Appendix B - Tulare County Association of Governments · appendix b hcs 2010 analytical reports -...

Appendix B

HCS 2010 ANALYTICAL REPORTS - SIGNALIZED AND NON-SIGNALIZED INTERSECTIONS

(AM PEAK HOUR)

HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/4/2017 Analysis Time Period: AM Peak Intersection: Kern @ J St Jurisdiction: Dinuba Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: J Street North/South Street: Kern Ave _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |29 79 12 |18 46 59 |8 61 21 |33 40 24 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.44 0.59 0.50 0.50 Flow Rate 271 207 180 194 % Heavy Veh 3 3 3 3 No. Lanes 1 1 1 1 Opposing-Lanes 1 1 1 1 Conflicting-lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 271 207 180 194 Left-Turn 65 30 16 66 Right-Turn 27 100 42 48 Prop. Left-Turns 0.2 0.1 0.1 0.3 Prop. Right-Turns 0.1 0.5 0.2 0.2 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.2 0.2

2017 Intersection Monitoring Report Tulare County Association of Governments

Page 1 September 2017

hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.2 -0.1 -0.0 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 271 207 180 194 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.24 0.18 0.16 0.17 hd, final value 5.34 5.20 5.48 5.49 x, final value 0.402 0.299 0.274 0.296 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 3.3 3.2 3.5 3.5 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 271 207 180 194 Service Time 3.3 3.2 3.5 3.5 Utilization, x 0.402 0.299 0.274 0.296 Dep. headway, hd 5.34 5.20 5.48 5.49 Capacity 678 690 667 647 95% Queue Length 1.9 1.3 1.1 1.2 Delay 11.9 10.4 10.5 10.8 LOS B B B B Approach: Delay 11.9 10.4 10.5 10.8 LOS B B B B Intersection Delay 11.0 Intersection LOS B ______________________________________________________________________________



HCS7 Two-Way Stop-Control Report

General Information Site InformationAnalyst Mark Hays Intersection Ventura @ J St

Agency/Co. TCAG Jurisdiction Dinuba

Date Performed 5/4/2017 East/West Street Ventura Ave

Analysis Year 2017 North/South Street J St

Time Analyzed AM Peak Peak Hour Factor 0.56

Intersection Orientation North-South Analysis Time Period (hrs) 0.25

Project Description 2017 Intersection Monitoring

Lanes

Major Street: North-South

Vehicle Volumes and AdjustmentsApproach Eastbound Westbound Northbound Southbound

Movement U L T R U L T R U L T R U L T R

Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0

Configuration LTR LTR LTR LTR

Volume, V (veh/h) 26 2 15 0 0 0 19 103 7 11 80 43

Percent Heavy Vehicles (%) 4 4 4 4 4 4 4 4

Proportion Time Blocked

Percent Grade (%) 0 0

Right Turn Channelized No No No No

Median Type/Storage Undivided

Critical and Follow-up HeadwaysBase Critical Headway (sec)

Critical Headway (sec)

Base Follow-Up Headway (sec)

Follow-Up Headway (sec)

Delay, Queue Length, and Level of ServiceFlow Rate, v (veh/h) 77 0 34 20

Capacity, c (veh/h) 57 0 688 1041

v/c Ratio 1.35 0.05 0.02

95% Queue Length, Q₉₅ (veh) 6.8 0.2 0.1

Control Delay (s/veh) 359.0 5.0 10.5 8.5

Level of Service, LOS F A B A

Approach Delay (s/veh) 359.0 5.0 2.1 0.9

Approach LOS F A

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 7:25:05 AMVentura @ J St.xtw




General Information Site InformationAnalyst Mark Hays Intersection Crawford @ Saginaw


Date Performed 5/4/2017 East/West Street E Saginaw

Analysis Year 2017 North/South Street Crawford




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 0 1 0

Configuration LTR LTR L TR LTR

Volume, V (veh/h) 9 0 87 3 0 4 140 332 3 1 399 42






Critical and Follow-up HeadwaysBase Critical Headway (sec) 7.1 6.5 6.2 7.1 6.5 6.2 4.1 4.1

Critical Headway (sec) 7.12 6.52 6.22 7.12 6.52 6.22 4.12 4.12

Base Follow-Up Headway (sec) 3.5 4.0 3.3 3.5 4.0 3.3 2.2 2.2

Follow-Up Headway (sec) 3.52 4.02 3.32 3.52 4.02 3.32 2.22 2.22


Capacity, c (veh/h) 327 131 913 1089

v/c Ratio 0.42 0.08 0.22 0.00

95% Queue Length, Q₉₅ (veh) 2.0 0.2 0.8 0.0


Level of Service, LOS C D B A


Approach LOS C D

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 7:22:46 AMCrawford @ Saginaw.xtw



HCS7 Signalized Intersection Results Summary

General Information Intersection Information

Agency Duration, h 0.25

Analyst Analysis Date 5/18/2017 Area Type Other

Jurisdiction Time Period PHF 0.69

Urban Street Dinuba Analysis Year 2017 Analysis Period 1> 7:00

Intersection El Monte @ Perry File Name El Monte @ Perry.xus


Demand Information EB WB NB SB

Approach Movement L T R L T R L T R L T R

Demand ( v ), veh/h 13 268 9 123 392 5 13 87 204 14 115 31

Signal Information

GreenYellowRed

20.0 35.0 20.0 0.0 0.0 0.03.6 4.0 3.6 0.0 0.0 0.01.0 1.0 1.0 0.0 0.0 0.0

1 2 3 4

5 6 7

Cycle, s 89.2 Reference Phase 2

Offset, s 0 Reference Point End

Uncoordinated Yes Simult. Gap E/W On

Force Mode Fixed Simult. Gap N/S On

Timer Results EBL EBT WBL WBT NBL NBT SBL SBT

Assigned Phase 5 2 1 6 8 4

Case Number 2.0 4.0 2.0 4.0 8.0 7.0

Phase Duration, s 24.6 40.0 24.6 40.0 24.6 24.6

Change Period, ( Y+R c ), s 4.6 5.0 4.6 5.0 4.6 4.6

Max Allow Headway ( MAH ), s 3.1 3.0 3.1 3.0 3.3 3.3

Queue Clearance Time ( g s ), s 2.8 18.7 10.4 29.3 22.0 10.4

Green Extension Time ( g e ), s 0.0 1.8 0.2 1.3 0.0 1.2

Phase Call Probability 1.00 1.00 1.00 1.00 1.00 1.00

Max Out Probability 0.00 0.01 0.00 0.39 1.00 0.06

Movement Group Results EB WB NB SB


Assigned Movement 5 2 12 1 6 16 3 8 18 7 4 14

Adjusted Flow Rate ( v ), veh/h 19 401 178 575 441 187 45

Adjusted Saturation Flow Rate ( s ), veh/h/ln 1641 1707 1641 1717 1524 1580 1408

Queue Service Time ( g s ), s 0.8 16.7 8.4 27.3 10.3 0.0 2.3

Cycle Queue Clearance Time ( g c ), s 0.8 16.7 8.4 27.3 20.0 8.4 2.3

Green Ratio ( g/C ) 0.22 0.39 0.22 0.39 0.22 0.22 0.22

Capacity ( c ), veh/h 368 670 368 674 384 399 316

Volume-to-Capacity Ratio ( X ) 0.051 0.599 0.485 0.854 1.148 0.469 0.142

Back of Queue ( Q ), ft/ln ( 50 th percentile) 8.5 177.8 93.6 324.2 461.3 96.9 21.1

Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.3 7.0 3.7 12.8 18.2 3.8 0.8

Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.17 0.00 1.25 0.00 0.00 0.00 0.42

Uniform Delay ( d 1 ), s/veh 27.2 21.5 30.1 24.8 35.7 30.1 27.7

Incremental Delay ( d 2 ), s/veh 0.3 3.9 4.5 13.0 92.8 3.9 0.9

Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Control Delay ( d ), s/veh 27.4 25.5 34.6 37.8 128.4 34.0 28.7

Level of Service (LOS) C C C D F C C

Approach Delay, s/veh / LOS 25.6 C 37.1 D 128.4 F 33.0 C

Intersection Delay, s/veh / LOS 55.7 E

Multimodal Results EB WB NB SB

Pedestrian LOS Score / LOS 2.1 B 2.3 B 2.3 B 2.3 B

Bicycle LOS Score / LOS 1.2 A 1.7 B 1.2 A 0.9 A

Copyright © 2017 University of Florida, All Rights Reserved. HCS7™ Streets Version 7.2.1 Generated: 8/7/2017 7:28:54 AM




General Information Site InformationAnalyst Mark Hays Intersection E Tulare @ H St


Date Performed 5/5/2017 East/West Street E Tulare

Analysis Year 2017 North/South Street H St

Time Analyzed AM peak Peak Hour Factor 0.52

Intersection Orientation East-West Analysis Time Period (hrs) 0.25


Lanes

Major Street: East-West



Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 1 1 0 1 0

Configuration LTR LTR LT R LTR

Volume, V (veh/h) 5 214 10 70 182 5 15 39 95 4 37 35




Right Turn Channelized No No Yes No






Delay, Queue Length, and Level of ServiceFlow Rate, v (veh/h) 10 135 104 183 146

Capacity, c (veh/h) 1179 1120 143 626 242

v/c Ratio 0.01 0.12 0.72 0.29 0.60

95% Queue Length, Q₉₅ (veh) 0.0 0.4 4.2 1.2 3.5

Control Delay (s/veh) 8.1 8.7 77.8 13.1 40.3

Level of Service, LOS A A F B E


Approach LOS E E

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 7:23:59 AMTulare @ H St.xtw




General Information Site InformationAnalyst Mark Hays Intersection Tulare @ Uruapan


Date Performed 5/17/2017 East/West Street W Tulare St

Analysis Year 2017 North/South Street Uruapan Way




Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0


Volume, V (veh/h) 6 159 5 26 115 31 8 33 20 15 28 10











Capacity, c (veh/h) 1378 1360 691 502

v/c Ratio 0.01 0.02 0.11 0.13



Level of Service, LOS A A B B


Approach LOS B B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 7:24:31 AMTulare @ Uruapan.xtw




General Information Site InformationAnalyst Mark Hays Intersection State Rout 65 @ San Juan

Agency/Co. TCAG Jurisdiction Exeter

Date Performed 5/10/2017 East/West Street San Juan

Analysis Year 2017 North/South Street SR-65




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 0 0 1 0 1 0 0 1 0 0 1 1 0

Configuration L R TR L T

Volume, V (veh/h) 6 62 392 32 161 441

Percent Heavy Vehicles (%) 8 8 8


Percent Grade (%) 0







Delay, Queue Length, and Level of ServiceFlow Rate, v (veh/h) 8 81 209

Capacity, c (veh/h) 95 534 988

v/c Ratio 0.08 0.15 0.21


Control Delay (s/veh) 46.2 12.9 9.6

Level of Service, LOS E B A

Approach Delay (s/veh) 15.9 2.6

Approach LOS C

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 9:03:07 AMSR-65 @ San Juan.xtw



HCS7 All-Way Stop Control ReportGeneral Information Site Information

Analyst Mark Hays Intersection Sequoia @ D St

Agency/Co. TCAG Jurisdiction Exeter

Date Performed 6/12/2017 East/West Street Sequoia

Analysis Year 2017 North/South Street D St

Analysis Time Period (hrs) 0.25 Peak Hour Factor 0.59

Time Analyzed AM Peak


Lanes

Vehicle Volume and Adjustments

Approach Eastbound Westbound Northbound Southbound

Movement L T R L T R L T R L T R

Volume 58 18 6 111 27 19

% Thrus in Shared Lane

Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3

Configuration TR LT L R

Flow Rate, v (veh/h) 129 198 46 32

Percent Heavy Vehicles 3 3 3 3

Departure Headway and Service Time

Initial Departure Headway, hd (s) 3.20 3.20 3.20 3.20

Initial Degree of Utilization, x 0.115 0.176 0.041 0.029

Final Departure Headway, hd (s) 4.23 4.31 5.78 4.57

Final Degree of Utilization, x 0.151 0.237 0.073 0.041

Move-Up Time, m (s) 2.0 2.0 2.3 2.3

Service Time, ts (s) 2.23 2.31 3.48 2.27

Capacity, Delay and Level of Service

Flow Rate, v (veh/h) 129 198 46 32

Capacity 851 836 623 787



Level of Service, LOS A A A A

Approach Delay (s/veh) 8.0 8.6 8.3

Approach LOS A A A

Intersection Delay, s/veh | LOS 8.4 A

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ AWSC Version 7.2.1 Generated: 8/7/2017 9:01:14 AMSequoia @ D St.xaw



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/8/2017 Analysis Time Period: AM Peak Intersection: Farmersville @ Ash Jurisdiction: Farmersville Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Interesction Monitoring East/West Street: Ash St North/South Street: Farmersville Blvd _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |41 51 40 |38 52 70 |23 284 32 |69 269 28 | % Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LT TR LT TR PHF 0.71 0.80 0.76 0.76 0.67 0.67 Flow Rate 184 198 216 228 301 242 % Heavy Veh 2 2 2 2 2 2 No. Lanes 1 1 2 2 Opposing-Lanes 1 1 2 2 Conflicting-lanes 2 2 1 1 Geometry group 2 2 5 5 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 184 198 216 228 301 242 Left-Turn 57 47 30 0 102 0 Right-Turn 56 87 0 42 0 41 Prop. Left-Turns 0.3 0.2 0.1 0.0 0.3 0.0 Prop. Right-Turns 0.3 0.4 0.0 0.2 0.0 0.2 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 2 2 5 5 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.5 0.5



hRT-adj -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.1 -0.2 0.1 -0.1 0.2 -0.1 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 184 198 216 228 301 242 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.16 0.18 0.19 0.20 0.27 0.22 hd, final value 6.82 6.69 6.90 6.69 6.85 6.55 x, final value 0.349 0.368 0.414 0.424 0.573 0.440 Move-up time, m 2.0 2.0 2.3 2.3 Service Time 4.8 4.7 4.6 4.4 4.5 4.3 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 184 198 216 228 301 242 Service Time 4.8 4.7 4.6 4.4 4.5 4.3 Utilization, x 0.349 0.368 0.414 0.424 0.573 0.440 Dep. headway, hd 6.82 6.69 6.90 6.69 6.85 6.55 Capacity 526 535 527 543 528 550 95% Queue Length 1.6 1.7 2.0 2.1 3.6 2.2 Delay 13.4 13.5 14.4 14.2 18.3 14.3 LOS B B B B C B Approach: Delay 13.4 13.5 14.3 16.5 LOS B B B C Intersection Delay 15.0- Intersection LOS B ______________________________________________________________________________




General Information Site InformationAnalyst Mark Hays Intersection Visalia Rd @ Virginia St

Agency/Co. TCAG Jurisdiction Farmersville

Date Performed 5/8/2017 East/West Street Visalia Rd

Analysis Year 2017 North/South Street Virginia St

Time Analyzed Peak Hour Factor 0.78



Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 1 1 0 0 1 0 0 0 0

Configuration TR L T LR

Volume, V (veh/h) 278 12 12 412 8 27



Percent Grade (%) 0







Delay, Queue Length, and Level of ServiceFlow Rate, v (veh/h) 15 45

Capacity, c (veh/h) 1185 528

v/c Ratio 0.01 0.09

95% Queue Length, Q₉₅ (veh) 0.0 0.3

Control Delay (s/veh) 8.1 12.5

Level of Service, LOS A B


Approach LOS B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 9:06:36 AMVisalia @ Virginia.xtw




General Information Site InformationAnalyst Mark Hays Intersection Farmersville @ E Oakland


Date Performed 5/17/2017 East/West Street East Oakland St

Analysis Year 2017 North/South Street Farmersville Blvd




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 0 0 0 1 0 0 0 2 0 0 0 2 0

Configuration LR T TR LT T

Volume, V (veh/h) 3 48 117 2 33 135



Percent Grade (%) 0









v/c Ratio 0.07 0.03



Level of Service, LOS A A


Approach LOS A

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 9:04:43 AMFarmersville @ East Oakland.xtw




General Information Site InformationAnalyst Mark Hays Intersection Farmersville @ West Oakla


Date Performed 5/17/2017 East/West Street West Oakland St





Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 0 0 0 0 2 0 0 0 2 0

Configuration LR LT T T TR

Volume, V (veh/h) 85 17 5 160 157 140



Percent Grade (%) 0









v/c Ratio 0.23 0.01



Level of Service, LOS B A


Approach LOS B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 9:05:20 AMFarmersville @ West Oakland.xtw



HCS7 Roundabouts ReportGeneral Information Site Information

Analyst Mark Hays Intersection Farmersville @ Noble

Agency or Co. TCAG E/W Street Name Noble Ave

Date Performed 5/17/2017 N/S Street Name Farmersville Blvd

Analysis Year 2017 Analysis Time Period (hrs) 0.25


Project Description 2017 Intersection Monitoring Jurisdiction Farmersville

Volume Adjustments and Site Characteristics

Approach EB WB NB SB


Number of Lanes (N) 0 0 1 0 0 0 0 0 0 0 1 0 0 0 1 0

Lane Assignment LR LT TR

Volume (V), veh/h 0 54 159 0 74 472 0 86 53

Percent Heavy Vehicles, % 3 3 3 3 3 3 0 3 3

Flow Rate (vPCE), pc/h 0 64 188 0 88 559 0 102 63

Right-Turn Bypass None None None None

Conflicting Lanes 1 1 1

Pedestrians Crossing, p/h 0 0 0

Critical and Follow-Up Headway Adjustment


Lane Left Right Bypass Left Right Bypass Left Right Bypass Left Right Bypass

Critical Headway (s) 4.9763 4.9763 4.9763

Follow-Up Headway (s) 2.6087 2.6087 2.6087

Flow Computations, Capacity and v/c Ratios



Entry Flow (ve), pc/h 252 647 165

Entry Volume veh/h 245 628 160

Circulating Flow (vc), pc/h 102 711 64 88

Exiting Flow (vex), pc/h 0 151 623 290

Capacity (cpce), pc/h 1244 1293 1262

Capacity (c), veh/h 1207 1255 1225

v/c Ratio (x) 0.20 0.50 0.13

Delay and Level of Service



Lane Control Delay (d), s/veh 4.8 8.2 4.0

Lane LOS A A A

95% Queue, veh 0.8 2.9 0.4

Approach Delay, s/veh 4.8 8.2 4.0

Approach LOS A A A


Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ Roundabouts Version 7.2.1 8/7/2017 9:08:44 AMFarmersville @ Noble.xro




General Information Site InformationAnalyst Mark Hays Intersection Farmersville @ Mineral Ki


Date Performed 5/8/2017 East/West Street Mineral King Ave





Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 0 0

Configuration TR LT LR

Volume, V (veh/h) 31 66 79 54 135 399



Percent Grade (%) 0









v/c Ratio 0.06 0.73



Level of Service, LOS A C


Approach LOS C

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 9:05:57 AMMineral King @ Farmersville.xtw




General Information Site InformationAnalyst Mark Hays Intersection Ventura @ Citrus


Date Performed 6/7/2017 East/West Street W Citrus Dr

Analysis Year 2017 North/South Street Ventura Ave




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 0 0 0 0 1 0 0 0 1 0

Configuration LR LT TR

Volume, V (veh/h) 46 1 1 45 47 23



Percent Grade (%) 0









v/c Ratio 0.07 0.00



Level of Service, LOS A A


Approach LOS A

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 9:04:02 AMCitrus @ Ventura.xtw



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/8/2017 Analysis Time Period: AM Peak Intersection: Parkside @ Hickory Jurisdiction: Lindsay Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Hickory St North/South Street: Parkside Ave _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |14 32 24 |36 70 26 |45 194 33 |17 145 25 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.70 0.85 0.80 0.73 Flow Rate 99 154 339 255 % Heavy Veh 2 2 2 2 No. Lanes 1 1 1 1 Opposing-Lanes 1 1 1 1 Conflicting-lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 99 154 339 255 Left-Turn 20 42 56 23 Right-Turn 34 30 41 34 Prop. Left-Turns 0.2 0.3 0.2 0.1 Prop. Right-Turns 0.3 0.2 0.1 0.1 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.2 0.2



hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.1 -0.0 -0.0 -0.0 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 99 154 339 255 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.09 0.14 0.30 0.23 hd, final value 5.59 5.58 5.01 5.10 x, final value 0.154 0.239 0.471 0.361 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 3.6 3.6 3.0 3.1 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 99 154 339 255 Service Time 3.6 3.6 3.0 3.1 Utilization, x 0.154 0.239 0.471 0.361 Dep. headway, hd 5.59 5.58 5.01 5.10 Capacity 660 642 721 708 95% Queue Length 0.5 0.9 2.5 1.6 Delay 9.6 10.3 12.4 10.9 LOS A B B B Approach: Delay 9.6 10.3 12.4 10.9 LOS A B B B Intersection Delay 11.3 Intersection LOS B ______________________________________________________________________________



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/8/2017 Analysis Time Period: AM Peak Intersection: Hermosa @ Sweetbrier Jurisdiction: Lindsay Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Hermosa St North/South Street: Sweetbrier Ave _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |54 252 66 |6 315 16 |37 19 1 |13 24 69 | % Thrus Left Lane 50 50 Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT TR LT TR LTR LTR PHF 0.79 0.79 0.87 0.87 0.71 0.86 Flow Rate 227 242 186 199 79 122 % Heavy Veh 2 2 2 2 2 2 No. Lanes 2 2 1 1 Opposing-Lanes 2 2 1 1 Conflicting-lanes 1 1 2 2 Geometry group 5 5 2 2 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 227 242 186 199 79 122 Left-Turn 68 0 6 0 52 15 Right-Turn 0 83 0 18 1 80 Prop. Left-Turns 0.3 0.0 0.0 0.0 0.7 0.1 Prop. Right-Turns 0.0 0.3 0.0 0.1 0.0 0.7 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 5 5 2 2 Adjustments Exhibit 17-33: hLT-adj 0.5 0.5 0.2 0.2



hRT-adj -0.7 -0.7 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.2 -0.2 0.1 -0.0 0.2 -0.3 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 227 242 186 199 79 122 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.20 0.22 0.17 0.18 0.07 0.11 hd, final value 5.78 5.39 5.74 5.66 6.21 5.63 x, final value 0.365 0.362 0.297 0.313 0.136 0.191 Move-up time, m 2.3 2.3 2.0 2.0 Service Time 3.5 3.1 3.4 3.4 4.2 3.6 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 227 242 186 199 79 122 Service Time 3.5 3.1 3.4 3.4 4.2 3.6 Utilization, x 0.365 0.362 0.297 0.313 0.136 0.191 Dep. headway, hd 5.78 5.39 5.74 5.66 6.21 5.63 Capacity 631 672 620 642 564 642 95% Queue Length 1.7 1.7 1.2 1.3 0.5 0.7 Delay 11.8 11.1 10.8 10.9 10.2 10.0- LOS B B B B B A Approach: Delay 11.4 10.9 10.2 10.0- LOS B B B A Intersection Delay 11.0 Intersection LOS B ______________________________________________________________________________




General Information Site InformationAnalyst Mark Hays Intersection Harvard @ Sierra View

Agency/Co. TCAG Jurisdiction Lindsay

Date Performed 5/11/2017 East/West Street Sierra View / Driveway

Analysis Year 2017 North/South Street Harvard




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0


Volume, V (veh/h) 1 3 29 69 1 12 15 32 64 19 44 9











Capacity, c (veh/h) 898 624 1507 1424

v/c Ratio 0.06 0.20 0.02 0.02



Level of Service, LOS A B A A


Approach LOS A B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/8/2017 11:19:44 AMHarvard @ Sierra View AM.xtw




General Information Site InformationAnalyst Mark Hays Intersection Tulare @ SR-65


Date Performed 6/21/2017 East/West Street SR-65

Analysis Year 2017 North/South Street Tulare Rd.




Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 1 1 0 0 0 1 1 0 0 0 1 0 1

Configuration L T T R L R

Volume, V (veh/h) 102 848 911 38 13 92



Percent Grade (%) 0









v/c Ratio 0.17 0.34 0.36



Level of Service, LOS B F C


Approach LOS E

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 10:56:09 AMSR-65 @ Tulare AM.xtw




General Information Site InformationAnalyst Mark Hays Intersection Tulare @ Stanford


Date Performed 5/11/2017 East/West Street Tulare Rd

Analysis Year 2017 North/South Street Stanford Ave




Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0


Volume, V (veh/h) 98 174 3 7 242 30 4 6 5 29 6 94











Capacity, c (veh/h) 1140 1319 251 412

v/c Ratio 0.12 0.01 0.08 0.43



Level of Service, LOS A A C C


Approach LOS C C

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 10:56:56 AMTulare @ Stanford AM.xtw



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/11/2017 Analysis Time Period: AM Peak Intersection: Hermosa @ Homassel Jurisdiction: Lindsay Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Hermosa North/South Street: Homassel _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |19 75 31 |26 91 10 |39 63 32 |17 71 30 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.76 0.67 0.82 0.72 Flow Rate 163 187 162 162 % Heavy Veh 2 2 2 2 No. Lanes 1 1 1 1 Opposing-Lanes 1 1 1 1 Conflicting-lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 163 187 162 162 Left-Turn 25 38 47 23 Right-Turn 40 14 39 41 Prop. Left-Turns 0.2 0.2 0.3 0.1 Prop. Right-Turns 0.2 0.1 0.2 0.3 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.2 0.2



hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.1 0.0 -0.1 -0.1 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 163 187 162 162 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.14 0.17 0.14 0.14 hd, final value 4.93 5.00 4.99 4.95 x, final value 0.223 0.260 0.225 0.223 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 2.9 3.0 3.0 3.0 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 163 187 162 162 Service Time 2.9 3.0 3.0 3.0 Utilization, x 0.223 0.260 0.225 0.223 Dep. headway, hd 4.93 5.00 4.99 4.95 Capacity 741 719 736 736 95% Queue Length 0.9 1.0 0.9 0.9 Delay 9.3 9.8 9.4 9.4 LOS A A A A Approach: Delay 9.3 9.8 9.4 9.4 LOS A A A A Intersection Delay 9.5 Intersection LOS A ______________________________________________________________________________



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/11/2017 Analysis Time Period: AM Peak Intersection: Hermosa @ Harvard Jurisdiction: Lindsay Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Hermosa North/South Street: Harvard _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |23 102 30 |52 71 20 |21 86 32 |10 98 34 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.72 0.61 0.68 0.77 Flow Rate 213 233 203 183 % Heavy Veh 4 4 4 4 No. Lanes 1 1 1 1 Opposing-Lanes 1 1 1 1 Conflicting-lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 213 233 203 183 Left-Turn 31 85 30 12 Right-Turn 41 32 47 44 Prop. Left-Turns 0.1 0.4 0.1 0.1 Prop. Right-Turns 0.2 0.1 0.2 0.2 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.2 0.2



hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.0 0.1 -0.0 -0.1 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 213 233 203 183 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.19 0.21 0.18 0.16 hd, final value 5.36 5.40 5.42 5.43 x, final value 0.317 0.350 0.305 0.276 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 3.4 3.4 3.4 3.4 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 213 233 203 183 Service Time 3.4 3.4 3.4 3.4 Utilization, x 0.317 0.350 0.305 0.276 Dep. headway, hd 5.36 5.40 5.42 5.43 Capacity 666 666 655 654 95% Queue Length 1.4 1.6 1.3 1.1 Delay 10.8 11.3 10.8 10.5 LOS B B B B Approach: Delay 10.8 11.3 10.8 10.5 LOS B B B B Intersection Delay 10.9 Intersection LOS B ______________________________________________________________________________



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/11/2017 Analysis Time Period: AM Peak Intersection: Harvard @ Honolulu Jurisdiction: Lindsay Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Honolulu North/South Street: Harvard _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |46 47 18 |9 59 16 |27 99 6 |17 98 74 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.77 0.66 0.51 0.70 Flow Rate 143 126 257 269 % Heavy Veh 3 3 3 3 No. Lanes 1 1 1 1 Opposing-Lanes 1 1 1 1 Conflicting-lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 143 126 257 269 Left-Turn 59 13 52 24 Right-Turn 23 24 11 105 Prop. Left-Turns 0.4 0.1 0.2 0.1 Prop. Right-Turns 0.2 0.2 0.0 0.4 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.2 0.2



hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.0 -0.0 0.1 -0.2 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 143 126 257 269 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.13 0.11 0.23 0.24 hd, final value 5.51 5.46 5.11 4.88 x, final value 0.219 0.191 0.365 0.365 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 3.5 3.5 3.1 2.9 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 143 126 257 269 Service Time 3.5 3.5 3.1 2.9 Utilization, x 0.219 0.191 0.365 0.365 Dep. headway, hd 5.51 5.46 5.11 4.88 Capacity 650 663 695 747 95% Queue Length 0.8 0.7 1.7 1.7 Delay 10.0+ 9.7 11.0 10.7 LOS B A B B Approach: Delay 10.0+ 9.7 11.0 10.7 LOS B A B B Intersection Delay 10.5 Intersection LOS B ______________________________________________________________________________



HCS7 All-Way Stop Control ReportGeneral Information Site Information

Analyst Mark Hays Intersection Westfield @ Westwood

Agency/Co. Jurisdiction Porterville

Date Performed 5/8/2017 East/West Street Westfield Ave

Analysis Year 2017 North/South Street Westwood St

Analysis Time Period (hrs) 0.25 Peak Hour Factor 0.77

Time Analyzed AM Peak

Project Description

Lanes

Vehicle Volume and Adjustments

Approach Eastbound Westbound Northbound Southbound

Movement L T R L T R L T R L T R

Volume 34 125 150 79 152 71 87 140 67 85 187 60

% Thrus in Shared Lane

Lane L1 L2 L3 L1 L2 L3 L1 L2 L3 L1 L2 L3

Configuration LTR LTR L TR L TR

Flow Rate, v (veh/h) 401 392 113 269 110 321

Percent Heavy Vehicles 1 1 1 1 1 1

Departure Headway and Service Time

Initial Departure Headway, hd (s) 3.20 3.20 3.20 3.20 3.20 3.20

Initial Degree of Utilization, x 0.357 0.349 0.100 0.239 0.098 0.285

Final Departure Headway, hd (s) 8.17 8.35 9.80 9.03 9.63 8.92

Final Degree of Utilization, x 0.910 0.910 0.308 0.674 0.295 0.795

Move-Up Time, m (s) 2.0 2.0 2.3 2.3 2.3 2.3

Service Time, ts (s) 6.17 6.35 7.50 6.73 7.33 6.62

Capacity, Delay and Level of Service

Flow Rate, v (veh/h) 401 392 113 269 110 321

Capacity 441 431 367 399 374 404

95% Queue Length, Q₉₅ (veh) 10.0 9.9 1.3 4.8 1.2 7.0

Control Delay (s/veh) 52.2 53.0 16.8 28.5 16.3 38.4

Level of Service, LOS F F C D C E


Approach LOS F F D D

Intersection Delay, s/veh | LOS 40.7 E

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ AWSC Version 7.2.1 Generated: 8/8/2017 12:08:16 PMWestfield @ Westwood.xaw




General Information Site InformationAnalyst Mark Hays Intersection Mulberry @ Newcomb

Agency/Co. TCAG Jurisdiction Porterville

Date Performed 5/8/2017 East/West Street Mulberry Ave

Analysis Year 2017 North/South Street Newcomb St




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 1 2 0 0 1 2 0

Configuration LTR LTR L T TR L T TR

Volume, V (veh/h) 88 140 68 87 188 60 81 150 72 30 126 162











Capacity, c (veh/h) 202 1150 1275

v/c Ratio 2.16 0.09 0.03



Level of Service, LOS F A A

Approach Delay (s/veh) 574.8 2.3 0.7

Approach LOS F

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/8/2017 11:57:48 AMMulberry @ Newcomb.xtw








Urban Street Porterville Analysis Year 2017 Analysis Period 1> 7:00

Intersection Henderson @ Newcomb … File Name Henderson @ Newcomb AM.xus




Demand ( v ), veh/h 185 365 66 91 258 223 102 332 126 209 308 41

Signal Information

GreenYellowRed

4.9 1.5 13.8 5.5 2.0 12.83.0 3.0 3.5 3.0 3.0 3.50.0 0.0 0.5 0.0 0.0 0.5

1 2 4

5 6 7






Assigned Phase 5 2 1 6 3 8 7 4

Case Number 2.0 4.0 2.0 3.0 2.0 4.0 2.0 4.0

Phase Duration, s 12.4 22.3 7.9 17.8 8.5 16.8 13.5 21.7

Change Period, ( Y+R c ), s 3.0 4.0 3.0 4.0 3.0 4.0 3.0 4.0

Max Allow Headway ( MAH ), s 3.1 3.1 3.1 3.1 3.1 3.1 3.1 3.1

Queue Clearance Time ( g s ), s 9.3 9.0 5.6 11.5 6.1 10.8 10.2 7.6

Green Extension Time ( g e ), s 0.3 2.2 0.1 2.2 0.2 1.9 0.3 1.9

Phase Call Probability 0.98 1.00 0.84 1.00 0.87 1.00 0.99 1.00

Max Out Probability 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00




Adjusted Flow Rate ( v ), veh/h 223 265 254 110 311 269 123 287 265 252 213 207

Adjusted Saturation Flow Rate ( s ), veh/h/ln 1795 1885 1785 1795 1885 1598 1795 1885 1709 1795 1885 1808

Queue Service Time ( g s ), s 7.3 6.9 7.0 3.6 9.3 9.5 4.1 8.6 8.8 8.2 5.5 5.6

Cycle Queue Clearance Time ( g c ), s 7.3 6.9 7.0 3.6 9.3 9.5 4.1 8.6 8.8 8.2 5.5 5.6

Green Ratio ( g/C ) 0.16 0.30 0.30 0.08 0.23 0.23 0.09 0.21 0.21 0.17 0.29 0.29

Capacity ( c ), veh/h 281 572 541 147 431 365 164 398 361 312 554 531

Volume-to-Capacity Ratio ( X ) 0.793 0.464 0.469 0.747 0.722 0.736 0.750 0.721 0.734 0.807 0.385 0.390

Back of Queue ( Q ), ft/ln ( 50 th percentile) 75.3 68.5 65.1 39.5 95.7 83.6 43.7 90 82.9 84.3 54.2 52.4

Back of Queue ( Q ), veh/ln ( 50 th percentile) 3.0 2.7 2.6 1.6 3.8 3.3 1.7 3.6 3.3 3.3 2.2 2.1

Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.30 0.00 0.00 0.13 0.00 0.28 0.29 0.00 0.00 0.42 0.00 0.00

Uniform Delay ( d 1 ), s/veh 24.7 17.2 17.2 27.3 21.7 21.8 27.0 22.3 22.4 24.2 17.1 17.2

Incremental Delay ( d 2 ), s/veh 1.9 0.2 0.2 2.8 0.9 1.1 2.6 0.9 1.1 1.9 0.2 0.2

Initial Queue Delay ( d 3 ), 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

Control Delay ( d ), s/veh 26.7 17.4 17.5 30.2 22.6 22.9 29.6 23.3 23.5 26.1 17.3 17.3

Level of Service (LOS) C B B C C C C C C C B B

Approach Delay, s/veh / LOS 20.2 C 23.9 C 24.5 C 20.6 C

Intersection Delay, s/veh / LOS 22.3 C


Pedestrian LOS Score / LOS 2.8 C 2.8 C 2.8 C 2.4 B

Bicycle LOS Score / LOS 1.1 A 1.6 B 1.0 A 1.0 A












Intersection Henderson @ Porter AM File Name Henderson @ Porter AM.xus




Demand ( v ), veh/h 19 599 152 27 457 3 119 9 28 19 17 31

Signal Information

GreenYellowRed

1.1 0.4 13.0 2.8 4.5 0.03.0 0.0 4.0 3.5 4.0 0.00.5 0.0 0.5 0.5 1.0 0.0

1 2 3 4

5 6 7







Case Number 2.0 4.0 2.0 4.0 10.0 11.0

Phase Duration, s 4.6 17.5 4.9 17.9 9.5 6.8










Adjusted Flow Rate ( v ), veh/h 22 449 414 31 265 264 137 43 41 36

Adjusted Saturation Flow Rate ( s ), veh/h/ln 1781 1870 1721 1781 1870 1866 1781 1634 1822 1574

Queue Service Time ( g s ), s 0.5 8.2 8.2 0.7 4.2 4.2 2.9 0.9 0.8 0.8

Cycle Queue Clearance Time ( g c ), s 0.5 8.2 8.2 0.7 4.2 4.2 2.9 0.9 0.8 0.8

Green Ratio ( g/C ) 0.03 0.34 0.34 0.04 0.34 0.34 0.12 0.12 0.07 0.07

Capacity ( c ), veh/h 49 628 578 66 646 645 207 189 134 116

Volume-to-Capacity Ratio ( X ) 0.446 0.716 0.716 0.469 0.410 0.410 0.662 0.224 0.309 0.308

Back of Queue ( Q ), ft/ln ( 50 th percentile) 5 63.4 57.7 6.7 31.7 31.1 26.2 7.4 7.8 6.8

Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.2 2.5 2.3 0.3 1.2 1.2 1.0 0.3 0.3 0.3

Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.05 0.00 0.00 0.03 0.00 0.00 0.35 0.00 0.16 0.14

Uniform Delay ( d 1 ), s/veh 18.6 11.3 11.3 18.3 9.7 9.7 16.4 15.6 17.1 17.1

Incremental Delay ( d 2 ), s/veh 2.4 0.6 0.6 1.9 0.2 0.2 1.4 0.2 0.5 0.6

Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Control Delay ( d ), s/veh 21.0 11.9 11.9 20.2 9.8 9.8 17.8 15.8 17.5 17.6

Level of Service (LOS) C B B C A A B B B B

Approach Delay, s/veh / LOS 12.1 B 10.4 B 17.3 B 17.6 B

Intersection Delay, s/veh / LOS 12.3 B


Pedestrian LOS Score / LOS 2.2 B 2.2 B 2.8 C 2.8 C

Bicycle LOS Score / LOS 1.2 A 0.9 A 0.8 A 0.6 A












Intersection Morton @ Newcomb AM File Name Morton @ Newcomb AM.xus




Demand ( v ), veh/h 160 436 81 48 238 100 39 287 57 194 243 124

Signal Information

GreenYellowRed

2.2 1.8 9.4 1.9 3.2 12.03.0 3.0 3.6 3.0 3.0 3.60.0 0.0 0.5 0.0 0.0 0.5

1 2 4

5 6 7







Case Number 2.0 4.0 2.0 4.0 2.0 4.0 2.0 4.0

Phase Duration, s 10.0 18.2 5.2 13.5 4.9 16.1 11.1 22.3














Green Ratio ( g/C ) 0.14 0.28 0.28 0.04 0.18 0.18 0.04 0.24 0.24 0.16 0.36 0.36

Capacity ( c ), veh/h 243 518 489 77 343 306 67 439 413 284 668 591


Back of Queue ( Q ), ft/ln ( 50 th percentile) 52.2 69.2 64.3 18.2 51.3 47 14.8 46.4 43.7 66.6 39.3 35.4







Level of Service (LOS) C B B C B B C B B C B B

Approach Delay, s/veh / LOS 17.9 B 20.9 C 18.2 B 16.3 B



Pedestrian LOS Score / LOS 2.8 C 2.8 C 2.8 C 2.8 C











Intersection Morton @ Prospect AM File Name Morton @ Prospect AM.xus




Demand ( v ), veh/h 124 603 14 31 334 175 8 91 59 171 68 115

Signal Information

GreenYellowRed

5.9 2.3 15.5 12.0 11.6 0.03.0 3.0 3.6 3.6 3.6 0.00.0 0.0 0.5 0.5 0.5 0.0

1 2 3 4

5 6 7







Case Number 2.0 4.0 2.0 4.0 12.0 9.0

Phase Duration, s 14.2 24.9 8.9 19.6 15.7 16.1














Green Ratio ( g/C ) 0.17 0.32 0.32 0.09 0.24 0.24 0.18 0.18 0.18 0.18

Capacity ( c ), veh/h 304 593 587 160 442 377 309 326 342 290


Back of Queue ( Q ), ft/ln ( 50 th percentile) 50 110.5 107.8 13.2 110.1 95.5 65.2 70.3 25.6 45.7







Level of Service (LOS) C B B C C C C C C C

Approach Delay, s/veh / LOS 20.4 C 24.4 C 25.6 C 24.6 C

Intersection Delay, s/veh / LOS 22.9 C













Intersection Olive @ Porter AM File Name Olive @ Porter AM.xus




Demand ( v ), veh/h 67 987 84 21 622 32 68 24 53 23 27 82

Signal Information

GreenYellowRed

28.0 5.9 0.0 0.0 0.0 0.03.6 4.3 0.0 0.0 0.0 0.02.0 1.0 0.0 0.0 0.0 0.0

1 2 3 4

5 6 7






Assigned Phase 2 6 8 4

Case Number 6.0 6.0 7.0 7.0

Phase Duration, s 33.6 33.6 11.2 11.2

Change Period, ( Y+R c ), s 5.6 5.6 5.3 5.3

Max Allow Headway ( MAH ), s 3.2 3.2 3.3 3.3

Queue Clearance Time ( g s ), s 10.6 12.1 5.0 4.6

Green Extension Time ( g e ), s 5.2 5.1 0.6 0.6

Phase Call Probability 1.00 1.00 0.98 0.98

Max Out Probability 0.15 0.18 0.00 0.00








Green Ratio ( g/C ) 0.63 0.63 0.63 0.63 0.63 0.63 0.13 0.13 0.13 0.13

Capacity ( c ), veh/h 533 1169 1132 354 1169 1146 335 198 338 201


Back of Queue ( Q ), ft/ln ( 50 th percentile) 6.3 38.8 37.1 2.7 19.5 18.8 23 13 11.9 20.8







Level of Service (LOS) A A A A A A B B B B

Approach Delay, s/veh / LOS 5.0 A 4.1 A 18.2 B 18.2 B

Intersection Delay, s/veh / LOS 6.5 A



Bicycle LOS Score / LOS 1.6 B 1.1 A 0.8 A 0.7 A

Copyright © 2017 University of Florida, All Rights Reserved. HCS7™ Streets Version 7.2.1 Generated: 8/8/2017 12:03:06 PM









Intersection Olive @ Indiana AM File Name Olive @ Indiana AM.xus




Demand ( v ), veh/h 90 818 110 10 501 59 96 35 13 98 66 66

Signal Information

GreenYellowRed

0.4 3.4 15.5 4.2 5.0 0.03.2 0.0 3.9 3.2 3.6 0.01.0 0.0 1.0 1.0 1.0 0.0

1 2 4

5 6 7







Case Number 2.0 4.0 2.0 4.0 2.0 4.0 2.0 3.0

Phase Duration, s 8.1 23.9 4.6 20.4 8.4 9.5 8.4 9.6














Green Ratio ( g/C ) 0.08 0.41 0.41 0.01 0.33 0.33 0.09 0.11 0.11 0.09 0.11 0.11

Capacity ( c ), veh/h 149 759 726 17 620 595 159 197 170 162 200 167


Back of Queue ( Q ), ft/ln ( 50 th percentile) 29.6 103.7 97.2 5.4 62.7 59 31.2 6.8 6.5 31.8 19.2 19.5







Level of Service (LOS) C B B D B B C B B C B C

Approach Delay, s/veh / LOS 13.6 B 13.6 B 21.9 C 21.5 C



Pedestrian LOS Score / LOS 2.4 B 2.8 C 2.8 C 2.8 C

Bicycle LOS Score / LOS 1.5 B 1.1 A 0.6 A 1.0 A







General Information Site InformationAnalyst Mark Hays Intersection Bardsley @ Oakmore

Agency/Co. TCAG Jurisdiction Tulare

Date Performed 5/15/2017 East/West Street Bardsley Ave

Analysis Year 2017 North/South Street Oakmore St




Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 1 1 0 0 0 1 0 0 0 0 1 0 1

Configuration L T TR L R

Volume, V (veh/h) 133 262 141 27 25 159



Percent Grade (%) 0









v/c Ratio 0.16 0.20 0.32



Level of Service, LOS A D B


Approach LOS B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/8/2017 1:59:35 PMBardsley @ Oakmore AM.xtw




General Information Site InformationAnalyst Mark Hays Intersection Tulare @ Oakmore

Agency/Co. TCAG Jurisdiction Tulare

Date Performed 5/17/2017 East/West Street Tulare Ave

Analysis Year 2017 North/South Street Oakmore St




Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0


Volume, V (veh/h) 5 428 224 34 458 0 62 0 17 0 0 12











Capacity, c (veh/h) 963 775 123 497

v/c Ratio 0.01 0.06 0.84 0.03



Level of Service, LOS A A F B


Approach LOS F B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/8/2017 2:12:26 PMTulare @ Oakmore AM.xtw



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/17/2017 Analysis Time Period: AM Peak Intersection: Tulare @ E St Jurisdiction: Tulare Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Tulare Ave North/South Street: E St _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |18 86 44 |7 20 8 |26 208 17 |15 178 19 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT R LT R LT R LT R PHF 0.95 0.95 0.67 0.67 0.72 0.72 0.70 0.70 Flow Rate 108 46 39 11 324 23 275 27 % Heavy Veh 5 5 5 5 5 5 5 5 No. Lanes 2 2 2 2 Opposing-Lanes 2 2 2 2 Conflicting-lanes 2 2 2 2 Geometry group 5 5 5 5 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 108 46 39 11 324 23 275 27 Left-Turn 18 0 10 0 36 0 21 0 Right-Turn 0 46 0 11 0 23 0 27 Prop. Left-Turns 0.2 0.0 0.3 0.0 0.1 0.0 0.1 0.0 Prop. Right-Turns 0.0 1.0 0.0 1.0 0.0 1.0 0.0 1.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 5 5 5 5 Adjustments Exhibit 17-33: hLT-adj 0.5 0.5 0.5 0.5



hRT-adj -0.7 -0.7 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.2 -0.6 0.2 -0.6 0.1 -0.6 0.1 -0.6 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 108 46 39 11 324 23 275 27 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.10 0.04 0.03 0.01 0.29 0.02 0.24 0.02 hd, final value 6.39 5.61 6.62 5.79 5.58 4.83 5.61 4.87 x, final value 0.192 0.072 0.072 0.018 0.502 0.031 0.429 0.037 Move-up time, m 2.3 2.3 2.3 2.3 Service Time 4.1 3.3 4.3 3.5 3.3 2.5 3.3 2.6 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 108 46 39 11 324 23 275 27 Service Time 4.1 3.3 4.3 3.5 3.3 2.5 3.3 2.6 Utilization, x 0.192 0.072 0.072 0.018 0.502 0.031 0.429 0.037 Dep. headway, hd 6.39 5.61 6.62 5.79 5.58 4.83 5.61 4.87 Capacity 568 657 557 550 648 767 640 675 95% Queue Length 0.7 0.2 0.2 0.1 2.8 0.1 2.1 0.1 Delay 10.6 8.7 9.8 8.6 13.8 7.7 12.5 7.8 LOS B A A A B A B A Approach: Delay 10.0+ 9.6 13.4 12.0 LOS B A B B Intersection Delay 12.1 Intersection LOS B ______________________________________________________________________________



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/17/2017 Analysis Time Period: AM Peak Intersection: Maple @ E St Jurisdiction: Tulare Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: West Maple St North/South Street: E St _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |56 36 145 |11 86 5 |167 77 11 |7 0 38 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LT R LT R PHF 0.58 0.43 0.74 0.74 0.80 0.80 Flow Rate 408 235 329 14 8 47 % Heavy Veh 3 3 3 3 3 3 No. Lanes 1 1 2 2 Opposing-Lanes 1 1 2 2 Conflicting-lanes 2 2 1 1 Geometry group 2 2 5 5 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 408 235 329 14 8 47 Left-Turn 96 25 225 0 8 0 Right-Turn 250 11 0 14 0 47 Prop. Left-Turns 0.2 0.1 0.7 0.0 1.0 0.0 Prop. Right-Turns 0.6 0.0 0.0 1.0 0.0 1.0 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 0.0 Geometry Group 2 2 5 5 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.5 0.5



hRT-adj -0.6 -0.6 -0.7 -0.7 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.3 0.0 0.4 -0.6 0.6 -0.6 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 408 235 329 14 8 47 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.36 0.21 0.29 0.01 0.01 0.04 hd, final value 5.40 5.98 6.85 5.78 7.72 6.48 x, final value 0.612 0.390 0.626 0.022 0.017 0.085 Move-up time, m 2.0 2.0 2.3 2.3 Service Time 3.4 4.0 4.5 3.5 5.4 4.2 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 408 235 329 14 8 47 Service Time 3.4 4.0 4.5 3.5 5.4 4.2 Utilization, x 0.612 0.390 0.626 0.022 0.017 0.085 Dep. headway, hd 5.40 5.98 6.85 5.78 7.72 6.48 Capacity 669 603 522 700 400 588 95% Queue Length 4.2 1.8 4.3 0.1 0.1 0.3 Delay 16.5 12.8 20.3 8.6 10.6 9.8 LOS C B C A B A Approach: Delay 16.5 12.8 19.8 9.9 LOS C B C A Intersection Delay 16.4 Intersection LOS C ______________________________________________________________________________



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/17/2017 Analysis Time Period: AM Peak Intersection: Pleasant @ West Jurisdiction: Tulare Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Pleasant Ave North/South Street: West St _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |72 134 130 |45 69 47 |68 273 66 |72 221 16 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LT R LTR PHF 0.76 0.73 0.89 0.89 0.91 Flow Rate 441 219 382 74 338 % Heavy Veh 2 2 2 2 2 No. Lanes 1 1 2 1 Opposing-Lanes 1 1 1 2 Conflicting-lanes 2 2 1 1 Geometry group 2 2 5 4a Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 441 219 382 74 338 Left-Turn 94 61 76 0 79 Right-Turn 171 64 0 74 17 Prop. Left-Turns 0.2 0.3 0.2 0.0 0.2 Prop. Right-Turns 0.4 0.3 0.0 1.0 0.1 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 0.0 Geometry Group 2 2 5 4a Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.5 0.2



hRT-adj -0.6 -0.6 -0.7 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.2 -0.1 0.1 -0.7 0.1 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 441 219 382 74 338 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.39 0.19 0.34 0.07 0.30 hd, final value 7.80 8.84 8.60 7.76 8.48 x, final value 0.955 0.538 0.912 0.160 0.796 Move-up time, m 2.0 2.0 2.3 2.0 Service Time 5.8 6.8 6.3 5.5 6.5 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 441 219 382 74 338 Service Time 5.8 6.8 6.3 5.5 6.5 Utilization, x 0.955 0.538 0.912 0.160 0.796 Dep. headway, hd 7.80 8.84 8.60 7.76 8.48 Capacity 459 406 420 463 423 95% Queue Length 11.6 3.1 9.9 0.6 7.1 Delay 59.5 21.7 54.1 11.9 37.3 LOS F C F B E Approach: Delay 59.5 21.7 47.3 37.3 LOS F C E E Intersection Delay 44.8 Intersection LOS E ______________________________________________________________________________








Urban Street City of Tulare Analysis Year 2017 Analysis Period 1> 7:00

Intersection Cross @ B St AM File Name Cross @ B St AM.xus




Demand ( v ), veh/h 58 241 13 66 194 73 10 85 64 85 72 61

Signal Information

GreenYellowRed

10.3 7.6 0.0 0.0 0.0 0.04.0 4.0 0.0 0.0 0.0 0.00.5 1.0 0.0 0.0 0.0 0.0

1 2 3 4

5 6 7






Assigned Phase 2 6 8 4

Case Number 6.0 6.0 8.0 8.0

Phase Duration, s 14.8 14.8 12.6 12.6

Change Period, ( Y+R c ), s 4.5 4.5 5.0 5.0

Max Allow Headway ( MAH ), s 3.3 3.3 3.3 3.3

Queue Clearance Time ( g s ), s 8.3 8.0 4.8 6.7

Green Extension Time ( g e ), s 2.0 2.0 1.1 1.1

Phase Call Probability 1.00 1.00 0.98 0.98

Max Out Probability 0.00 0.00 0.00 0.00




Adjusted Flow Rate ( v ), veh/h 78 343 89 361 215 295

Adjusted Saturation Flow Rate ( s ), veh/h/ln 1003 1858 1013 1753 1721 1502

Queue Service Time ( g s ), s 1.8 3.9 2.0 4.4 0.0 1.9

Cycle Queue Clearance Time ( g c ), s 6.3 3.9 6.0 4.4 2.8 4.7

Green Ratio ( g/C ) 0.38 0.38 0.38 0.38 0.28 0.28

Capacity ( c ), veh/h 475 699 498 659 617 600

Volume-to-Capacity Ratio ( X ) 0.165 0.491 0.179 0.547 0.348 0.491

Back of Queue ( Q ), ft/ln ( 50 th percentile) 6.4 18.5 7 20.2 15.4 22.6

Back of Queue ( Q ), veh/ln ( 50 th percentile) 0.3 0.7 0.3 0.8 0.6 0.9

Queue Storage Ratio ( RQ ) ( 50 th percentile) 0.06 0.00 0.03 0.00 0.00 0.00

Uniform Delay ( d 1 ), s/veh 9.2 6.5 8.9 6.7 8.2 8.7

Incremental Delay ( d 2 ), s/veh 0.1 0.2 0.1 0.3 0.1 0.2

Initial Queue Delay ( d 3 ), s/veh 0.0 0.0 0.0 0.0 0.0 0.0

Control Delay ( d ), s/veh 9.3 6.7 8.9 7.0 8.3 9.0

Level of Service (LOS) A A A A A A

Approach Delay, s/veh / LOS 7.2 A 7.4 A 8.3 A 9.0 A

Intersection Delay, s/veh / LOS 7.8 A


Pedestrian LOS Score / LOS 2.1 B 2.1 B 2.2 B 2.2 B






















Urban Street Visalia Analysis Year 2017 Analysis Period 1> 7:00

Intersection Caldwell @ County Cent… File Name Caldwell @ County Center AM.xus




Demand ( v ), veh/h 90 457 98 17 419 53 96 114 19 58 140 85

Signal Information

GreenYellowRed

1.3 3.1 10.5 3.4 1.1 8.03.0 0.0 4.5 3.0 0.0 4.01.0 0.0 1.0 1.0 0.0 1.0

1 2 4

5 6 7







Case Number 2.0 4.0 2.0 4.0 2.0 3.0 2.0 3.0

Phase Duration, s 8.4 19.1 5.3 16.0 8.5 14.1 7.4 13.0














Green Ratio ( g/C ) 0.10 0.30 0.30 0.03 0.23 0.23 0.10 0.20 0.20 0.07 0.17 0.17

Capacity ( c ), veh/h 171 553 519 52 427 410 176 370 313 134 325 271


Back of Queue ( Q ), ft/ln ( 50 th percentile) 25.1 60.9 56.8 5.3 57.3 54.6 26.7 26.1 4.1 16.3 34.3 20.2







Level of Service (LOS) C B B C B B C B B C B B

Approach Delay, s/veh / LOS 15.2 B 16.9 B 18.2 B 18.2 B










HCS7 Roundabouts ReportGeneral Information Site Information

Analyst Mark Hays Intersection Valencia @ Naranjo

Agency or Co. TCAG E/W Street Name Naranjo

Date Performed 5/9/2017 N/S Street Name Valencia

Analysis Year 2017 Analysis Time Period (hrs) 0.25


Project Description 2017 Intersection Monitoring Jurisdiction Woodlake

Volume Adjustments and Site Characteristics



Number of Lanes (N) 0 0 1 0 0 0 1 0 0 0 1 0 0 0 1 0

Lane Assignment LTR LTR LTR LTR

Volume (V), veh/h 0 39 83 49 0 87 165 63 0 43 151 84 0 43 92 53

Percent Heavy Vehicles, % 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4

Flow Rate (vPCE), pc/h 0 56 118 70 0 124 235 90 0 61 215 120 0 61 131 76

Right-Turn Bypass None None None None

Conflicting Lanes 1 1 1 1

Pedestrians Crossing, p/h 3 4 2 0

Critical and Follow-Up Headway Adjustment



Critical Headway (s) 4.9763 4.9763 4.9763 4.9763

Follow-Up Headway (s) 2.6087 2.6087 2.6087 2.6087

Flow Computations, Capacity and v/c Ratios



Entry Flow (ve), pc/h 244 449 396 268

Entry Volume veh/h 235 432 381 258

Circulating Flow (vc), pc/h 316 332 235 420

Exiting Flow (vex), pc/h 299 372 361 325

Capacity (cpce), pc/h 1000 984 1086 899

Capacity (c), veh/h 961 945 1044 865

v/c Ratio (x) 0.24 0.46 0.36 0.30

Delay and Level of Service



Lane Control Delay (d), s/veh 6.2 9.3 7.2 7.4

Lane LOS A A A A

95% Queue, veh 1.0 2.4 1.7 1.3

Approach Delay, s/veh 6.2 9.3 7.2 7.4

Approach LOS A A A A


Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ Roundabouts Version 7.2.1 8/8/2017 2:58:17 PMValencia @ Naranjo.xro




General Information Site InformationAnalyst Mark Hays Intersection Wutchumna @ Valencia

Agency/Co. TCAG Jurisdiction Woodlake

Date Performed 5/9/2017 East/West Street Wutchumna

Analysis Year 2017 North/South Street Valencia




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0


Volume, V (veh/h) 3 3 17 24 8 38 8 134 15 25 194 1











Capacity, c (veh/h) 576 524 1263 1337

v/c Ratio 0.06 0.20 0.01 0.03



Level of Service, LOS B B A A


Approach LOS B B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/8/2017 2:57:13 PMWutchumna @ Valencia.xtw




General Information Site InformationAnalyst Mark Hays Intersection Castlerock @ Naranjo

Agency/Co. TCAG Jurisdiction Woodlake

Date Performed 5/9/2017 East/West Street Naranjo

Analysis Year 2017 North/South Street Castlerock




Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 0 0 0 1 0

Configuration LT TR LR

Volume, V (veh/h) 71 79 104 16 8 72



Percent Grade (%) 0









v/c Ratio 0.08 0.16



Level of Service, LOS A B


Approach LOS B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/8/2017 2:56:18 PMCastlerock @ Naranjo.xtw



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/9/2017 Analysis Time Period: AM Peak Intersection: Ave 256 @ Rd 204 Jurisdiction: Tulare County Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Ave 256 North/South Street: Rd 204 _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |22 427 10 |30 500 9 |17 70 40 |5 68 53 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LTR LTR LTR LTR PHF 0.94 0.96 0.79 0.88 Flow Rate 487 560 159 142 % Heavy Veh 5 5 5 5 No. Lanes 1 1 1 1 Opposing-Lanes 1 1 1 1 Conflicting-lanes 1 1 1 1 Geometry group 1 1 1 1 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 487 560 159 142 Left-Turn 23 31 21 5 Right-Turn 10 9 50 60 Prop. Left-Turns 0.0 0.1 0.1 0.0 Prop. Right-Turns 0.0 0.0 0.3 0.4 Prop. Heavy Vehicle0.0 0.0 0.0 0.0 Geometry Group 1 1 1 1 Adjustments Exhibit 17-33: hLT-adj 0.2 0.2 0.2 0.2



hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.1 0.1 -0.1 -0.2 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 487 560 159 142 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.43 0.50 0.14 0.13 hd, final value 6.29 6.16 7.51 7.51 x, final value 0.851 0.959 0.332 0.296 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 4.3 4.2 5.5 5.5 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 487 560 159 142 Service Time 4.3 4.2 5.5 5.5 Utilization, x 0.851 0.959 0.332 0.296 Dep. headway, hd 6.29 6.16 7.51 7.51 Capacity 573 583 482 473 95% Queue Length 9.2 13.1 1.4 1.2 Delay 35.2 52.2 14.2 13.6 LOS E F B B Approach: Delay 35.2 52.2 14.2 13.6 LOS E F B B Intersection Delay 37.5 Intersection LOS E ______________________________________________________________________________




General Information Site InformationAnalyst Mark Hays Intersection Ave 240 @ Rd 140

Agency/Co. TCAG Jurisdiction Tulare County

Date Performed 5/9/2017 East/West Street Ave 240 (Prosperity)

Analysis Year 2017 North/South Street Rd 140




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 1 1 0 0 1 1 0

Configuration LTR LTR L TR L TR

Volume, V (veh/h) 68 24 52 1 23 9 94 250 3 5 291 122











Capacity, c (veh/h) 275 255 1038 1233

v/c Ratio 0.66 0.16 0.11 0.00



Level of Service, LOS E C A A


Approach LOS E C

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 7:18:24 AMAve 240 @ Rd 140.xtw






hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed -0.1 -0.2 0.0 0.0 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 199 370 327 299 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.18 0.33 0.29 0.27 hd, final value 6.97 6.43 6.68 6.75 x, final value 0.386 0.661 0.606 0.560 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 5.0 4.4 4.7 4.7 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 199 370 327 299 Service Time 5.0 4.4 4.7 4.7 Utilization, x 0.386 0.661 0.606 0.560 Dep. headway, hd 6.97 6.43 6.68 6.75 Capacity 510 561 536 534 95% Queue Length 1.8 4.9 4.0 3.4 Delay 14.3 21.1 19.4 18.0 LOS B C C C Approach: Delay 14.3 21.1 19.4 18.0 LOS B C C C Intersection Delay 18.7 Intersection LOS C ______________________________________________________________________________



HCS+: Unsignalized Intersections Release 5.6 Phone: Fax: E-Mail: ___________________ALL-WAY STOP CONTROL(AWSC) ANALYSIS________________________ Analyst: Mark Hays Agency/Co.: TCAG Date Performed: 5/9/2017 Analysis Time Period: AM Peak Intersection: Ave 128 @ Rd 238 Jurisdiction: Tulare County Units: U. S. Customary Analysis Year: 2017 Project ID: 2017 Intersection Monitoring East/West Street: Ave 128 North/South Street: Rd 238 _________Worksheet 2 - Volume Adjustments and Site Characteristics____________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| Volume |40 112 43 |27 140 45 |53 189 16 |19 148 27 | % Thrus Left Lane Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Configuration LT R LT R LTR LTR PHF 0.69 0.69 0.77 0.77 0.80 0.80 Flow Rate 219 62 216 58 321 240 % Heavy Veh 6 6 6 6 6 6 No. Lanes 2 2 1 1 Opposing-Lanes 2 2 1 1 Conflicting-lanes 1 1 2 2 Geometry group 5 5 2 2 Duration, T 0.25 hrs. ___________Worksheet 3 - Saturation Headway Adjustment Worksheet______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rates: Total in Lane 219 62 216 58 321 240 Left-Turn 57 0 35 0 66 23 Right-Turn 0 62 0 58 19 33 Prop. Left-Turns 0.3 0.0 0.2 0.0 0.2 0.1 Prop. Right-Turns 0.0 1.0 0.0 1.0 0.1 0.1 Prop. Heavy Vehicle0.1 0.1 0.1 0.1 0.1 0.1 Geometry Group 5 5 2 2 Adjustments Exhibit 17-33: hLT-adj 0.5 0.5 0.2 0.2



hRT-adj -0.7 -0.7 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.2 -0.6 0.2 -0.6 0.1 0.0 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 219 62 216 58 321 240 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.19 0.06 0.19 0.05 0.29 0.21 hd, final value 7.18 6.33 7.14 6.34 6.30 6.43 x, final value 0.437 0.109 0.429 0.102 0.562 0.428 Move-up time, m 2.3 2.3 2.0 2.0 Service Time 4.9 4.0 4.8 4.0 4.3 4.4 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 219 62 216 58 321 240 Service Time 4.9 4.0 4.8 4.0 4.3 4.4 Utilization, x 0.437 0.109 0.429 0.102 0.562 0.428 Dep. headway, hd 7.18 6.33 7.14 6.34 6.30 6.43 Capacity 498 564 502 580 573 558 95% Queue Length 2.2 0.4 2.1 0.3 3.5 2.1 Delay 15.3 9.8 15.1 9.8 17.1 14.2 LOS C A C A C B Approach: Delay 14.1 14.0 17.1 14.2 LOS B B C B Intersection Delay 14.9 Intersection LOS B ______________________________________________________________________________






Date Performed 5/9/2017 East/West Street Ave 144





Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 0 1 0 0 0 1 0 0 1 0 0 1 0


Volume, V (veh/h) 13 55 3 7 146 8 3 16 3 10 21 29











Capacity, c (veh/h) 1292 1433 595 668

v/c Ratio 0.01 0.01 0.05 0.11





Approach LOS B B







hRT-adj -0.6 -0.6 -0.6 -0.6 hHV-adj 1.7 1.7 1.7 1.7 hadj, computed 0.0 0.0 -0.0 0.0 _______________Worksheet 4 - Departure Headway and Service Time_______________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow rate 372 385 230 235 hd, initial value 3.20 3.20 3.20 3.20 3.20 3.20 3.20 3.20 x, initial 0.33 0.34 0.20 0.21 hd, final value 6.56 6.56 7.12 7.17 x, final value 0.678 0.702 0.455 0.468 Move-up time, m 2.0 2.0 2.0 2.0 Service Time 4.6 4.6 5.1 5.2 _______________Worksheet 5 - Capacity and Level of Service____________________ Eastbound Westbound Northbound Southbound L1 L2 L1 L2 L1 L2 L1 L2 Flow Rate 372 385 230 235 Service Time 4.6 4.6 5.1 5.2 Utilization, x 0.678 0.702 0.455 0.468 Dep. headway, hd 6.56 6.56 7.12 7.17 Capacity 547 550 511 500 95% Queue Length 5.1 5.6 2.3 2.5 Delay 22.3 23.5 15.9 16.3 LOS C C C C Approach: Delay 22.3 23.5 15.9 16.3 LOS C C C C Intersection Delay 20.3 Intersection LOS C ______________________________________________________________________________











Lanes




Priority 1U 1 2 3 4U 4 5 6 7 8 9 10 11 12

Number of Lanes 0 1 1 0 0 1 1 0 0 1 0 0 1 0

Configuration L TR L TR LTR LTR

Volume, V (veh/h) 17 92 12 2 117 18 1 34 4 21 42 19











Capacity, c (veh/h) 1334 1377 577 601

v/c Ratio 0.02 0.00 0.08 0.17





Approach LOS B B












Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0


Volume, V (veh/h) 0 67 15 5 24 18 9 280 7 25 242 0











Capacity, c (veh/h) 369 394 1261 1203

v/c Ratio 0.28 0.15 0.01 0.03



Level of Service, LOS C C A A


Approach LOS C C












Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0


Volume, V (veh/h) 16 71 54 8 69 4 38 45 9 3 41 15











Capacity, c (veh/h) 742 644 1519 1522

v/c Ratio 0.23 0.15 0.03 0.00





Approach LOS B B





General Information Site InformationAnalyst Mark Hays Intersection Ave 200 @ Spacer



Analysis Year 2017 North/South Street Spacer




Lanes




Priority 10 11 12 7 8 9 1U 1 2 3 4U 4 5 6

Number of Lanes 0 1 0 0 1 0 0 0 1 0 0 0 1 0


Volume, V (veh/h) 1 25 12 2 19 6 23 129 2 7 93 0











Capacity, c (veh/h) 651 624 1452 1400

v/c Ratio 0.06 0.05 0.02 0.01





Approach LOS B B

Copyright © 2017 University of Florida. All Rights Reserved. HCS7™ TWSC Version 7.2.1 Generated: 8/7/2017 7:17:16 AMAve 200 @ Spacer.xtw



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