 3 106 12 2 0 14 43 9 0 0 27 21 4 0 TOTAL 0 96 1070 270 16 0 44 968 58 16 0 98 298 92 1 0 195 193 39 2 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 0 51 359 90 11 0 30 505 42 9 0 34 78 78 3 0 143 146 30 0 4:45 PM - 5:45 PM 0 49 568 156 8 0 26 510 30 7 0 52 146 47 0 0 92 86 26 1 PHF Trucks PHF
AM 0.918 1.5% PM 30 510 26 0 0.943
PM 0.955 0.9% AM 42 505 30 0 0.89
PHF 0.747 0.709
AM PM
0 0 30 26
52 34 146 86
146 78 143 92
47 78 0 0
PM AM
PHF

0.806 0.864 PHF

0.954 0 51 359 90 AM

0.920 0 49 568 156 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Ferguson Ave
Northbound Westbound
Ferguson Ave
Demaree St
Demaree St
Turning Movement Report
Ferguson Ave @ Demaree St
Tulare
Thursday, May 27, 2021 Clear

36.3491
-119.3319
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 12 14 59 15 6 1 57 88 8 2 0 4 31 3 3 0 11 34 11 1 7:15 AM - 7:30 AM 20 24 59 13 0 1 44 105 21 0 0 11 37 9 0 0 25 41 12 3 7:30 AM - 7:45 AM 26 17 77 11 4 1 77 165 37 1 0 10 31 11 1 0 23 51 14 6 7:45 AM - 8:00 AM 14 24 90 32 3 1 81 189 51 1 0 11 47 15 0 1 34 68 26 3 8:00 AM - 8:15 AM 1 33 110 31 4 1 85 152 39 4 0 25 81 17 0 0 29 52 26 4 8:15 AM - 8:30 AM 10 10 124 43 4 1 62 158 15 0 0 17 53 11 0 0 37 46 30 4 8:30 AM - 8:45 AM 14 19 75 28 4 2 31 106 8 2 0 7 40 14 2 1 20 24 13 4 8:45 AM - 9:00 AM 10 23 73 22 2 1 44 105 9 8 0 8 37 8 1 0 19 30 15 2 TOTAL 98 149 607 177 26 9 437 970 170 17 0 84 325 80 7 2 180 314 135 26 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 15 20 185 46 2 4 52 109 13 2 0 17 89 31 1 0 24 34 31 2 4:15 PM - 4:30 PM 22 19 173 48 1 3 34 129 17 0 1 24 58 20 2 0 25 37 40 2 4:30 PM - 4:45 PM 19 14 176 41 2 0 41 121 7 0 0 23 90 19 0 1 23 42 34 2 4:45 PM - 5:00 PM 11 20 165 36 0 3 40 112 12 3 0 23 68 12 0 0 23 22 32 0 5:00 PM - 5:15 PM 22 15 185 37 1 4 41 83 9 0 0 21 99 21 0 0 24 26 46 1 5:15 PM - 5:30 PM 12 20 189 46 0 6 44 90 10 1 0 23 85 12 0 1 30 32 53 1 5:30 PM - 5:45 PM 14 11 190 33 1 4 52 92 4 1 0 30 89 19 0 0 12 42 36 0 5:45 PM - 6:00 PM 14 8 149 26 0 2 42 80 7 1 0 21 91 20 0 0 28 29 40 0 TOTAL 118 115 1283 286 7 25 313 742 71 8 1 165 609 139 3 2 172 240 283 8 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 47 76 365 106 15 4 277 604 129 6 0 57 193 49 1 1 112 197 88 16 4:00 PM - 5:00 PM 61 66 635 156 5 10 151 428 44 5 1 79 278 74 3 1 87 123 124 6 PHF Trucks PHF
AM 0.923 1.6% PM 44 428 151 10 0.953
PM 0.952 0.8% AM 129 604 277 4 0.865
PHF 0.871 0.667
AM PM
1 0 88 124
79 57 197 123
278 193 112 87
74 49 1 1
PM AM
PHF

0.843 0.901 PHF

0.874 47 76 365 106 AM

0.948 61 66 635 156 PM
Turning Movement Report
Goshen Ave @ Akers St
Tulare
Thursday, May 27, 2021 Clear

36.3418
-119.3499

Goshen Ave
Northbound Westbound
Goshen Ave
Akers St
Akers St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 16 1 0 0 0 14 0 0 0 0 0 0 0 0 1 0 0 0 7:15 AM - 7:30 AM 0 0 32 1 0 0 0 18 0 0 0 0 0 0 0 0 0 0 0 0 7:30 AM - 7:45 AM 0 0 15 0 0 0 0 20 0 0 0 0 0 0 0 0 0 0 0 0 7:45 AM - 8:00 AM 1 0 25 0 0 1 0 41 0 0 0 0 0 0 0 0 0 0 0 0 8:00 AM - 8:15 AM 0 0 23 0 3 0 0 37 0 0 0 0 0 0 0 0 0 0 0 0 8:15 AM - 8:30 AM 0 0 13 0 0 0 0 22 0 0 0 0 0 0 0 0 0 0 0 0 8:30 AM - 8:45 AM 0 0 12 0 0 0 0 7 0 0 0 0 0 0 0 0 0 0 0 0 8:45 AM - 9:00 AM 0 0 13 0 1 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 1 0 128 2 4 1 0 141 0 0 0 0 0 0 0 0 1 0 0 0
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 14 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 4:15 PM - 4:30 PM 0 0 19 0 0 0 0 9 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 0 18 0 0 0 0 18 0 0 0 0 0 0 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 0 16 0 0 0 0 24 0 0 0 0 0 0 0 0 0 0 0 0 5:00 PM - 5:15 PM 0 0 32 0 0 0 0 12 0 0 0 0 0 0 0 0 0 0 0 0 5:15 PM - 5:30 PM 0 0 21 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 0 12 0 0 0 0 13 0 0 0 0 0 0 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 0 19 0 0 0 0 8 0 0 0 0 0 0 0 0 0 0 0 0 TOTAL 0 0 128 0 0 0 0 83 0 0 0 0 0 0 0 0 0 0 0 0
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 1 0 82 1 3 1 0 99 0 0 0 0 0 0 0 0 0 0 0 0 4:30 PM - 5:30 PM 0 0 74 0 0 0 0 55 0 0 0 0 0 0 0 0 0 0 0 0 PHF Trucks PHF
AM 0.780 1.6% PM 0 55 0 0 0.655
PM 0.872 0.0% AM 0 99 0 1 0.694
PHF ##### #####
AM PM
0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
PM AM
PHF
##### ##### PHF

0.75 1 0 82 1 AM

0.685 0 0 74 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Shannon Pkwy
Northbound Westbound
Akers St
Akers St
Turning Movement Report
Akers St @ Shannon Pkwy
Tulare
Tuesday, September 14, 2021 Clear

36.3619
-119.3500
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 0 61 3 0 0 3 55 0 0 0 0 0 0 0 0 2 0 1 0 7:15 AM - 7:30 AM 1 0 91 9 4 0 1 62 0 0 0 0 0 0 0 0 2 0 2 0 7:30 AM - 7:45 AM 0 0 96 2 3 0 3 71 0 3 0 0 0 0 0 0 2 0 6 1 7:45 AM - 8:00 AM 2 0 102 7 1 0 6 99 0 3 0 0 0 0 0 0 6 0 2 0 8:00 AM - 8:15 AM 1 0 81 12 3 0 2 71 0 0 0 0 0 0 0 0 3 0 2 0 8:15 AM - 8:30 AM 1 0 99 4 1 0 7 60 0 0 0 0 0 0 0 0 6 0 6 1 8:30 AM - 8:45 AM 1 0 70 7 2 0 1 55 0 0 0 0 0 0 0 0 2 0 1 0 8:45 AM - 9:00 AM 0 0 54 11 4 0 3 60 0 2 0 0 0 0 0 0 6 0 4 0 TOTAL 6 0 565 48 18 0 24 461 0 8 0 0 0 0 0 0 26 0 22 2
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 0 97 13 0 0 7 81 0 1 0 0 0 0 0 0 12 0 4 0 4:15 PM - 4:30 PM 0 0 70 4 1 0 3 100 0 1 0 0 0 0 0 0 4 0 6 0 4:30 PM - 4:45 PM 0 0 87 8 1 0 6 91 0 0 0 0 0 0 0 0 8 0 7 0 4:45 PM - 5:00 PM 0 0 95 6 0 0 11 100 0 0 0 0 0 0 0 0 7 0 8 0 5:00 PM - 5:15 PM 1 0 102 4 0 0 9 108 0 2 0 0 0 0 0 0 6 0 2 0 5:15 PM - 5:30 PM 0 0 106 8 0 0 8 95 0 0 0 0 0 0 0 0 8 0 6 0 5:30 PM - 5:45 PM 2 0 116 7 2 0 7 91 0 0 0 0 0 0 0 0 12 0 4 0 5:45 PM - 6:00 PM 1 0 100 7 0 0 1 83 0 1 0 0 0 0 0 0 9 0 2 0 TOTAL 4 0 668 50 4 0 45 648 0 5 0 0 0 0 0 0 57 0 35 0
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 4 0 326 22 8 0 16 261 0 6 0 0 0 0 0 0 15 0 14 2 4:45 PM - 5:45 PM 3 0 362 22 2 0 30 341 0 2 0 0 0 0 0 0 28 0 18 0 PHF Trucks PHF
AM 0.852 2.4% PM 0 341 30 0 0.909
PM 0.971 0.5% AM 0 261 16 0 0.769
PHF ##### #####
AM PM
0 0 14 18
0 0 0 0
0 0 15 28
0 0 0 0
PM AM
PHF

0.725 0.821 PHF

0.917 4 0 326 22 AM

0.896 3 0 362 22 PM
Turning Movement Report
Demaree St @ Flagstaff Ave
Tulare
Tuesday, September 14, 2021 Clear

36.3592
-119.3321

Flagstaff Ave
Northbound Westbound
Demaree St
Demaree St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 15 9 3 0 0 4 7 6 2 0 3 23 14 2 0 3 32 3 2 7:15 AM - 7:30 AM 0 20 8 2 2 0 7 12 8 0 0 4 43 12 0 0 9 46 11 0 7:30 AM - 7:45 AM 0 43 6 12 0 0 8 30 15 1 1 2 32 24 0 0 4 57 8 0 7:45 AM - 8:00 AM 0 33 8 18 1 1 16 33 21 1 0 3 54 20 0 0 13 80 11 1 8:00 AM - 8:15 AM 1 36 20 37 0 0 23 35 8 0 0 8 41 25 2 0 21 74 18 0 8:15 AM - 8:30 AM 1 15 11 12 0 0 2 7 6 0 0 8 47 25 3 0 9 48 11 1 8:30 AM - 8:45 AM 0 11 8 3 1 0 6 8 9 0 0 8 24 14 1 0 2 30 6 0 8:45 AM - 9:00 AM 0 13 4 1 0 0 7 4 3 0 0 8 20 13 1 0 0 35 3 0 TOTAL 2 159 64 76 4 1 64 117 66 4 1 40 244 127 9 0 54 347 60 4 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 21 19 8 0 0 6 12 0 0 0 8 62 25 1 0 6 36 8 0 4:15 PM - 4:30 PM 0 18 7 1 0 0 3 6 6 0 0 9 49 15 0 0 6 34 3 0 4:30 PM - 4:45 PM 0 9 11 6 0 0 2 13 6 0 0 8 62 26 3 0 7 42 6 0 4:45 PM - 5:00 PM 0 9 12 3 1 0 6 9 6 1 0 9 60 18 1 0 6 32 9 1 5:00 PM - 5:15 PM 0 18 6 2 0 0 4 25 6 1 0 9 72 30 0 0 3 37 6 0 5:15 PM - 5:30 PM 0 22 11 3 0 1 3 9 9 0 0 22 59 35 0 0 8 33 8 0 5:30 PM - 5:45 PM 0 24 8 2 0 0 2 12 1 0 0 9 54 24 0 0 8 34 9 0 5:45 PM - 6:00 PM 0 13 9 1 0 0 1 12 7 0 0 11 55 24 0 0 1 37 14 0 TOTAL 0 115 70 24 1 1 25 84 35 2 0 74 410 171 5 0 39 244 55 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:30 AM - 8:30 AM 2 109 38 67 1 1 43 90 43 2 1 19 149 82 5 0 41 224 40 2 4:30 PM - 5:30 PM 0 50 33 13 1 1 14 49 23 2 0 42 220 94 4 0 21 123 25 1 PHF Trucks PHF
AM 0.793 1.1% PM 23 49 14 1 0.702
PM 0.917 1.1% AM 43 90 43 1 0.725
PHF 0.89 0.896
AM PM
0 1 40 25
42 19 224 123
220 149 41 21
94 82 0 0
PM AM
PHF

0.786 0.899 PHF

0.667 2 109 38 67 AM

0.774 0 50 33 13 PM
Turning Movement Report
Linwood St @ Ferguson Ave
Tulare
Tuesday, September 14, 2021 Clear

36.3491
-119.3410

Ferguson Ave
Northbound Westbound
Ferguson Ave
Linwood St
Linwood St
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 8 0 7 0 0 0 1 0 1 0 0 7 2 2 0 2 8 0 1 7:15 AM - 7:30 AM 0 8 1 9 0 0 0 0 0 0 0 0 8 1 1 0 16 19 0 2 7:30 AM - 7:45 AM 0 4 0 6 1 0 0 0 0 0 0 0 14 2 1 0 12 23 0 2 7:45 AM - 8:00 AM 0 3 0 8 0 0 0 0 0 0 0 0 9 9 1 0 12 25 0 1 8:00 AM - 8:15 AM 0 6 0 9 2 0 0 0 0 0 0 0 12 6 3 0 16 11 0 1 8:15 AM - 8:30 AM 0 8 0 12 1 0 0 0 0 0 0 0 7 6 2 0 8 11 0 1 8:30 AM - 8:45 AM 0 7 0 4 1 0 0 0 0 0 0 1 8 2 1 0 8 12 0 0 8:45 AM - 9:00 AM 0 6 3 3 0 0 1 0 0 1 0 0 14 4 1 0 1 7 1 1 TOTAL 0 44 4 51 5 0 1 1 0 2 0 1 68 29 12 0 65 99 1 9
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 1 9 0 11 0 0 0 0 0 0 0 0 23 6 1 0 7 7 0 3 4:15 PM - 4:30 PM 1 4 0 12 0 0 0 2 0 0 0 0 15 4 0 0 6 8 1 1 4:30 PM - 4:45 PM 0 4 0 14 0 0 0 0 0 0 0 0 27 1 0 0 12 9 0 0 4:45 PM - 5:00 PM 0 7 0 9 0 0 0 0 0 0 0 0 33 7 1 0 1 4 0 0 5:00 PM - 5:15 PM 0 8 0 19 0 0 0 0 0 0 0 0 13 2 0 0 7 6 0 0 5:15 PM - 5:30 PM 0 6 0 8 0 0 0 0 0 0 0 0 12 8 0 0 6 9 0 0 5:30 PM - 5:45 PM 0 8 0 9 0 0 0 0 0 0 0 0 16 9 0 0 6 4 0 0 5:45 PM - 6:00 PM 0 2 0 6 0 0 0 0 0 0 0 0 24 2 0 0 2 3 0 0 TOTAL 2 43 0 75 0 0 0 2 0 0 0 0 141 35 2 0 40 45 1 4
PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 19 1 28 3 0 0 0 0 0 0 0 37 16 6 0 48 67 0 6 4:00 PM - 5:00 PM 2 22 0 39 0 0 0 2 0 0 0 0 85 16 2 0 22 25 1 4 PHF Trucks PHF
AM 0.931 6.9% PM 0 2 0 0 0.25
PM 0.907 2.8% AM 0 0 0 0 #####
PHF 0.743 0.828
AM PM
0 0 0 1
0 0 67 25
85 37 48 22
16 16 0 0
PM AM
PHF

0.898 0.667 PHF

0.75 0 19 1 28 AM

0.875 2 22 0 39 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Ave 320
Northbound Westbound
Ave 320
Akers St
Akers St
Turning Movement Report
Ave 320 @ Akers St
Tulare
Wednesday, June 02, 2021 Clear

36.3710
-119.3500
Metro Traffic Data Inc.
310 N. Irwin Street - Suite 20
Hanford, CA 93230 Prepared For:

Ruettgers & Schuler Civil Engineers
800-975-6938 Phone/Fax 1800 30th St, Ste 260
www.metrotrafficdata.com Bakersfield, CA 93301

LOCATION LATITUDE

COUNTY LONGITUDE

COLLECTION DATE WEATHER
Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:00 AM - 7:15 AM 0 12 60 0 2 0 0 32 6 2 0 8 0 8 2 0 1 0 0 0 7:15 AM - 7:30 AM 0 15 65 1 2 0 0 55 19 2 0 9 0 8 1 0 1 0 0 0 7:30 AM - 7:45 AM 0 13 67 0 3 0 0 44 21 2 0 8 0 12 1 0 0 0 0 0 7:45 AM - 8:00 AM 0 18 72 0 2 0 0 47 20 3 0 9 0 11 1 0 1 0 0 0 8:00 AM - 8:15 AM 0 12 38 0 0 0 0 46 20 3 0 9 0 12 3 0 0 0 0 0 8:15 AM - 8:30 AM 0 11 46 0 3 0 1 38 8 2 0 15 0 6 2 0 1 0 0 0 8:30 AM - 8:45 AM 0 9 36 0 2 0 0 42 8 3 0 7 0 6 0 0 0 0 1 0 8:45 AM - 9:00 AM 0 7 42 0 3 0 0 43 4 0 0 6 0 11 1 0 0 0 0 0 TOTAL 0 82 369 1 17 0 1 299 91 17 0 62 0 62 11 0 4 0 1 0 Time U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 4:00 PM - 4:15 PM 0 4 46 0 1 0 1 61 6 2 0 11 0 23 1 0 0 1 0 1 4:15 PM - 4:30 PM 0 9 56 0 1 0 0 56 6 3 0 12 0 16 0 0 0 0 0 0 4:30 PM - 4:45 PM 0 9 57 0 0 0 0 55 11 1 0 16 0 22 0 0 0 0 0 0 4:45 PM - 5:00 PM 0 3 37 0 0 0 0 58 2 2 0 9 0 38 1 0 0 0 0 0 5:00 PM - 5:15 PM 0 6 45 0 1 0 0 59 7 1 0 13 0 13 0 0 1 0 0 0 5:15 PM - 5:30 PM 0 7 47 0 1 0 0 47 8 1 0 13 0 13 0 0 0 0 0 0 5:30 PM - 5:45 PM 0 4 61 0 0 0 0 39 4 0 0 12 0 13 0 0 0 0 0 0 5:45 PM - 6:00 PM 0 6 50 1 1 0 0 49 1 0 0 4 1 24 0 0 0 0 0 0 TOTAL 0 43 346 1 5 0 1 367 39 10 0 77 1 140 2 0 1 1 0 1 PEAK HOUR U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks U-Turn Left Thru Right Trucks 7:15 AM - 8:15 AM 0 49 210 1 7 0 0 166 68 10 0 31 0 36 6 0 2 0 0 0 4:00 PM - 5:00 PM 0 23 169 0 2 0 1 198 21 8 0 41 0 86 2 0 0 1 0 1 PHF Trucks PHF
AM 0.914 4.1% PM 21 198 1 0 0.932
PM 0.925 2.4% AM 68 166 0 0 0.929
PHF 0.774 0.931
AM PM
0 0 0 0
41 31 0 1
0 0 2 0
86 36 0 0
PM AM
PHF

0.5 0.25 PHF

0.833 0 49 210 1 AM

0.842 0 23 169 0 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Ave 320
Northbound Westbound
Ave 320
Demaree St
Demaree St
Turning Movement Report
Ave 320 @ Demaree St
Tulare
Wednesday, June 02, 2021 Clear

36.3710
-119.3322
Appendix F
Sewer Calculations
July 25, 2023 – Revision 1
City of Visalia, Community Development Department
Paul Bernal, Director
315 E. Acequia Ave.

Visalia, CA 93291
Re: Crandell Subdivision – Biochemical Oxygen Demand and Total Suspended Solids Calculations Mr. Bernal,
We have prepared the calculations below using the best available standards and practices that were able to find. Our Calculations reference a report prepared by Provost and Prichard titled Local Discharge Limits Development, that was prepared for the City of Visalia in March 2012, see Appendix A. We have also utilized the City of Visalia’s Sewer Master Plan, December 2005, to calculate an assumed volume of effluent for the proposed project. See below for the equation that will be utilized to calculate the assumed BOD and TSS that will be generated by the proposed project.

The Crandell Subdivision is a new project being proposed by Wathen Castanos Homes. The project is Located on Demaree Street, North of Riverway Drive. The project is proposing to develop 17.4 Gross Acres of Low Density Residential, 25.4 Gross Acres of Medium Density Residential, and 7.6 Gross Acres of High Density Residential. Using table 3.4 from the City of Visalia’s Sewer Master Plan, the expected flow rates can be calculated using the Adjusted Flow Coefficients that have been provided.

Land Use Acreage Adjusted Flow Coefficient Expected Flow (GPD) Low Density 17.4 800 13,920
Medium Density 25.4 1300 33,020
High Density 7.6 2000 15,200
Total Expected Flow: 62,140 GPD
Utilizing the equation and coefficients previously provided, we can calculate BOD as Follows:

𝐴𝐻𝐿𝑤𝑑𝑟 =
(8.34)(𝐶𝑤𝑑𝑟)(𝑄𝑤𝑤𝑡𝑓)
(1 − 𝑅𝑤𝑤𝑡𝑓)
Where:

𝐶𝑤𝑑𝑟 = 30
𝑄𝑤𝑤𝑡𝑓 = .062 𝑀𝐺𝐷
𝑅𝑤𝑤𝑡𝑓 = .9881
𝑩𝑶𝑫 = 𝟏𝟑𝟎𝟑. 𝟓𝟔 𝑳𝒃/𝑫𝒂𝒚
Utilizing the equation and coefficients previously provided, we can calculate TSS as Follows 𝐴𝐻𝐿𝑤𝑑𝑟 =
(8.34)(𝐶𝑤𝑑𝑟)(𝑄𝑤𝑤𝑡𝑓)
(1 − 𝑅𝑤𝑤𝑡𝑓)
Where:

𝐶𝑤𝑑𝑟 = 30
𝑄𝑤𝑤𝑡𝑓 = .062 𝑀𝐺𝐷
𝑅𝑤𝑤𝑡𝑓 = .9865
𝑻𝑺𝑺 = 𝟏𝟏𝟒𝟗. 𝟎𝟕 𝑳𝒃/𝑫𝒂𝒚
Please review the calculations provided and if there are any additional questions or information needed, please feel free to contact me at (559)802-3052.

Steven J. Macias, PE
Civil Engineer
Appendix A
Local Discharge Limits Development
Visalia, California
DRAFT
March 16, 2011
Prepared for:

City of Visalia
Prepared by:

Provost & Pritchard Consulting Group
Clovis, California
COPYRIGHT 2011 by PROVOST & PRITCHARD CONSULTING GROUP

ALL RIGHTS RESERVED
Provost & Pritchard Consulting Group expressly reserves its common law copyright and other applicable property rights to this document. This document is not to be reproduced, changed, or copied in any form or manner whatsoever, nor are they to be assigned to a third party without first obtaining the written permission and consent of Provost & Pritchard Consulting Group In the event of unauthorized reuse of the information contained herein by a third party, the third party shall hold the firm of Provost & Pritchard Consulting Group harmless, and shall bear the cost of Provost & Pritchard Consulting Group's legal fees associated with defending and enforcing these rights.

Local Discharge Limits Development City of Visalia
i
H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

TABLE OF CONTENTS
EXECUTIVE SUMMARY ................................................................................................. 1 1 INTRODUCTION ...................................................................................................... 1

1.1 WWTF Information ............................................................................................ 2 2 Pollutants of Concern ............................................................................................... 4

2.1 EPA POCs ........................................................................................................ 4

2.2 Existing Local Limits ......................................................................................... 5

2.3 Waste Discharge Requirement POCs ............................................................... 5

2.4 Other Reasons for POCs .................................................................................. 6

2.4.1 Water Quality Criteria ................................................................................. 6

2.4.2 Biosolids Land Application Criteria ............................................................ 6

2.4.3 Interference and Inhibition Criteria ............................................................. 7

2.4.4 Protection of Treatment Works, Collection System, and Workers ............. 7

2.5 Summary of Controlling Limits .......................................................................... 8

2.6 Evaluation of Existing Data ............................................................................... 9

2.7 Sampling Plan ................................................................................................. 11 3 Maximum Allowable Headworks Loadings ............................................................. 14

3.1 WWTF Removal Efficiencies ........................................................................... 14

3.2 Discharge Permit and Water Quality AHLs ..................................................... 16

3.3 Biosolids Disposal Based AHLs ...................................................................... 19

3.4 Inhibition Based AHLs ..................................................................................... 20

3.5 POC Maximum Allowable Headworks Loadings ............................................. 23 4 Designating Local Limits ........................................................................................ 25

4.1 Residential and Background Loadings ............................................................ 26

4.2 Septage Loadings ........................................................................................... 26

4.3 Maximum Allowable Industrial Loadings ......................................................... 27

4.3.1 Safety Factor and Growth Allowance ....................................................... 27

4.4 Local Limits Allocations ................................................................................... 27

4.4.1 Uniform Allocation .................................................................................... 27

Local Discharge Limits Development City of Visalia
ii
H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

4.4.2 IU Specific Allocation ............................................................................... 28

4.4.3 The Mass Proportion Allocation ............................................................... 28

4.5 Uniform Allocation of Local Limits ................................................................... 29

4.6 IU Specific Allocation of Local Limits .............................................................. 31

4.7 Comparison of Proposed and Existing Limits .................................................. 32

4.8 Protection of the Treatment Works, Collection System, and Workers ............. 33

4.8.1 Fume Toxicity .......................................................................................... 33

4.8.2 Oil and Grease ......................................................................................... 34

4.9 Public Participation ......................................................................................... 35

4.10 Implementation ............................................................................................... 35 5 Bibliography/References ........................................................................................ 36 APPENDIX A – WWTF Sampling Data
APPENDIX B – Bis (2-ethylhexyl) Phthalate Sampling Data APPENDIX C – WWTF Biosolids Data
APPENDIX D – Residential Background Sampling Data
APPENDIX E – Septage Hauler Sampling Data
APPENDIX F – Local Limits Calculations (Uniform Allocation) APPENDIX G – SIU Sampling Data
APPENDIX H – Local Limits Calculations (IU Specific Allocation)

Local Discharge Limits Development City of Visalia
iii
H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc LIST OF TABLES Page
Table ES-1: Local Limits Summary ................................................................................ 1 Table 1-1: Current SIUs ................................................................................................. 1 Table 2-1: EPA POCs .................................................................................................... 4 Table 2-2: Existing Local Limits POCs ........................................................................... 5 Table 2-3: WDR POCs ................................................................................................... 5 Table 2-4: Summary of Controlling Limits ...................................................................... 8 Table 2-5: Pollutants of Concern .................................................................................. 10 Table 2-6: Sampling Plan Information .......................................................................... 12 Table 3-1: Summary of WWTF Removal Efficiencies ................................................... 14 Table 3-2: WDR Based AHLs ....................................................................................... 16 Table 3-3: Water Quality (Chronic) Based AHLs .......................................................... 17 Table 3-4: Water Quality (Agricultural Water Supply) Based AHLs .............................. 18 Table 3-5: Summary of Water Quality Based AHLs ..................................................... 18 Table 3-6: Summary of Biosolids Disposal Based AHLs .............................................. 19 Table 3-7: Activated Sludge Inhibition Based AHLs ..................................................... 20 Table 3-8: Trickling Filter Inhibition Based AHLs .......................................................... 21 Table 3-9: Anaerobic Digester Inhibition (Conservative Pollutants) Based AHLs ......... 22 Table 3-10: Anaerobic Digester Inhibition (Non-Conservative Pollutants) Based AHLs22 Table 3-11: Summary Inhibition Based AHLs ............................................................... 23 Table 3-12: Maximum Allowable Headworks Loadings ................................................ 24 Table 4-1: Comparison of MAHLs with Average Headworks Loadings ........................ 25 Table 4-2: Uniform Allocation of Local Limits ............................................................... 30 Table 4-3: IU Specific Allocation of Local Limits ........................................................... 31 Table 4-4: Comparison of Existing and Proposed Local Limits .................................... 32 Table 4-5: Fume Toxicity Discharge Screening Levels ................................................ 34

Local Discharge Limits Development City of Visalia
iv
H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

ABBREVIATIONS
ACGIH ................................ American Conference of Governmental Industrial Hygienists AHL ................................................................................... Allowable Headworks Loading BOD ................................................................................... Biochemical Oxygen Demand CFR ...................................................................................... Code of Federal Regulations CTR ................................................................................................ California Toxics Rule EPA ........................................................ United States Environmental Protection Agency FOG .............................................................................................. Fats, Oils, and Grease GPD ........................................................................................................ Gallons Per Day IPP ................................................................................. Industrial Pretreatment Program IU................................................................................................................ Industrial User MAHL ................................................................ Maximum Allowable Headworks Loading MAIL ..................................................................... Maximum Allowable Industrial Loading MGD ............................................................................................. Million Gallons per Day NIOSH ............................................ National Institute for Occupational Safety and Health OSHA ...................................................... Occupational Safety and Health Administration POC .................................................................................................. Pollutant of Concern PPB .......................................................................................................... Parts Per Billion RWQCB ................................................................ Regional Water Quality Control Board SIU ............................................................................................ Significant Industrial User STEL ....................................................................................... Short Term Exposure Limit TSS ............................................................................................. Total Suspended Solids TWA-TLV ............................................. Threshold Limit Value – Time Weighted Average WDR ................................................................................ Waste Discharge Requirements WQ .............................................................................................................. Water Quality WQS ............................................................................................. Water Quality Standard WWTF ............................................................................... Wastewater Treatment Facility * .................................................................................................................... Multiplication

Local Discharge Limits Development City of Visalia
Page ES-1
H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

EXECUTIVE SUMMARY
The City of Visalia has an approved Industrial Pretreatment Program. As such, the City is required to maintain and enforce local limits on the significant industrial users that discharge to the City’s wastewater treatment facility. The existing local limits were developed in 1992. The Regional Water Quality Control Board is requiring the City to reevaluate their local limits.

A list of potential pollutants of concern was developed based on available sampling and treatment facility data. A sampling plan was developed and implemented to collect additional data necessary to perform the local limits evaluation. Using the information collected, the local limits were evaluated. The results of this evaluation are summarized in Table ES-1.

Table ES-1: Local Limits Summary
Pollutant Existing Local
Limit
Calculated Local
Limit
Allocation
Method
Proposed Local
Limit
Arsenic 0.05 mg/L 0.05 mg/L Uniform 0.05 mg/L
Boron 1.60 mg/L Not needed None
Cadmium 0.02 mg/L 0.08 mg/L IU Specific 0.02 mg/L
Chromium 3.44 mg/L 5.59 mg/L Uniform 3.44 mg/L
Copper 1.97 mg/L 2.14 mg/L IU Specific 1.97 mg/L
Cyanide 0.16 mg/L 36.97 mg/L IU Specific 0.16 mg/L
Lead 0.30 mg/L 0.48 mg/L IU Specific 0.30 mg/L
Mercury 0.02 mg/L 0.04 mg/L IU Specific 0.02 mg/L
Nickel 2.86 mg/L 5.53 mg/L IU Specific 2.86 mg/L
Silver 0.76 mg/L 12.40 mg/L IU Specific 0.76 mg/L
Zinc 0.64 mg/L 9.12 mg/L IU Specific 0.64 mg/L
Pentachlorophenol 0.15 mg/L Not needed None
Oil & Grease 200 mg/L 609 mg/L Uniform 200 mg/L
BOD5 18,161 lb/day 89,538 lb/day1 Not applicable 18,161 lb/day TSS 41,633 lb/day 41,633 lb/day1 Not applicable 41,633 lb/day 1 Plant design capacity
City of Visalia
SECTION ONE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc 1 INTRODUCTION
The City of Visalia operates a wastewater treatment facility (WWTF) that collects the municipal wastewater generated from the City of Visalia and the Goshen Community Services District. The WWTF treats typical domestic wastes as well as waste generated from commercial and industrial users. Several of the industrial users served by the WWTF meet the definition of a Significant Industrial Users (SIUs) as defined by the United States Environmental Protection Agency (EPA) in 40 CFR 403.3. SIUs are defined as:
 Industries subject to Categorical Pretreatment Standards under 40 CFR 403.6 and 40 CFR chapter I, subchapter N;
 Any industry discharging an average of 25,000 gallons per day (gpd) or more of process wastewater;
 Any industry that contributes a waste stream that makes up 5 percent or more of the average dry weather hydraulic or organic capacity of the WWTF; or  Any industry designated by the Control Authority to have a reasonable potential to adversely affect the WWTF’s operation.

Table 1-1 lists the current SIUs and the reason they are considered SIUs.

Table 1-1: Current SIUs
SIU Name SIU Reason SIU Name SIU Reason
Advanced Food
Products
Discharge volume Mission Uniform Discharge volume
Basic Chemical
Solutions
Categorical – 40
CFR 442
Pregis Innovative
Packaging
Potential to
impact WWTF
California Dairies Discharge volume Provisions Food Discharge volume ATC Plastics
(previously Heller
Performance Polymers)
Potential to impact
WWTF
Visalia Custom
Chrome
Categorical – 40
CFR 433
JM Eagle Potential to impact
WWTF
Voltage
Multipliers Inc.

Categorical – 40
CFR 469
Josten’s Print. And
Pub.

Potential to impact
WWTF
Western Milling Potential to
impact WWTF
Kawneer Company Categorical – 40
CFR 433

City of Visalia
SECTION ONE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Due to the fact that there are SIUs discharging to the WWTF, the City of Visalia is required to have an approved Industrial Pretreatment Program (IPP). The City’s IPP was approved by the Regional Water Quality Control Board (RWQCB) on May 5, 1983.

Part of the IPP requirements is the development and implementation of local limits.

Local limits are designed to protect the operations of the WWTF and to ensure that its discharges, whether liquid, solid, or air, comply with State and Federal requirements.

The EPA published the Local Limits Development Guidance document in July 2004.

This document outlines the procedures to develop local limits. In developing local limits the following factors may need to be considered:
 the WWTF’s efficiency in treating and removing pollutants;  the WWTF’s history of complying with the Waste Discharge Requirements;  sludge disposal methods; and
 worker health and safety concerns.

The current local limits were developed in 1992. The purpose of this project is to reevaluate those local limits and investigate the need for stricter or additional local limits.

1.1 WWTF Information
The WWTF treats sewage from the City of Visalia and the community of Goshen. The combined population is approximately 125,000 with a service area of 30 square miles.

The WWTF has a design capacity of 22 million gallons per day (MGD). The average flow for the period of January 2007 to August 2010 was 12.18 MGD, with a maximum one day flow of 14.79 MGD.

Sewage from the main trunklines enters two wet wells prior to entering the headworks of the WWTF. The headworks consists of bar screens. From the headworks, the flow goes to a set of four primary sedimentation basins. From the primary basins, the wastewater is sent to one of four plastic media filled trickling filters. From the trickling filters the water is sent to the aeration basins. The aeration basins precede the secondary sedimentation basins. After the sedimentation basins, the water is chlorinated prior to discharge. The WWTF has the ability to discharge to Mill Creek, agricultural lands, and to onsite percolation ponds. A majority of the flow is discharged to Mill Creek, with the onsite percolation ponds being the discharge point when Mill Creek is not used.

Sludge collected from the primary and secondary treatment processes is thickened in a pair of gravity belt thickeners. After thickening, the sludge is fed to one of six anaerobic digesters. After digestion, liquid from the digesters is discharged to one of two sludge pits for settling of solids. Supernatant from the sludge pits is pumped back to the headworks. The solids from the digesters are pumped to thirty unlined sludge drying City of Visalia
SECTION ONE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc beds. After 60 to 90 days, the sludge is transferred to an onsite stockpile area. Once per year the stockpiled sludge is land applied to farmland in Merced County.

There are several streams from within the plant that are sent back to the wet wells prior to the headworks for treatment. These recycle streams are gravity thickener filtrate, secondary clarifier scum, supernatant from the sludge pits, decant from the sludge drying beds, and septage waste and chemical toilet waste. The samples obtained for the plant influent include these flows.

The WWTF accepts septage from licensed haulers. The waste from the septage haulers is discharged at a point prior to the headworks to assure treatment by the entire WWTF process. The WWTF accepts approximately 11,599 gallons per day of septage from haulers.

The processes employed in the treatment process will affect certain pollutant local limits due to inhibition levels that can disrupt the treatment process. Additionally, the ability of the WWTF to remove pollutants will affect the local limits. The interference and inhibition values are detailed in Section 2.4.3. The WWTF removal efficiencies are detailed in Section 3.1.
2 POLLUTANTS OF CONCERN
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Pollutants of Concern (POCs) are those pollutants that need to be controlled to protect the WWTF, its workers, and the disposal of the treated wastewater effluent and biosolids. POCs are pollutants that may cause pass through or interference at the WWTF, cause problems in the collection system, or cause problems with the WWTF’s ability to dispose of the generated biosolids.

The following sections discuss the various reasons a pollutant may be included in the list of POCs. There may be numerous reasons to consider a pollutant a POC. The fact that a pollutant is a POC does not mean that a local limit must be developed for it.

Whether a local limit is needed for a POC is discussed in Section 4. If a pollutant is determined to be a POC, data must be collected for it and a detailed evaluation of the POC must be performed.

2.1 EPA POCs
The EPA has established 15 pollutants that are often found in treatment plant effluent and biosolids. The EPA considers these 15 pollutants to be POCs and need to be evaluated as part of any local limits evaluation. These pollutants are listed in Table 2-1.

Table 2-1: EPA POCs
EPA POCs
Arsenic Cadmium
Chromium Copper
Cyanide Lead
Mercury Nickel
Silver Zinc
Molybdenum Selenium
BOD5 Total Suspended
Solids
Ammonia

2.2 Existing Local Limits
The City of Visalia has established local limits for several pollutants. These pollutants are also considered POCs. Table 2-2 lists the pollutants that the City of Visalia currently regulates through a local limit.

Table 2-2: Existing Local Limits POCs
Local Limits POCs
Arsenic Boron
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Cadmium Chromium
Copper Cyanide
Lead Mercury
Nickel Silver
Zinc Pentachlorophenol
Oil & Grease

2.3 Waste Discharge Requirement POCs
On September 21, 2006, the RWQCB issued Waste Discharge Requirements (WDR) for the City of Visalia WWTF. The WDR contains pollutant limitations that the WWTF must comply with on the discharge to Mill Creek, the Use Area (agricultural lands), or to the onsite disposal ponds. The pollutants that are regulated on the effluent are considered POCs. Table 2-3 lists the pollutants that have limitations listed in the WDR.

Table 2-3: WDR POCs
WDR POCs
BOD5 TSS
Oil & Grease Chlorides
Lead Ammonia

2.4 Other Reasons for POCs
There are several other reasons that a pollutant may be included on the POC list according to the EPA Guidance Manual, including: water quality criteria, biosolid land application restrictions, and treatment plant inhibitions. There are numerous pollutants that are listed under these criteria. However, to be considered a POC at least one of the following conditions must be met:
 The maximum pollutant concentration in the plant effluent is more than one-half the allowable effluent concentration required to meet a water quality criteria limit;  The maximum pollutant concentration in the sludge is more than one-half the applicable biosolids residual disposal limit;
 The maximum pollutant concentration in a plant influent grab sample is more than one-half the inhibition threshold; or
 The maximum pollutant concentration in a plant influent grab composite sample is more than one-fourth the inhibition threshold.

2.4.1 Water Quality Criteria
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc In the WDR for the WWTF, the RWQCB stated that Mill Creek’s beneficial uses are warm freshwater habitat, water contact recreation, and human health protection (consumption of aquatic organisms only). There is normally no flow in Mill Creek upstream of the WWTF, so the discharge from the WWTF constitutes the flow in Mill Creek. Therefore, there is no dilution of the WWTF effluent in Mill Creek. There are numerous constituents that have limitations based on the beneficial uses in Mill Creek.

Additionally, the State of California has limitations for water used for agricultural uses.

There are numerous constituents that have limitations based on the potential agricultural use of the treated effluent.

For both the beneficial and agricultural use protection, only pollutants in concentrations that are greater than 50% of the water quality standard are considered POCs.

2.4.2 Biosolids Land Application Criteria
The City of Visalia disposes of biosolids by land application. The WWTF must prohibit industrial users from discharging pollutants that could cause a violation of applicable sludge disposal regulations. The national sludge standards are contained in 40 CFR 503. These limitations are based on human health and environmental risks and include numerical pollutant limits, operational standards, management practices, and requirements for sampling, record keeping, and reporting. The State of California has adopted the federal standards in 40 CFR 503. Additionally, the State of California has land application standards set forth in Title 22. The pollutants contained in the 503 and Title 22 regulations are considered for evaluation as a POC. In order to be considered a POC, the maximum pollutant concentration in the sludge must be more than one-half the applicable biosolids residual disposal limit.

2.4.3 Interference and Inhibition Criteria
The pretreatment regulations set forth by the EPA in 40 CFR 403.5(a) state that there must be prohibitions against the discharge of pollutants from an industrial user that may cause interference at the WWTF. Interference, as defined by the EPA, means a discharge that inhibits or disrupts a treatment plant and causes a violation of the WWTF’s WDR or biosolids sludge requirements. The EPA recommends that pollutants be considered POCs if they have caused interference in the past. Based on the City of Visalia WWTF historical data, there have been no pollutants that have caused interference at the plant in the past.

There are certain pollutants that may not cause an effluent discharge or biosolids disposal violation but that may cause disruptions to the WWTF operations. The EPA Local Limits Development Guidance document contains a list of pollutants and inhibition concentrations for various treatment plant processes. The pollutants that have inhibition concentrations are considered POCs if the following criteria have been met:
 The maximum pollutant concentration in a plant influent grab sample is more than one-half the inhibition threshold; or
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc  The maximum pollutant concentration in a plant influent grab composite sample is more than one-fourth the inhibition threshold.

2.4.4 Protection of Treatment Works, Collection System, and Workers Explosive and flammable pollutants can threaten the integrity of the collection system and the health and safety of the WWTF workers. Under the right conditions, the accumulation of such pollutants can produce explosions or fires. Local limits may be needed if these pollutants are expected to be discharged from industrial users.

The fume toxicity levels of certain pollutants indicate the likelihood that a WWTF worker will suffer adverse health effects when the level is approached or exceeded. Volatile organic compound vapors are the major concern because they can be toxic and carcinogenic, and may produce chronic health affects after various periods of exposure.

The EPA Local Limits Development Guidance document list the concentrations for the various exposure levels set forth by the National Institute for Occupational Safety and Health (NIOSH), Occupational Health and Safety Administration (OSHA), and American Conference of Governmental Industrial Hygienists (ACGIH). Local limits may be needed if these pollutants are expected to be discharged from industrial users at concentrations that may pose a risk to WWTF workers.

2.5 Summary of Controlling Limits
Based on the criteria discussed in Section 2, several potential pollutants of concern and their associated controlling limit and inhibition limit were tabulated and summarized in Table 2-4.

Table 2-4: Summary of Controlling Limits
Primary Compound
Name
Controlling
Limit (ppb)
Source Inhibition
Criteria (ppb)
Treatment
Process
Ammonia 3,500
Fresh Water Aquatic
4‐day average
(USEPA) 480,000(4) Activated Sludge
Arsenic 100 Agricultural WQ Limit 100(1,2,3) Activated Sludge Boron 700 Agricultural WQ Limit
Cadmium 0.27
Fresh Water Aquatic
4‐day average
(USEPA) 1,000(2,3) Activated Sludge
Chloride 106,000 Agricultural WQ Limit
Chromium VI 1,000(2,3) Activated Sludge
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Copper 9.3
Fresh Water Aquatic
4‐day average (CTR) 1,000(1,2,3) Activated Sludge
Cyanide (total) 5.2
Fresh Water Aquatic
4‐day average (CTR) 100(1,2,3) Activated Sludge
Lead 3.2
Fresh Water Aquatic
4‐day average (CTR) 1,000(3) Activated Sludge
Mercury 100(2,3) Activated Sludge
Molybdenum 10 Agricultural WQ Limit
Nickel 52
Fresh Water Aquatic
4‐day average (CTR) 1,000(2,3) Activated Sludge
Oil and Grease 10,000
Waste Discharge
Requirements
Selenium 5.0
Fresh Water Aquatic
4‐day average (CTR)
Silver 3.8
Fresh Water Aquatic
Instantaneous Max
(USEPA) 13,000(3)
Anaerobic
Digestion
Sodium 69,000 Agricultural WQ Limit
Zinc 120
Fresh Water Aquatic
4‐day average (CTR) 300(3) Activated Sludge
Biochemical Oxygen
Demand (BOD) 30,000
Waste Discharge
Requirements
Primary Compound
Name
Controlling
Limit (ppb)
Source Inhibition
Criteria (ppb)
Treatment
Process
Total Suspended Solids
(TSS) 30,000
Waste Discharge
Requirements
Chloroform 60 Exposure Limits 1,000(2)
Anaerobic
Digestion
Ethylbenzene 1,659 Exposure Limits 200,000(3) Activated Sludge Toluene 2,075 Exposure Limits 200,000(3) Activated Sludge 1) Jenkins, D.I., and Associates. 1984. Impact of Toxics on Treatment Literature Review. 2) Russell, L.L., C.B. Cain, and D.I. Jenkins. 1984. Impacts of Priority Pollutants on Publicly Owned Treated Works Processes: A Literature Review. 1984 Purdue Industrial Waste Conference. 3) Anthony, R.M., and L.H. Briemburst. 1981. Determining Maximum Influent Concentrations of Priority Pollutants for Treatment Plants. Journal Water Pollution Control Federation 53(10):1457-1468. 4) U.S. EPA. 1986. Working Document; Interferences at Publicly Owned Treatment Works. September 1986.

2.6 Evaluation of Existing Data
The City of Visalia provided the following data for the local limits evaluation:
 Daily WWTF flow and influent/effluent sampling
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc  WWTF Priority Pollutant scans
 Biosolids sampling
 SIU sampling
 Septage sampling
The sampling data provided above was for the period of January 2007 to September 2010. This data is shown in Appendices A, B, C, and F.

The existing data was compared to the values in Table 2-4 and the criteria in Section

2.5. Table 2-5 lists the pollutants of concern and the reason the pollutant is being considered a POC.

City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Table 2-5: Pollutants of Concern
Pollutant Effluent
concentration
more than half of
effluent standard
Sludge
concentration
more than half of
sludge disposal
standard
Influent
concentration
more than 25% of
inhibition
concentration
Required by
EPA
Existing
local limit

BOD X X

TSS X X
Ammonia X
FOG X

Arsenic X X
Boron X
Cadmium X X
Chromium X X X
Copper X X X
Lead X X X
Mercury X X
Molybdenum X X X
Nickel X X
Selenium X X
Silver X X X
Sodium X
Zinc X X X X
Chloride X
Cyanide X X X X
Bis (2-ethylhexyl) phthalate X
Pentachlorophenol X
Tetrachloroethene X
Edosulfan II X
Endrin X
Heptachlor X
Bromodichloromethane X
Bromoform X
4,4' DDE X
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

2.7 Sampling Plan
A review of the existing City of Visalia information showed there was additional information needed to complete the local limits evaluation.

The City of Visalia has no recent (last five years) monitoring data for residential or commercial users. A sampling plan was needed to address additional information needed for the evaluation. The residential samples were taken to cover every day of the week over at least a two week period (Week 1 – Monday, Wednesday, Friday, Sunday, Week 2 – Tuesday, Thursday, Saturday). The exact dates were adjusted as needed to fit into existing staff work schedules and the availability of the laboratory to perform the required tests. For the sampling at the WWTF, samples were obtained covering at least two different days. No sampling was performed within 48 hours of a measurable precipitation event. Commercial sampling required only one day of sampling. Table 2-6 lists the pollutants that should be monitored, the location, number of samples, test methods, and the preferred detection limit. Test methods listed are EPA test methods except those beginning with SM, which are Standard Methods test procedures.

Residential Sampling
The residential sampling was conducted to cover geographically diverse areas of the City. Based on the layout of the wastewater collection system the following locations were sampled to provide the residential sampling information:
 Comstock
 Hillsdale
 Evergreen
 Mary and County Center
Commercial Sampling
A majority of the commercial establishments within the City are restaurants. The sampling for the commercial loading was conducted at a commercial shopping area that includes some restaurants. The following location was sampled to represent commercial loading:
 Linwood
 Alley off Court
Treatment Plant
Samples and estimates of flow for the following processes were obtained:
 Plant influent
 Primary effluent
 Secondary effluent prior to chlorination
 Feed to anaerobic digesters
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc  Plant final effluent
Treatment Plant Influent Return Flows
Samples and estimates of flow for the following processes were obtained:
 Scum funnels
 GBT Filtrate
 Supernatant Pit
 SRS (Septage) Station
In addition to the sampling information, the basis-of-design for the treatment plant is needed to ascertain the design loadings for the non-conservative pollutants (ammonia, BOD, and TSS).

Table 2-6: Sampling Plan Information
Pollutant Residential
(seven sampling
events)
Commercial
(one sampling
event)
Treatment
Plant (two
sampling
events)
Treatment Plant
influent return
flow streams
(two sampling
events)
Test
Method
Preferred
Detection
Limit

BOD X X X X SM
5210B
2 mg/L

TSS X X X X SM
2540D
1 mg/L
Ammonia X X X X 350.1 1 mg/L
FOG (HEM) X X X X 1664 10 mg/L

Arsenic X X X 200.8 1 ug/L
Boron X X X 200.7 0.05 mg/L
Cadmium X X X 200.8 0.05 ug/L
Chromium X X X 200.8 1 ug/L
Copper X X X 200.8 2 ug/L
Lead X X X 200.8 0.5 ug/L
Mercury X X X X 1631 0.5 ng/L
Molybdenum X X X 200.8 1 ug/L
Nickel X X X 200.8 1 ug/L
Selenium X X X 200.8 1 ug/L
Silver X X X 200.8 1 ug/L
Pollutant
Residential
(seven sampling
events)
Commercial
(one sampling
event)
Treatment
Plant (two
sampling
Treatment Plant
influent return
flow streams
Test
Method
Preferred
Detection
Limit
City of Visalia
SECTION TWO Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc events) (two sampling
events)
Sodium X X X 200.7 1 mg/L
Zinc X X X 200.8 5 ug/L
Chloride X X X X 300.0 2.0 mg/L
Cyanide X X X SM4500 5 ug/L
Bis (2-ethylhexyl) phthalate X X X 625 5 ug/L
Pentachlorophenol X X X 625 10 ug/L
Tetrachloroethene X X X 624 0.5 ug/L
Endosulfan II X X X 608 0.05 ug/L
Endrin X X X 608 0.05 ug/L
Heptachlor X X X 608 0.05 ug/L
Bromodichloromethane X X X 624 0.5 ug/L
Bromoform X X X 624 0.5 ug/L
4,4' DDE X X X 608 0.05 ug/L
City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc 3 MAXIMUM ALLOWABLE HEADWORKS LOADINGS
After determining the POCs (Table 2-5) and gathering the additional sampling data, the maximum allowable headworks loadings (MAHLs) can be calculated. The MAHL is the estimated upper limit of a particular pollutant loading to the WWTF intended to prevent pass through or interference. The MAHL for each POC is calculated by the following steps:

1. Calculation of WWTF removal efficiency for the POC;

2. Calculate the allowable headworks loading (AHLs) for the various environmental criteria (such as WDR limits, water quality limits, sludge disposal limits, inhibition values);

3. Designate the MAHL as the most stringent allowable headworks loading for the POC.

3.1 WWTF Removal Efficiencies
Based on the sampling data collected from the City of Visalia WWTF, the removal efficiencies for the POCs were calculated. The removal efficiencies shown in Table 3-1 are the average removal percentages for each POC. The detailed data used to calculate the removal efficiencies is contained in Appendix A. For purposes of calculating the removal efficiencies, any reported concentration that was below the detection limit was assumed to be half the detection limit. Any negative removal efficiencies were assumed to be zero.

Table 3-1: Summary of WWTF Removal Efficiencies
POC Removal Efficiency Number of
Samples
BOD 98.81% 567
TSS 98.65% 919
Ammonia 44% 88
FOG 96% 4
Arsenic 29% 4
Boron 2% 6
Cadmium 67%1 6
Chromium 20% 6
Copper 88% 6
Lead 62% 6
City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc POC Removal Efficiency Number of
Samples
Mercury 95% 5
Molybdenum 35% 4
Nickel 37% 6
Selenium 40% 6
Silver 40% 6
Sodium 3% 5
Zinc 79% 6
Chloride 0% 5
Cyanide 69%1 5
Bis (2-ethylhexyl) phthalate 83% 6
Pentachlorophenol 0%2 6
Tetrachloroethene 0%2 6
Endosulfan II 0%2 4
Endrin 0%2 5
Heptachlor 0%2 5
Bromodichloromethane 0%2 6
Bromoform 0%2 6
4,4’ DDE 0%2 6
1 EPA median removal percentage used since most results were below detection limit.
2 Influent and Effluent samples were all below detection limit.

The sampling plan results showed that for all samples, pentachlorophenol, tetrachloroethene, endosulfan II, endrin, heptachlor, bromodichloromethane, bromoform, and 4,4’ DDE were not present in the influent or effluent of the WWTF.

Therefore, these pollutants were removed from consideration as POCs.

Bis (2-ethylhexyl) phthalate was detected above the detection limit in some of the regular monthly WWTF effluent samples. However, the field blanks obtained during those sampling events showed concentrations greater than the effluent sample values.

This data is shown in Appendix B. Based on this information, the effluent concentrations for bis (2-ethylhexyl) phthalate are considered to be below the detection limit. Therefore, bis (2-ethylhexyl) phthalate was removed from consideration as a POC.

City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc The sampling plan results also showed that the return of WWTF recycle flows to the headworks had a minimal impact on the headworks loading to the WWTF. The return flows are from the scum funnels, GBT filtrate, supernatant pit and the septage receiving station. These flows are estimated to make up approximately 2% of the headworks flow.

3.2 Discharge Permit and Water Quality AHLs
The RWQCB issued the WWTF Waste Discharge Requirements (WDR) that regulates the discharge from the plant. The AHL for POCs with WDR limitations is shown in Equation 1.

Equation 1 – AHL based on WDR limits
AHLwdr = (8.34)(Cwdr)(Qwwtf)
(1-Rwwtf)
Where:

AHLwdr = AHL based on WDR limit, lb/day
Cwdr = WDR permit limit, mg/L
Qwwtf = WWTF average flow rate, MGD
Rwwtf = Plant removal efficiency, as decimal

8.34 = Conversion factor
Table 3-2 shows the allowable headworks loading for the POCs based upon the limitations contained in the WDR.

Table 3-2: WDR Based AHLs
WWTF WDR Select Removal Allowable
Pollutant Flow Limit Removal Efficiency Headworks
(MGD) (mg/l) Efficiency (%) (lbs/day)
(Qwwtf) (Cwdr) (from list) (Rwwtf)
Lead 12.18 0.05 User Entered 62.19 13.434
Ammonia 12.18 25 User Entered 43.89 4525.7652
BOD 12.18 30 User Entered 98.81 256354.5218
TSS 12.18 30 User Entered 98.65 226555.1037
The WDR issued does not contain limitations for all the POCs mentioned in Table 2-5.

For the pollutants without limitation in the WDR, the EPA guidance recommends using AHLs based on State or Federal Water Quality Standards. The water quality standards can be based upon short term aquatic life affects (acute) or long term affects (chronic).

Water quality standards can also be based upon human health effects. The human health effects can be from drinking of the water, recreational use of the water, or consumption of aquatic life. According to the WDR, the discharge to Mill Creek is City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc protected for agricultural water supply, water contact and noncontact water recreation, warm freshwater habitat, and groundwater recharge. The criteria used for this comparison is discussed in Section 2.4. The AHL for POCs that have water quality standards is shown in Equation 2.

Equation 2 – AHL based on Water Quality limits
AHLwq = (8.34)[(Cwq)*(Qstr+Qwwtf) – (Cstr*Qstr)]
(1-Rwwtf)
Where:

AHLwq = AHL based on water quality criteria, lb/day
Cwq = State or Federal water quality standard, mg/L
Cstr = Receiving stream background concentration, mg/L
Qwwtf = WWTF average flow rate, MGD
Qstr = Receiving stream (upstream) flow rate, MGD
Rwwtf = Plant removal efficiency, as decimal

8.34 = Conversion factor
The equation allows for instantaneous mixing of the discharge with the receiving stream. Since there is normally no flow in Mill Creek upstream of the WWTF discharge, the receiving stream concentration and receiving stream flow were considered to be zero.

Table 3-3 shows the allowable headworks loading for the POCs based upon the water quality standards.

Table 3-3: Water Quality (Chronic) Based AHLs
WWTF Receiving
Receiving
Stream Chronic Removal Allowable
Pollutant Flow
Stream
Flow Concentration WQS Efficiency Headworks
(MGD) (MGD) (mg/l) (mg/l) (%) (lbs/day)
(Qwwtf) (Qstr1) (Cstr) (Cwq) (Rwwtf)
Arsenic 12.18 0.00 0 0.15000 28.98 21.4539
Cadmium 12.18 0.00 0 0.00027 67.00 0.0831
Copper 12.18 0.00 0 0.00930 88.14 7.9671
Cyanide 12.18 0.00 0 0.00520 69.00 1.7039
Lead 12.18 0.00 0 0.00320 62.19 0.8598
Mercury 12.18 0.00 0 0.00077 95.17 1.6183
Nickel 12.18 0.00 0 0.05200 37.22 8.4145
Selenium 12.18 0.00 0 0.00500 40.26 0.8501
Zinc 12.18 0.00 0 0.12000 79.37 59.0870
Ammonia 12.18 0.00 0 25.00000 43.89 4525.7652
Chloride 12.18 0.00 0 230.00000 0.00 23363.676
City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Table 3-4 shows the allowable headworks loading for the POCs based upon the agricultural water supply standards.

Table 3-4: Water Quality (Agricultural Water Supply) Based AHLs WWTF Receiving
Receiving
Stream Agricultural Removal Allowable
Pollutant Flow Stream Flow Conc WQS Efficiency Headworks (MGD) (MGD) (mg/l) (mg/l) (%) (lbs/day)
(Qwwtf) (Qstr2) (Cstr) (Cwq) (Rwwtf)
Arsenic 12.18 0.00 0 0.10000 28.98 14.3026
Molybdenum 12.18 0.00 0 0.01000 35.00 1.5628
Boron 12.18 0.00 0 0.70000 1.85 72.4485
Chloride 12.18 0.00 0 106.00000 0.00 10767.6072
Table 3-5 shows a summary of the water quality based AHLs. The most restrictive (lowest) loading for each POC has been highlighted.

Table 3-5: Summary of Water Quality Based AHLs
Allowable Allowable Allowable Allowable
Pollutant Headworks Headworks Headworks Headworks
(NPDES) (CHRONIC) (ACUTE) (WATER QUALITY)
(lbs/day) (lbs/day) (lbs/day) (lbs/day)
Arsenic - 23.4539 14.3026 14.3026
Cadmium - 0.0831 - 0.0831
Copper - 7.9671 - 7.9671
Cyanide - 1.7039 - 1.7039
Lead 13.4337 0.8598 - 0.8598
Mercury - 1.6183 - 1.6183
Molybdenum - - 1.5628 1.5628
Nickel - 8.4145 - 8.4145
Selenium - 0.8501 - 0.8501
Zinc - 59.0870 - 59.0870
Ammonia 4525.7652 4525.7652 - 4525.7652
BOD 256354.5218 - - 256354.5218
TSS 226555.1037 - - 226555.1037
Boron - - 72.4485 72.4485
Chloride - 23363.6760 10767.6072 10767.6072
FOG 22573.6000 - - 22573.6000

3.3 Biosolids Disposal Based AHLs
City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc The biosolids produced at the treatment plant are eventually land applied. The Federal sludge disposal regulations, 40 CFR Part 503, establish limitations for certain metals that are normally seen in industrial discharges. Additionally, California Title 22 contains additional pollutant limitations on the land application of biosolids. These limitations are converted to AHLs for the POCs using Equation 3.

Equation 3 – AHL based on Biosolids Disposal limits
AHLbsol = (0.0022)(Cbsol)(Qbsol)
(1-Rwwtf)
Where:

AHLbsol = AHL based on biosolids disposal limit, lb/day Cbsol = Biosolids limitation, mg/kg dry sludge
Qbsol = Total sludge flow to disposal, dry metric tons per day Rwwtf = Plant removal efficiency, as decimal

0.0022 = Conversion factor
Table 3-6 shows a summary of the biosolids disposal based AHLs. Where a limitation existed for a pollutant in both 503 and Title 22, the most stringent (lowest) limit is used in the table. Details of the Title 22 land application calculations are contained in Appendix C.

Table 3-6: Summary of Biosolids Disposal Based AHLs
WWTF Sludge Flow Land Application Removal Allowable
Pollutant Flow to Disposal Standard Efficiency Headworks (MGD) (MTD) (mg/kg) (%) (lbs/day)
(Qwwtf) (Qbsol) (Cbsol) (Rwwtf) (Lhw)
Arsenic 12.18 4.358636364 41(1) 28.98 1.3568
Cadmium 12.18 4.358636364 17.86074(2) 67.00 0.2556
Chromium 12.18 4.358636364 2833.905(2) 20.41 133.173
Copper 12.18 4.358636364 1500(1) 88.14 16.3185
Lead 12.18 4.358636364 300(1) 62.19 4.6255
Mercury 12.18 4.358636364 17(1) 95.17 0.1713
Molybdenum 12.18 4.358636364 18(1) 35.00 0.4931
Nickel 12.18 4.358636364 420(1) 37.22 10.8190
Selenium 12.18 4.358636364 35.21127(2) 40.26 0.8387
Silver 12.18 4.358636364 566.781(2) 40.42 13.4456
Zinc 12.18 4.358636364 2800(1) 79.37 33.8280
(1)Based on 40 CFR Part 503 regulations.(2)Based on California Title 22 calculations.

City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

3.4 Inhibition Based AHLs
Certain pollutant concentrations in wastewater or sludge can cause operational problems for biological treatment processes. The City of Visalia WWTF operates the following biological processes that may be subject to inhibition issues: activated sludge, trickling filters, and anaerobic sludge digestion. The WWTF has not had historical issues with pollutants causing upsets of the biological processes. The EPA guidance document contains inhibition values for pollutants that have the potential to upset biological treatment processes. These inhibition limitations are converted to AHLs for the POCs using Equation 4, Equation 5, and Equation 6.

Equation 4 – AHL based on Activated Sludge Inhibition Values AHLact = (8.34)(Cact)(Qwwtf)
(1-Rprim)
Where:

AHLact = AHL based on activated sludge inhibition, lb/day Cact = Inhibition criterion for activated sludge, mg/L
Qwwtf = WWTF average flow rate, MGD
Rprim = Removal efficiency from headworks to primary treatment effluent, as decimal (assumed using EPA removal values)

8.34 = Conversion factor
Table 3-7 shows the calculated AHLs based on activated sludge inhibition values.

Table 3-7: Activated Sludge Inhibition Based AHLs
WWTF
Activated
Sludge Removal Allowable
User
Entered
Pollutant Flow Inhibition Level Efficiency Headworks Removal (MGD) (mg/l) (%) (lbs/day) Efficiency
(Qwwtf (Cact) (Rprim) (Lhw) (%)
Arsenic 12.18 0.1 91.90 125.4089 91.90
Cadmium 12.18 1 90.00 1015.812 90.00
Chromium 12.18 1 49.30 200.3574 49.30
Copper 12.18 1 96.10 2604.646 96.10
Cyanide 12.18 0.1 90.00 101.5812 90.00
Lead 12.18 1 80.00 507.9060 80.00
Mercury 12.18 0.1 93.20 149.3841 93.20
Nickel 12.18 1 55.20 226.7438 55.20
Zinc 12.18 0.3 96.00 761.8590 96.00
Ammonia 12.18 480 0.00 48758.98 0.00
City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Equation 5 – AHL based on Trickling Filter Inhibition Values AHLtric = (8.34)(Ctric)(Qwwtf)
(1-Rprim)
Where:

AHLtric = AHL based on trickling filter inhibition, lb/day Ctric = Inhibition criterion for trickling filters, mg/L Qwwtf = WWTF average flow rate, MGD
Rprim = Removal efficiency from headworks to primary treatment effluent, as decimal (assumed using EPA removal values)

8.34 = Conversion factor
Table 3-8 shows the calculated AHLs based on trickling filter inhibition values.

Table 3-8: Trickling Filter Inhibition Based AHLs
WWTF
Trickling
Filter Select Removal Allowable
EPA
Guidance
Pollutant Flow
Inhibition
Level Removal Efficiency Headworks Removal
(MGD) (mg/l) Efficiency (%) (lbs/day) Efficiency
(Qwwtf) (Ctric) (from list) (Rprim) (Lhw) (%)
Chromium 12.18 3.5
Default (Through
Trick. Fil.) 55.00 790.076 55.00
Cyanide 12.18 30
Default (Through
Trick. Fil.) 59.00 7432.77 59.00
Equation 6 – AHL based on Anaerobic Digestion Inhibition Values (Conservative Pollutants) AHLdig = (8.34)(Cdiginb)(Qdig)
Rwwtf
Where:

AHLdig = AHL based on anaerobic digestion inhibition, lb/day Cdiginb = Inhibition criterion for sludge digester, mg/L Qdig = Sludge flow rate to digester, MGD
Rwwtf = Plant removal efficiency, as decimal

8.34 = Conversion factor
Table 3-9 shows the calculated AHLs based on anaerobic digester inhibition values for conservative pollutants.

Table 3-9: Anaerobic Digester Inhibition (Conservative Pollutants) Based AHLs City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc WWTF Sludge Flow Anaerobic Digester Removal Allowable
Pollutant Flow to Digester Inhibition Level Efficiency Headworks (MGD) (MGD) (mg/l) (%) (lbs/day)
(Qwwtf) (Qdig) (Ccrit) (Rwwtf) (Lhw)
Arsenic 12.18 0.03833 1.6 28.98 1.7651
Cadmium 12.18 0.03833 20 67.00 9.5425
Chromium 12.18 0.03833 130 20.41 203.661
Copper 12.18 0.03833 40 88.14 14.5071
Lead 12.18 0.03833 340 62.19 174.764
Nickel 12.18 0.03833 10 37.22 8.5876
Silver 12.18 0.03833 13 40.42 10.2811
Zinc 12.18 0.03833 400 79.37 161.1051
Equation 7 – AHL based on Anaerobic Digestion Inhibition Values (Non-Conservative Pollutants) AHLdig = (Cdiginb) * Linf
(Cdig)
Where:

AHLdig = AHL based on anaerobic digestion inhibition, lb/day Cdiginb = Inhibition criterion for sludge digester, mg/L Cdig = Existing pollutant level in sludge, mg/L
Linf = WWTF influent loading, lb/day
Table 3-10 shows the calculated AHLs based on anaerobic digester inhibition values for non-conservative pollutants.

Table 3-10: Anaerobic Digester Inhibition (Non-Conservative Pollutants) Based AHLs
WWTF
Average
Influent Average
Digester
Pollutant
Anaerobic
Digester Allowable
Pollutant Flow Conc Influent Load Conc Inhibition Level Headworks (MGD) (mg/l) (lbs/day) (mg/l) (mg/l) (lbs/day)
(Qwwtf) (Linf) (Cdig) (Cdiginb) (Lhw)
Cyanide 12.18 2.50 253.9530 3.73 1 68.0839
Ammonia 12.18 95.50 9701.0046 4214.25 1500 3452.929
Table 3-11 shows a summary of the inhibition based AHLs. The most restrictive (lowest) loading for each POC has been highlighted.

Table 3-11: Summary Inhibition Based AHLs
City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Allowable Allowable Allowable Allowable Allowable
Pollutant Headworks Headworks Headworks Headworks Headworks

(ACT.

SLUDGE)
(TRICK.

FILTER)
(DIG. -
CONSERV.)
(DIG. - NONCONS.) (INHIB)
(lbs/day) (lbs/day) (lbs/day) (lbs/day) (lbs/day)
Arsenic 125.4089 - 1.7651 - 1.7651
Cadmium 1015.812 - 9.5425 - 9.5425
Chromium 200.3574 790.0760 203.6605 - 200.3574
Copper 2604.646 - 14.5071 - 14.5071
Cyanide 101.5812 7432.770 - 68.0839 68.0839
Lead 507.9060 - 174.7642 - 174.7642
Mercury 149.3841 - - - 149.384
Nickel 226.7438 - 8.5876 - 8.5876
Silver - - 10.2811 - 10.2811
Zinc 761.8590 - 161.1051 - 161.1051
Ammonia 48758.97 - - 3452.9292 3452.92

3.5 POC Maximum Allowable Headworks Loadings
The maximum allowable headworks loading is the lowest of the AHLs calculated for each POC. Influent loadings below the MAHL will lead to compliance with the AHLs based on all environmental and treatment plant criteria. Table 3-12 shows a summary of AHLs as well as the MAHL for each POC.

City of Visalia
SECTION THREE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Table 3-12: Maximum Allowable Headworks Loadings
Allowable Allowable Allowable Maximum
Pollutant Headworks Headworks Headworks Allowable
(WATER QUALITY) (INHIBITION) (SLUDGE) Headworks
(lbs/day) (lbs/d) (lbs/d) (MAHL - lbs/d)
Arsenic 14.3026 1.7651 1.3568 1.3568
Cadmium 0.0831 9.5425 0.2556 0.0831
Chromium - 200.3574 133.1733 133.1733
Copper 7.9671 14.5071 16.3185 7.9671
Cyanide 1.7039 68.0839 - 1.7039
Lead 0.8598 174.7642 4.6255 0.8598
Mercury 1.6183 149.3841 0.1713 0.1713
Molybdenum 1.5628 - 0.4931 0.4931
Nickel 8.4145 8.5876 10.8190 8.4145
Selenium 0.8501 - 0.8387 0.8387
Silver - 10.2811 13.4456 10.2811
Zinc 59.0870 161.1051 33.8280 33.8280
Ammonia 4525.7652 3452.9292 - 3452.9292
BOD 256354.5218 - - 256354.5218
TSS 226555.1037 - - 226555.1037
Boron 72.4485 - - 72.4485
Chloride 10767.61 - - 10767.61
FOG 22573.6000 - - 22573.6000
City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc 4 DESIGNATING LOCAL LIMITS
After the calculation of the maximum allowable headworks loadings for the POCs, the POCs that require a local limit must be determined. The EPA guidance document recommends developing local limits for those POCs where the average influent loading exceeds 60% of the MAHL. Table 4-1 shows a comparison of MAHLs with the average headworks loadings for each POC. The highlighted POCs are those whose average influent loadings exceed 60% of the MAHL and will be evaluated for local limits.

Table 4-1: Comparison of MAHLs with Average Headworks Loadings Maximum Average Average
Pollutant Allowable Influent Percent
Headworks Loading Loaded
(MAHL - lbs/d) (lbs/day) (%)
Arsenic 1.3568 1.0959 80.7732
Cadmium 0.0831 0.1060 127.5781
Chromium 133.1733 0.4472 0.3358
Copper 7.9671 4.0814 51.2283
Cyanide 1.7039 0.2541 14.9108
Lead 0.8598 0.4302 50.0408
Mercury 0.1713 0.0058 3.3700
Molybdenum 0.4931 0.2642 53.5811
Nickel 8.4145 0.5098 6.0590
Selenium 0.8387 0.0825 9.8349
Silver 10.2811 0.7183 6.9870
Zinc 33.8280 15.8541 46.8668
Ammonia 3452.9292 2471.1932 71.5680
BOD 256354.5218 33233.2884 12.9638
TSS 226555.1037 35048.0272 15.4700
Boron 72.4485 0.1075 0.1483
Chloride 10767.6072 5447.2961 50.5897
FOG 22573.6000 5793.2500 25.6638
Based on the information shown in Table 4-1, there is no local limit necessary for molybdenum, selenium, boron, and chloride. No local limit is necessary for ammonia since a review SIU data for ammonia shows little or no ammonia in the industrial discharge and the influent loading is 71.6% of the MAHL for ammonia.

City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

4.1 Residential and Background Loadings
There are many other sources of wastewater to the WWTF besides the regulated industrial user flows. These other sources include domestic (residential) waste, storm water, inflow and infiltration, and commercial dischargers. Because the WWTF does not control the discharges from these sources, the loading contributed from these uncontrolled sources must be deducted from the MAHL to determine the loading available for industrial dischargers.

The City of Visalia has a separated sewer system so storm water is conveyed via a dedicated piping system to minimize the volume of storm water entering the sewer collection system and the WWTF. Additionally, the collection system does not have significant volumes of inflow and infiltration. Therefore, the loadings from storm water and inflow and infiltration to the WWTF are considered to be negligible.

The City of Visalia has performed sampling in residential and commercial areas to determine the expected loadings from these sources. This sampling data is contained in Appendix D. The loading from these sources is calculated by Equation 8.

Equation 8 – Residential and Background Loading Calculation Lunc = (Cunc) * (Qunc) * 8.34
Where:

Lunc = Uncontrolled loading, lb/day
Cunc = Uncontrolled pollutant concentration, mg/L
Qunc = Uncontrolled flow rate, MGD

8.34 = Unit conversion factor

4.2 Septage Loadings
The City of Visalia WWTF accepts septage waste from licensed haulers. Since the septage haulers are not subject to local limits like industrial users, the loading the WWTF receives from septage haulers needs to be subtracted from the MAHLs when determining the loadings available for industrial users. The City of Visalia samples some septage discharges and records the volume of septage received. This septage hauler information is shown in Appendix E. Equation 9 is used to calculate the loading from septage haulers.

Equation 9 – Septage Loading Calculation
Lsep = (Csep) * (Qsep) * 8.34
Where:

Lsep = Septage loading, lb/day
Csep = Septage pollutant concentration, mg/L
Qsep = Septage flow rate, MGD

8.34 = Unit conversion factor
City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

4.3 Maximum Allowable Industrial Loadings
Maximum Allowable Industrial Loadings (MAILs) are the amount of pollutant loadings that the WWTF can receive from controlled sources (permitted industrial users). The MAIL for each pollutant is calculated by Equation 10.

Equation 10 – MAIL Calculation
MAIL = MAHL (1-SF) – (Lunc+SW+GA)
Where:

MAIL = Maximum allowable industrial loading, lb/day
MAHL = Maximum allowable headworks loading, lb/day
SF = Safety factor, decimal
Lunc = Loadings from uncontrolled sources, lb/day
SW = Loadings from septage waste, lb/day
GA = Growth allowance, lb/day

4.3.1 Safety Factor and Growth Allowance
The safety factor is a percentage of the MAHL set aside to account for variability in the data analyzed and other uncertainties. The EPA recommends at least a 10 percent safety factor be used. For the purposes of this local limits study, a 10 percent safety factor will be used for all pollutants.

Growth allowance is a part of the MAHL that can be held reserve to allow for potential growth or expansion within the service area. The growth allowance is normally used for those pollutants that the WWTF was designed to remove, such as BOD, TSS, and ammonia. The City of Visalia does not know of any major growth or expansions to the wastewater collection system. However, five percent will be set aside to allow for any growth that may occur during the life of the local limits. Setting aside the five percent will allow some growth without the need to revise the local limits.

4.4 Local Limits Allocations
There are two common approaches to allocating the available MAIL to the significant industrial users. The two common methods are uniform allocation and Industrial User specific allocation. Different allocation methods can be used for each pollutant.

4.4.1 Uniform Allocation
The uniform allocation method yields one limit per pollutant that will apply to all SIUs.

This allocation method requires that the MAIL for the pollutant be divided by the total flow from all SIUs, even those that do not discharge the pollutant. This method can be overly stringent because some IUs that do not discharge a pollutant will be given an allocation of the MAIL that they may not need. Equation 11 shows the method to calculate a local limit using the uniform allocation method.

City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Equation 11 – Uniform Allocation Calculation
Clim = MAIL / [(Qsiu) * 8.34]
Where:

Clim = Uniform concentration limit, mg/L
MAIL = Maximum allowable industrial loading, lb/day
Qsiu = Total flow rate from SIUs, MGD

8.34 = Unit conversion factor

4.4.2 IU Specific Allocation
There are two methods to divide the MAIL for each pollutant among only the SIUs that discharge that particular pollutant. These methods develop SIU-specific discharge limits. Any SIU that discharges at or below the background level is given a background allocation.

The SIU Contributory Flow method is similar to the Uniform Allocation method except that the portion of the MAILs above the background level is divided by the flow rate from those SIUs discharging the pollutant above background. Equation 12 shows the SIU Contributory Flow Allocation calculation.

Equation 12 – SIU Contributory Flow Allocation Calculation Clim = [MAIL – Lback] / [(Qsiupol) * 8.34]
Where:

Clim = Uniform concentration limit, mg/L
MAIL = Maximum allowable industrial loading, lb/day
Lback = Background loading allocation for SIUs for which no contributory flow limit is being established for that pollutant, lb/day Qsiupol = Total flow rate from SIUs discharging the pollutant, MGD

8.34 = Unit conversion factor

4.4.3 The Mass Proportion Allocation
The mass proportion allocation method allocates the MAIL to each SIU in proportion to the SIU’s loading of that pollutant. To calculate the allowable loading for a SIU the portion of the MAIL above background is multiplied by the ratio of the current loading from SIU X to the current total loading of a pollutant from all SIUs. This calculation is shown in Equation 13.

Equation 14 shows the conversion of the mass allocation to a concentration.

City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Equation 13 – Mass Proportion Allocation Calculation
LallX = [LcurrX / LcurrT ] * [MAIL - Lback]
Where:

LallX = Allowable loading allocated to SIU X, lb/day
LcurrX = Current loading from SIU X, lb/day
MAIL = Maximum allowable industrial loading, lb/day
Lback = Background loading allocation for SIUs for which no contributory flow limit is being established for that pollutant, lb/day Equation 14 – Mass Proportion Conversion to Concentration Limit ClimX = LallX / [(QX) * 8.34]
Where:

ClimX = Discharge limit for SIU X, mg/L
LallX = Allowable loading allocated to SIU X, lb/day
QX = Flow rate from SIU X, MGD

8.34 = Unit conversion factor

4.5 Uniform Allocation of Local Limits
Table 4-2 is a summary of the collected information and the proposed local limits based on the uniform allocation method. The details of the calculations in Table 4-2 are shown in Appendix F.

City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.docTable 4-2: Uniform Allocation of Local Limits Maximum Safety Growth Nonindustrial Nonindustrial Nonindustrial Hauled Waste Hauled Waste Hauled Waste Allowable Local Basis Pollutant Allowable Factor Allowance Concentration Flow Loading Concentration Flow Loading Industrial Limit of Headworks (%) (%) (mg/l) (MGD) (lbs/day) (mg/l) (MGD) (lbs/day) Loading (mg/l) Limitation (MAHL - lbs/d) (SF) (GA) (Cdom) (Qdom) (Ldom) (Chw) (Qhw) (Lhw) (MAIL - lbs/day) (Cind) Arsenic 1.3568 10 10 0.0012 9.887966 0.0998 0.1587 0.011434 0.0151 0.9705 0.0510 SludgeCadmium 0.0831 10 10 0.0001 9.887966 0.0058 0.0383 0.011434 0.0036 0.0571 0.0030 Water QualityChromium 133.1733 10 10 0.0033 9.887966 0.2730 0.2521 0.011434 0.0240 106.2416 5.5857 SludgeCopper 7.9671 10 10 0.0320 9.887966 2.6389 4.2631 0.011434 0.4065 3.3282 0.1750 Water QualityCyanide 1.7039 10 10 0.0009 9.887966 0.0709 0.0000 0.011434 0.0000 1.2922 0.0679 Water QualityLead 0.8598 10 10 0.0014 9.887966 0.1130 0.5129 0.011434 0.0489 0.5259 0.0277 Water QualityMercury 0.1713 10 10 0.0000 9.887966 0.0004 0.0118 0.011434 0.0011 0.1355 0.0071 SludgeMolybdenum 0.4931 10 10 0.0010 9.887966 0.0825 0.0805 0.011434 0.0077 0.3044 0.0160 SludgeNickel 8.4145 10 10 0.0037 9.887966 0.3059 0.2572 0.011434 0.0245 6.4011 0.3365 Water QualitySelenium 0.8387 10 10 0.0006 9.887966 0.0495 0.0390 0.011434 0.0037 0.6178 0.0325 SludgeSilver 10.2811 10 10 0.0001 9.887966 0.0049 0.0035 0.011434 0.0003 8.2196 0.4322 InhibitionZinc 33.8280 10 10 0.1678 9.887966 13.8386 28.7321 0.011434 2.7399 10.4839 0.5512 SludgeAmmonia 3452.9292 10 10 28.4300 9.887966 2344.4980 890.0000 0.011434 84.8700 332.9753 17.5064 InhibitionBOD 256354.5218 10 10 305.68 9.887966 25208.0957 - 0.011434 0.0000 179875.5217 9457.0764 Water QualityTSS 226555.1037 10 10 299.5 9.887966 24698.4581 - 0.011434 0.0000 156545.6248 8230.4914 Water QualityBoron 72.4485 10 10 0.24 9.887966 19.7918 0.0005 0.011434 0.0000 38.1670 2.0067 Water QualityChloride 10767.6072 10 10 56.26 9.887966 4639.5167 650.0000 0.011434 61.9837 3912.5853 205.7068 Water QualityFOG 22573.6000 10 10 76.52 9.887966 6310.2705 1650.0000 0.011434 157.3433 11591.2662 609.4186 Water Quality City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

4.6 IU Specific Allocation of Local Limits
Based on the uniform allocation method, the proposed local limits for some pollutants are significantly lower than the existing local limits. These pollutants are: cadmium, copper, cyanide, lead, mercury, nickel, silver and zinc. The proposed local limits for these pollutants are also significantly lower than the concentrations seen in the discharge from the SIUs. Sampling data for the SIUs is in Appendix G.

The City currently imposes silver local limits for Josten’s Printing and Publishing and Voltage Multipliers of 4.0 mg/L and 1.0 mg/L, respectively. The mass loading associated with these two SIUs was subtracted from the MAIL before it was distributed amongst the remaining silver contributing SIUs.

IU Specific Allocated local limits are meant to be applied to all industrial users regulated by the IPP. In order to provide additional protection, only 80% of the MAIL will be allocated via the IU Specific Allocation method. This will allow an additional amount of safety in the case where an industry that has not historically discharged a pollutant may discharge that pollutant above background concentrations.

Table 4-3 is a summary of the collected information and the proposed local limits based on the IU Specific Allocation method. Details of the IU Specific Allocation calculations are in Appendix H.

Table 4-3: IU Specific Allocation of Local Limits
Pollutant MAIL
(lb/day)
Uncontrolled
Discharge
Conc (mg/L)
Total IU flow
below
Uncontrolled
Conc (MGD)
Lback
(lb/day)
[Unc Conc x
IU flow below
Unc Conc]
Total IU flow
above
Uncontrolled
Conc (MGD)
IU
Specific
Allocation
Local
Limit
(mg/L)
Cadmium 0.0571 0.0001 2.2166 0.00129 0.0643 0.08
Copper 3.3282 0.032 2.164 0.5775 0.1166 2.14
Cyanide 1.2922 0.0009 2.2773 0.0163 0.0033 36.97
Lead 0.5259 0.0014 2.182 0.0249 0.0986 0.48
Mercury 0.1355 4.76x10-6 1.9236 7.64x10-5 0.357 0.04
Nickel 6.4011 0.0037 2.171 0.067 0.1096 5.53
Silver 8.2196 0.0001 2.1763 0.0011 0.0563 12.40
Zinc 10.484 0.1678 2.211 3.0944 0.0696 9.12
City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc

4.7 Comparison of Proposed and Existing Limits
Table 4-4 shows a comparison of the proposed local limits to the existing local limits and calculated local limits. Existing local limits for boron and pentachloropenol have been eliminated. Proposed local limits that are greater than the existing local limits are recommended to remain at the existing local limit value to prevent any lessening of local limits. Table 4-4 shows the recommended local limits based upon this evaluation.

Table 4-4: Comparison of Existing and Proposed Local Limits Pollutant Existing Local
Limit
Calculated Local
Limit
Allocation
Method
Proposed Local
Limit
Arsenic 0.05 mg/L 0.05 mg/L Uniform 0.05 mg/L
Boron 1.60 mg/L Not needed None
Cadmium 0.02 mg/L 0.08 mg/L IU Specific 0.02 mg/L
Chromium 3.44 mg/L 5.59 mg/L Uniform 3.44 mg/L
Copper 1.97 mg/L 2.14 mg/L IU Specific 1.97 mg/L
Cyanide 0.16 mg/L 36.97 mg/L IU Specific 0.16 mg/L
Lead 0.30 mg/L 0.48 mg/L IU Specific 0.30 mg/L
Mercury 0.02 mg/L 0.04 mg/L IU Specific 0.02 mg/L
Nickel 2.86 mg/L 5.53 mg/L IU Specific 2.86 mg/L
Silver1 0.76 mg/L 12.40 mg/L IU Specific 0.76 mg/L
Zinc 0.64 mg/L 9.12 mg/L IU Specific 0.64 mg/L
Pentachlorophenol 0.15 mg/L Not needed None
Oil & Grease 200 mg/L 609 mg/L Uniform 200 mg/L
BOD5 18,161 lb/day 89,538 lb/day2 Not applicable 18,161 lb/day TSS 41,633 lb/day 41,633 lb/day2 Not applicable 41,633 lb/day 1 Josten’s Printing and Voltage Multipliers retain silver limits of 4.0 mg/L and 1.0 mg/L, respectively.
2 Plant design capacity.

4.8 Protection of the Treatment Works, Collection System, and Workers

4.8.1 Fume Toxicity
There are certain pollutants that can cause a fire or explosion, corrosive structural damage at the treatment plant, obstruction of flow, inhibition of biological activity due to heat, or discharges that cause the formation of toxic gases, vapors, or fumes.

City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Explosive and flammable pollutants discharged to a WWTF can threaten the integrity of the collection system and the health and safety of the workers. Under the right conditions, the accumulation of such pollutants in treatment works can produce explosions or fires. There are no POCs listed in Table 2-5 that are listed in the EPA Guidance Manual as being potentially explosive.

The fume toxicity level of a pollutant discharged to a WWTF indicates the likelihood that a WWTF worker will suffer an adverse health effect when the level is approached or exceeded. This level can be measured by the time weighted average threshold limit value (TWA-TLV), which is the concentration to which a worker can be exposed for eight hours per day, 40 hours per week and not have any acute or chronic adverse health effects. Similarly, short-term exposure limits (STELs) are concentrations to which a worker should not be exposed for longer than 15 minutes or more than four times per day (with at least one hour between each exposure).

There were three POCs identified in Table 2-4 that have fume toxicity exposure limits that indicate they may create a toxicity exposure issue for collection system workers.

The three POCs were chloroform, ethylbenzene, and toluene. The fume toxicity discharge screening level can be calculated using Equation 15. The discharge screening level is the concentration in the treatment works above which a local limit may be necessary.

Equation 15 – Calculation of Discharge Screening Level
Clvl = Cvap / H
Where:

Clvl = Discharge screening level, mg/L
Cvap = Exposure limit at 1 atm and 25o
C, mg/m3
H = Henry’s Law Constant, (mg/m3)/(mg/L)
Table 4-5: Fume Toxicity Discharge Screening Levels
Pollutant Exposure
limit (mg/m3
)
Henry’s Law
Constant
(mg/m3)/(mg/L)
Discharge
Screening
Level (mg/L)
Maximum
Concentration
Sampled
(mg/L)
Chloroform 9.76 163.5 0.06 0.028
City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc Ethylbenzene 542.50 327.0 1.659 <0.0005
Toluene 565.50 272.5 2.075 0.0019
Based on the maximum concentrations sampled in the treatment works and the fume toxicity discharge screening levels, no local limits are needed for chloroform, ethylbenzene or toluene based upon the protection of the treatment works, collection system and workers.

4.8.2 Oil and Grease
Based on the uniform allocation of the oil and grease maximum allowable industrial loading, the local limit would be 669 mg/L. This local limit is based upon protecting the WWTFs ability to meet the WDR oil and grease limitation.

However, by its very nature, grease will adhere to many types of surfaces with sewers especially vulnerable to grease build-up. The cool internal surfaces of sewers provide ideal locations on which thin layers of grease can build up. Over a period of time, clumps of grease will build up to the point that the sewer can be completely choked.

Grease also accumulates due to cooling and dilution of surfactants, that allows the grease to separate and collect on all sewer system surfaces, including wetwells at pump stations, where controls can become fouled and prevent pumps from operating properly.

Based on the residential (background loading) monitoring data, the average background oil and grease concentration is 76.5 mg/L. The average SIU concentration for oil and grease is 133 mg/L. The average oil and grease concentration into the WWTF is 57 mg/L.

The most commonly used local limit for oil & grease is 100 mg/L. The City currently has a limit of 200 mg/L. The 100 mg/L limit is not based upon any empirical evidence but rather on general correlations and an industry consensus that this level limits the build up of oil and grease in the collection system. The federal pretreatment regulations, 40 CFR 403.5(b)(6), prohibit “petroleum oil, non-biodegradable cutting oil, or products of mineral oil origin in amounts that will cause interference or pass through.” In most municipalities, oil and grease limits of 100 mg/L to 300 mg/L are protective of the collection system. Limits may need to vary depending on different factors, such as the number of wet wells, type of sewers, slope of sewers, flow in sewers, maintenance of the sewers, and history of grease related clogs.

Based upon the concentrations of oil and grease from residential and industrial sources and the history of grease, the current local limit of 200 mg/L is protective of the collection system and should remain.

4.9 Public Participation
The EPA General Pretreatment Regulations encourages public participation by requiring public notices or hearings for local limits development. The City of Visalia must publish a notice (including a notice for a public hearing) in a newspaper of general City of Visalia
SECTION FOUR Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc circulation within the jurisdiction served by the WWTF. All comments regarding the proposed local limits as well as any request for a public hearing must be filed with the Approval Authority (the RWQCB) within 30 days. The Approval Authority is required to account for all comments received when deciding whether to approve or deny the proposed local limits. The decision is then provided to the City and other interested parties, and published in the newspaper. All comments received are made available to the public for inspection and copying.

The City should notify the existing SIUs and other interested parties, individually, of the proposed limits and announce a public comment period in the local newspaper. This public comment period can be open while the proposed limits are submitted to the Approval Authority for initial review. During the comment period, the public may present technical challenges to the rationale for a particular local limit.

4.10 Implementation
Upon approval from the RWQCB, the approved limits need to be added to the existing sewer use ordinance. Once integrated in the sewer use ordinance, the approved local limits can be included into the permits issued to the SIUs.

City of Visalia
SECTION FIVE Local Discharge Limits Development

H:\(1) AGENDAS for Council - DO NOT REMOVE\2011\6-20-2011\Item 11q Attachment - Visalia Local Limits Report.doc 5 BIBLIOGRAPHY/REFERENCES
United States. Environmental Protection Agency. Local Limits Development Guidance.

Washington, D.C., July 2004.

APPENDIX A – WWTF Sampling Data
APPENDIX B – Bis (2-ethylhexyl) Phthalate Sampling Data APPENDIX C – WWTF Biosolids Data
APPENDIX D – Residential Background Sampling Data
APPENDIX E – Septage Hauler Sampling Data
APPENDIX F – Local Limits Calculations (Uniform Allocation) APPENDIX G – SIU Sampling Data
APPENDIX H – Local Limits Calculations (IU Specific Allocation)

General Plan
Land Use Map
Ave 320
Rd 108
W Riverway Ave
N Demaree St
W Pratt Ave
W Flagstaff Ave
W Tyler Ave
N Kayenta St
N Memory St
W Newton Ave
N Tilden St
N Fontana St
W Taylor Ave
N Kent St
W Glendale Ave
N Leila St
W Jerome Ave
W Shannon Pkwy
N Chinowth St
W Prescott Ct
W Prescott Ave
N Noyes Ct
N Rova Ct
N Winslow St
N Mendonca St
N Fontana Ct
N Fulgham Ct
N Tilden St
Vicinity Map
Dinuba RigginMooney CourtDemareeMain
Walnut
Goshen
Houston
Noble Lovers Lane
Akers Hwy 99 Shirk
Pla
za
Betty
Hwy 198
.

Conservation
Commercia Mixed Use
Commercial Neighborhood
Office
Public Institutional
Parks/Recreation
Residential High Density
Residential Low Density
Residential Medium Density
Residential Very Low Density
0 0.05 0.1 0.2 Miles
Zoning Map
Ave 320
W Riggin Ave Rd 108
W Riverway Ave
N Demaree St
W Lark Ave
W Pratt Ave
W Oriole Ave
N Kent St
N Leila St
W Shannon Pkwy
W Tyler Ave
W Prescott Ave
W Sedona Ave
W Flagstaff Ave
N Memory St
W Oriole Ct
W Lark Ct
W Robin Ave
N Valley St
N University St
W Taylor Ave
W Payson Ave
W Newton Ave N Carson St
N Tilden St
W Payson Ct
W Brooke Ave
N Fontana St
N Kayenta St
W Glendale Ave
N Jackie St
W Newton Ct
N Silvervale St
W Porter Ct
N Mendonca St
N Chinowth St
N Vickie Ct
N Noyes Ct
N Rova Ct N Pratos Ct
N Wellsley St
N Rono St
N Winslow St
N Kingman St
N Fontana Ct
N Crenshaw St
N Fulgham Ct
W Payson Ct
W Lark Ave
N Leila St
W Oriole Ave
W Lark Ave
W Oriole Ct
W Lark Ct
W Taylor Ave N Leila St W Oriole Ave
Vicinity Map
Dinuba
Mooney
Demaree
Court
Walnut
Goshen
Houston Lovers Lane Caldwell Akers Hwy 99 ShirkNoble
Riggin
Pla
za
Betty
Hwy 198
C-MU Mixed Use Commercial
O-PA Professional / Admin Office
QP Quasi-Public
.

R-1-5 Single-family Residenital
R-M-2 Multi-family Residenital
R-M-3 Multi-family Residenital
County Areas
0 0.07 0.15 0.3 Miles
Aerial Map
Rd 108
W Riverway Ave
N Demaree St
N Tilden St
N Chinowth St
W Newton Ave
N Silvervale St
N Fulgham Ct
MODOC
Vicinity Map
Dinuba RigginMooney Demaree Court
Main
Walnut
Goshen
Houston
Noble
Lovers Lane Caldwell Akers Hwy 99 Shirk
Pla
za
Betty
Hwy 198
.

Project Site
0 0.05 0.1 0.2 Miles
Vicinity
Ave 320
Rd 108
W Riverway Ave
N Demaree St
W Pratt Ave
W Flagstaff Ave
N Kayenta St
W Tyler Ave
W Newton Ave
N Tilden St
N Fontana St
N Leila St
W Taylor Ave
N Kent St
W Glendale Ave
W Jerome Ave
W Shannon Pkwy
N Chinowth St
W Prescott Ct N Rova Ct
N Mendonca St
W Newton Ct
N Winslow St
N Fontana Ct
N Fulgham Ct
W Flagstaff Ave
MODOC
BASIN
Vicinity Map
Dinuba
Mooney
Demaree
Court
Walnut
Goshen
Houston Lovers Lane Caldwell Akers Hwy 99 ShirkNoble
Riggin
Pla
za
Betty
Hwy 198
.

Project Site
0 0.05 0.1 0.2 Miles