Agenda packet — Hanford City Council, August 6, 2024 (part 7 of 8)

Traffic Study 257-88
Hanford Multi-Use Development
Grangeville Blvd & Centennial Dr 20

REFERENCES

1. California Manual on Uniform Traffic Control Devices for Streets and Highways, 2014 Edition, California Department of Transportation (Caltrans)

2. Trip Generation Manual, 11th Edition, Institute of Transportation Engineers (ITE), September 2021

3. VMT Thresholds and Implementation Guidelines, the City of Hanford, dated November 2022

Page 1142 of 1322 ends

Traffic Study 257-88
Hanford Multi-Use Development
Grangeville Blvd & Centennial Dr 21

APPENDIX

Page 1143 of 1322 ends

ITE Development Variable ADT ADT Rate In Out Rate In Out Code Type RATE % Split/ % Split/ % Split/ % Split/
Trips Trips Trips Trips
220 64 eq 486 eq 24% 76% eq 63% 37%
Dwelling Units =6.41*64+75.31 43 10 33 62 30 18
934 3.5 467.48 1,636 44.61 51% 49% 33.03 52% 48%
1000 sq ft GFA 467.48*X 141 80 76 114 60 56
945 12 eq 2,750 16.06 50% 50% 18.42 50% 50%
Vehicle Fueling Positions =268.46*12+-1161 131 96 97 168 111 110 sub-total 4,872 186 206 201 184
Adjustments
Capture 5% 244 9 10 10 9
Pass-by 15% 731 28 31 30 28
Total 3,897 149 165 161 147
PM Direction % In Out
North 25% 40 37
East 40% 64 59
South 30% 48 44
West 5% 8 7
Total: 100% 161 147
Gasoline/Service Station
with Convenience Market
Multifamily Housing (Low
Rise)

HANFORD MULTI-USE TRIP GENERATION
11/27/2023
General Information Daily Trips AM Peak Hour Trips PM Peak Hour Trips Fast-Food Restaurant with
Drive-Through

Page 1144 of 1322 ends

Traffic Study 257-88
Intersection 1
Centennial Dr & Fargo Ave

Page 1145 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
PM Existing
2023
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

5.5 EBT EBR WBL WBT NBL NBR
117 22 85 92 38 159
117 22 85 92 38 159
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- 0 0 - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
127 24 92 100 41 173
Major1 Major2 Minor1
0 0 127 0 412 127
- - - - 127 -
- - - - 285 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 1459 - 596 923
- - - - 899 -
- - - - 763 -
- - -
- - 1459 - 558 923
- - - - 558 -
- - - - 899 -
- - - - 715 -

EB WB NB
0 3.7 10.9
B
NBLn1 EBT EBR WBL WBT
820 - - 1459 -

0.261 - - 0.063 -

10.9 - - 7.6 -

B - - A -
1 - - 0.2 -

Page 1146 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
PM Existing+Project
2023
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EB WB NB
0 3.7 10.9
B
NBLn1 EBT EBR WBL WBT
820 - - 1459 -

0.261 - - 0.063 -

10.9 - - 7.6 -

B - - A -
1 - - 0.2 -

Page 1147 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
PM Future
2043
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report
7 EBT EBR WBL WBT NBL NBR
191 36 168 182 56 236
191 36 168 182 56 236
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- 0 0 - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
208 39 183 198 61 257
Major1 Major2 Minor1
0 0 208 0 771 208
- - - - 208 -
- - - - 563 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 1363 - 368 832
- - - - 827 -
- - - - 570 -
- - -
- - 1363 - 319 832
- - - - 319 -
- - - - 827 -
- - - - 493 -

EB WB NB
0 3.9 16.2
C
NBLn1 EBT EBR WBL WBT
636 - - 1363 -

0.499 - - 0.134 -

16.2 - - 8 -

C - - A -

2.8 - - 0.5 -

Page 1148 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
PM Future+Project
2043
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

EB WB NB
0 3.9 16.2
C
NBLn1 EBT EBR WBL WBT
636 - - 1363 -

0.499 - - 0.134 -

16.2 - - 8 -

C - - A -

2.8 - - 0.5 -

Page 1149 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Existing
Intersection #:1
12 11 10
0 0 0
1 0 0 6
2 117 92 5
3 22 85 4
38 0 159
7 8 9
Major Total:316
Minor High Volume:197
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1150 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Existing+Project
Intersection #:1
12 11 10
0 15 0
1 0 0 6
2 117 92 5
3 22 85 4
38 13 159
7 8 9
Major Total:316
Minor High Volume:210
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1151 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future
Intersection #:1
12 11 10
0 0 0
1 0 0 6
2 191 182 5
3 36 168 4
56 0 176
7 8 9
Major Total:577
Minor High Volume:232
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1152 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:PM Future+Project
Intersection #:1
12 11 10
0 15 0
1 0 0 6
2 191 182 5
3 36 168 4
56 13 176
7 8 9
Major Total:577
Minor High Volume:245
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1153 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
AM Existing
2023
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

5.2 EBT EBR WBL WBT NBL NBR
70 10 108 271 52 175
70 10 108 271 52 175
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- 0 0 - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
76 11 117 295 57 190
Major1 Major2 Minor1
0 0 76 0 605 76
- - - - 76 -
- - - - 529 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 1523 - 461 985
- - - - 947 -
- - - - 591 -
- - -
- - 1523 - 426 985
- - - - 426 -
- - - - 947 -
- - - - 546 -

EB WB NB
0 2.2 12
B
NBLn1 EBT EBR WBL WBT
757 - - 1523 -

0.326 - - 0.077 -
12 - - 7.6 -

B - - A -

1.4 - - 0.2 -

Page 1154 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
AM Existing+Project
2023
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EB WB NB
0 2.2 12
B
NBLn1 EBT EBR WBL WBT
757 - - 1523 -

0.326 - - 0.077 -
12 - - 7.6 -

B - - A -

1.4 - - 0.2 -

Page 1155 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
AM Future
2043
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

7.7 EBT EBR WBL WBT NBL NBR
114 16 213 535 57 260
114 16 213 535 57 260
0 0 0 0 0 0
Free Free Free Free Stop Stop
- None - None - None
- 0 0 - 0 -
0 - - 0 0 -
0 - - 0 0 -
92 92 92 92 92 92
2 2 2 2 2 2
124 17 232 582 62 283
Major1 Major2 Minor1
0 0 124 0 1169 124
- - - - 124 -
- - - - 1045 -
- - 4.12 - 6.42 6.22
- - - - 5.42 -
- - - - 5.42 -
- - 2.218 - 3.518 3.318
- - 1463 - 213 927
- - - - 902 -
- - - - 339 -
- - -
- - 1463 - 179 927
- - - - 179 -
- - - - 902 -
- - - - 285 -

EB WB NB
0 2.3 23.6
C
NBLn1 EBT EBR WBL WBT
529 - - 1463 -

0.651 - - 0.158 -

23.6 - - 7.9 -

C - - A -

4.7 - - 0.6 -

Page 1156 of 1322 ends

HCM 2010 TWSC
1: Centennial Dr & Fargo Ave
AM Future+Project
2043
Intersection
Int Delay, s/veh
Movement
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
Major/Minor
Conflicting Flow All
Stage 1
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver
Mov Cap-2 Maneuver
Stage 1
Stage 2
Approach
HCM Control Delay, s

HCM LOS
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
HCM 95th %tile Q(veh)
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EB WB NB
0 2.3 23.6
C
NBLn1 EBT EBR WBL WBT
529 - - 1463 -

0.651 - - 0.158 -

23.6 - - 7.9 -

C - - A -

4.7 - - 0.6 -

Page 1157 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Existing
Intersection #:1
12 11 10
0 0 0
1 0 0 6
2 70 271 5
3 10 108 4
52 0 175
7 8 9
Major Total:459
Minor High Volume:227
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1158 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Does Not Meet Signal Warrant
Scenario:AM Existing+Project
Intersection #:1
12 11 10
0 14 0
1 0 0 6
2 70 271 5
3 10 108 4
52 15 175
7 8 9
Major Total:459
Minor High Volume:242
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1159 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future
Intersection #:1
12 11 10
0 0 0
1 0 0 6
2 114 535 5
3 16 213 4
57 0 260
7 8 9
Major Total:878
Minor High Volume:317
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1160 of 1322 ends

Rural Peak Hour Signal Warrant
Intersection Meets Signal Warrant
Scenario:AM Future+Project
Intersection #:1
12 11 10
0 14 0
1 0 0 6
2 114 535 5
3 16 213 4
57 15 260
7 8 9
Major Total:878
Minor High Volume:332
Centennial Dr
(Major Street)
Fargo Ave
(Major Street)
Fargo Ave
(Minor Street)
Centennial Dr

Page 1161 of 1322 ends

Traffic Study 257-88
Intersection 2
12th Ave & Fargo Ave

Page 1162 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
29 247 9 214 172 14 8 246 303 26 213 25
29 247 9 214 172 14 8 246 303 26 213 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 32 268 10 233 187 15 9 267 329 28 232 27
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
74 412 316 312 682 519 251 573 435 80 378 290

0.05 0.22 0.22 0.19 0.37 0.37 0.15 0.31 0.31 0.05 0.20 0.20 1634 1863 1428 1634 1863 1416 1634 1863 1414 1634 1863 1427 32 268 10 233 187 15 9 267 329 28 232 27
1634 1863 1428 1634 1863 1416 1634 1863 1414 1634 1863 1427

1.3 9.0 0.2 9.3 4.9 0.5 0.3 8.0 14.5 1.1 7.8 0.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
74 412 316 312 682 519 251 573 435 80 378 290

0.43 0.65 0.03 0.75 0.27 0.03 0.04 0.47 0.76 0.35 0.61 0.09 166 836 641 734 1484 1128 251 944 717 166 971 744

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

32.1 24.5 7.7 26.4 15.4 14.0 24.9 19.3 21.6 31.8 25.0 12.1

3.9 1.7 0.0 3.6 0.2 0.0 0.1 0.6 2.7 2.6 1.6 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.7 4.8 0.1 4.5 2.5 0.2 0.1 4.2 6.0 0.6 4.2 0.3

36.0 26.2 7.8 29.9 15.6 14.0 24.9 19.9 24.3 34.4 26.7 12.2

D C A C B B C B C C C B
310 435 605 287

26.6 23.2 22.3 26.1

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.4 25.3 17.2 19.3 14.6 18.0 7.1 29.3

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

5.3 33.3 29.7 29.7 4.3 34.3 5.7 53.7

3.1 16.5 11.3 11.0 2.3 9.8 3.3 6.9

0.0 2.2 0.7 1.5 0.6 0.8 0.0 1.7

24.0 C

Page 1163 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
29 247 9 234 172 14 8 251 322 26 218 25
29 247 9 234 172 14 8 251 322 26 218 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 32 268 10 254 187 15 9 273 350 28 237 27
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
71 402 308 328 695 529 52 599 455 76 626 481

0.04 0.22 0.22 0.20 0.37 0.37 0.03 0.32 0.32 0.05 0.34 0.34 1634 1863 1428 1634 1863 1417 1634 1863 1415 1634 1863 1433 32 268 10 254 187 15 9 273 350 28 237 27
1634 1863 1428 1634 1863 1417 1634 1863 1415 1634 1863 1433

1.4 9.8 0.4 10.9 5.2 0.5 0.4 8.7 16.6 1.2 7.2 0.9

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
71 402 308 328 695 529 52 599 455 76 626 481

0.45 0.67 0.03 0.77 0.27 0.03 0.17 0.46 0.77 0.37 0.38 0.06 154 827 634 682 1429 1086 132 827 628 154 852 655

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

34.7 26.7 23.0 28.1 16.2 14.7 35.0 20.1 22.7 34.4 18.8 16.7

4.4 1.9 0.0 3.9 0.2 0.0 1.5 0.5 3.9 3.0 0.4 0.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.7 5.2 0.2 5.3 2.7 0.2 0.2 4.6 7.0 0.6 3.8 0.4

39.1 28.6 23.0 32.0 16.4 14.8 36.6 20.6 26.6 37.3 19.2 16.8

D C C C B B D C C D B B
310 456 632 292

29.5 25.1 24.2 20.7

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.5 27.9 18.9 20.1 6.4 29.0 7.2 31.8

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

5.3 31.3 29.7 31.7 4.3 32.3 5.7 55.7

3.2 18.6 12.9 11.8 2.4 9.2 3.4 7.2

0.0 2.9 0.8 1.6 0.0 3.5 0.0 1.7

24.8 C

Page 1164 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
57 348 18 275 221 18 9 272 335 33 268 31
57 348 18 275 221 18 9 272 335 33 268 31
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 62 378 20 299 240 20 10 296 364 36 291 34
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
103 483 371 386 806 614 52 470 356 80 503 386

0.06 0.26 0.26 0.24 0.43 0.43 0.03 0.25 0.25 0.05 0.27 0.27 1634 1863 1430 1634 1863 1418 1634 1863 1411 1634 1863 1431 62 378 20 299 240 20 10 296 364 36 291 34
1634 1863 1430 1634 1863 1418 1634 1863 1411 1634 1863 1431

2.9 14.9 0.6 13.5 6.6 0.6 0.5 11.1 9.7 1.7 10.7 1.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
103 483 371 386 806 614 52 470 356 80 503 386

0.60 0.78 0.05 0.77 0.30 0.03 0.19 0.63 1.02 0.45 0.58 0.09 226 850 653 746 1443 1099 118 850 644 124 858 659

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

36.0 27.1 13.2 28.1 14.6 12.9 37.2 26.2 7.1 36.4 24.9 21.5

5.5 2.8 0.1 3.3 0.2 0.0 1.8 1.4 33.0 3.9 1.1 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.5 8.0 0.3 6.4 3.4 0.3 0.2 5.9 9.0 0.8 5.6 0.6

41.5 30.0 13.3 31.5 14.8 12.9 39.0 27.6 40.1 40.3 26.0 21.6

D C B C B B D C F D C C
460 559 670 361

30.8 23.6 34.6 27.0

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.9 23.9 22.6 24.4 6.5 25.3 9.0 38.1

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

4.3 34.3 34.7 34.7 4.0 34.6 9.6 59.8

3.7 13.1 15.5 16.9 2.5 12.7 4.9 8.6

0.0 3.8 1.9 1.3 0.0 3.9 0.0 2.1

29.4 C

Page 1165 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
57 348 18 295 221 18 9 277 354 33 273 31
57 348 18 295 221 18 9 277 354 33 273 31
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 62 378 20 321 240 20 10 301 385 36 297 34
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
102 478 367 405 823 627 50 469 356 79 502 385

0.06 0.26 0.26 0.25 0.44 0.44 0.03 0.25 0.25 0.05 0.27 0.27 1634 1863 1430 1634 1863 1419 1634 1863 1411 1634 1863 1430 62 378 20 321 240 20 10 301 385 36 297 34
1634 1863 1430 1634 1863 1419 1634 1863 1411 1634 1863 1430

3.0 15.5 0.7 15.1 6.8 0.7 0.5 11.8 10.0 1.8 11.3 1.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
102 478 367 405 823 627 50 469 356 79 502 385

0.61 0.79 0.05 0.79 0.29 0.03 0.20 0.64 1.08 0.46 0.59 0.09 218 819 629 718 1390 1059 114 819 620 120 826 634

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

37.4 28.4 14.1 28.8 14.6 12.9 38.7 27.3 7.1 37.9 26.0 22.4

5.6 3.0 0.1 3.5 0.2 0.0 1.9 1.5 55.4 4.1 1.1 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.5 8.4 0.3 7.2 3.5 0.3 0.2 6.2 9.3 0.9 6.0 0.6

43.0 31.3 14.2 32.4 14.8 13.0 40.6 28.8 62.5 42.0 27.1 22.5

D C B C B B D C F D C C
460 581 696 367

32.2 24.5 47.6 28.1

C C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.9 24.6 24.3 25.0 6.5 26.1 9.1 40.2

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

4.3 34.3 34.7 34.7 4.0 34.6 9.6 59.8

3.8 13.8 17.1 17.5 2.5 13.3 5.0 8.8

0.0 4.0 1.9 1.3 0.0 4.0 0.0 2.1

34.4 C

Page 1166 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
94 143 18 158 334 31 18 194 89 19 229 31
94 143 18 158 334 31 18 194 89 19 229 31
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 102 155 20 172 363 34 20 211 97 21 249 34
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
166 334 256 348 541 410 87 438 332 88 440 337

0.10 0.18 0.18 0.21 0.29 0.29 0.05 0.24 0.24 0.05 0.24 0.24 1634 1863 1425 1634 1863 1413 1634 1863 1409 1634 1863 1429 102 155 20 172 363 34 20 211 97 21 249 34
1634 1863 1425 1634 1863 1413 1634 1863 1409 1634 1863 1429

3.0 3.7 0.6 4.7 8.6 0.9 0.6 4.9 1.2 0.6 5.9 0.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
166 334 256 348 541 410 87 438 332 88 440 337

0.61 0.46 0.08 0.49 0.67 0.08 0.23 0.48 0.29 0.24 0.57 0.10 215 1064 815 348 1172 889 185 1116 845 185 1116 856

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

21.6 18.4 17.2 17.4 15.7 13.0 22.8 16.6 2.8 22.8 16.9 4.9

3.7 1.0 0.1 1.1 1.5 0.1 1.3 0.8 0.5 1.4 1.1 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.5 2.0 0.2 2.2 4.7 0.3 0.3 2.6 1.0 0.3 3.2 0.4

25.3 19.5 17.3 18.5 17.2 13.0 24.1 17.4 3.3 24.1 18.1 5.0

C B B B B B C B A C B A
277 569 328 304

21.4 17.3 13.6 17.0

C B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

6.7 15.8 14.7 13.0 6.7 15.9 9.1 18.6

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

4.0 28.4 8.2 27.4 4.0 28.4 5.3 30.3

2.6 6.9 6.7 5.7 2.6 7.9 5.0 10.6

0.0 1.1 0.4 0.5 0.2 0.9 0.0 1.4

17.2 B

Page 1167 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
94 143 18 177 334 31 18 200 110 19 234 31
94 143 18 177 334 31 18 200 110 19 234 31
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 102 155 20 192 363 34 20 217 120 21 254 34
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
166 334 255 345 538 408 87 421 318 109 446 342

0.10 0.18 0.18 0.21 0.29 0.29 0.05 0.23 0.23 0.07 0.24 0.24 1634 1863 1425 1634 1863 1413 1634 1863 1409 1634 1863 1429 102 155 20 192 363 34 20 217 120 21 254 34
1634 1863 1425 1634 1863 1413 1634 1863 1409 1634 1863 1429

3.0 3.8 0.4 5.3 8.7 0.5 0.6 5.2 3.6 0.6 6.1 0.9

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
166 334 255 345 538 408 87 421 318 109 446 342

0.62 0.46 0.08 0.56 0.67 0.08 0.23 0.52 0.38 0.19 0.57 0.10 172 1104 845 345 1167 885 185 1159 877 185 1159 889

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

21.7 18.5 8.0 17.8 15.8 4.9 22.9 17.1 16.5 22.3 16.9 14.9

6.1 1.0 0.1 2.0 1.5 0.1 1.3 1.0 0.7 0.8 1.1 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.6 2.0 0.2 2.6 4.7 0.3 0.3 2.8 1.5 0.3 3.2 0.4

27.8 19.6 8.1 19.8 17.3 5.0 24.2 18.1 17.3 23.1 18.0 15.1

C B A B B A C B B C B B
277 589 357 309

21.8 17.4 18.2 18.1

C B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.4 15.4 14.7 13.0 6.7 16.1 9.1 18.6

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

4.0 29.7 5.7 28.6 4.0 29.7 4.0 30.3

2.6 7.2 7.3 5.8 2.6 8.1 5.0 10.7

0.2 1.2 0.0 0.5 0.0 1.0 0.0 1.4

18.5 B

Page 1168 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
186 202 36 203 430 40 20 214 98 24 288 39
186 202 36 203 430 40 20 214 98 24 288 39
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 202 220 39 221 467 43 22 233 107 26 313 42
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
201 499 383 292 603 458 78 399 301 138 467 359

0.12 0.27 0.27 0.18 0.32 0.32 0.05 0.21 0.21 0.08 0.25 0.25 1634 1863 1430 1634 1863 1415 1634 1863 1407 1634 1863 1430 202 220 39 221 467 43 22 233 107 26 313 42
1634 1863 1430 1634 1863 1415 1634 1863 1407 1634 1863 1430

7.7 6.1 1.3 8.1 14.2 1.3 0.8 7.0 2.2 0.9 9.5 0.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
201 499 383 292 603 458 78 399 301 138 467 359

1.01 0.44 0.10 0.76 0.77 0.09 0.28 0.58 0.36 0.19 0.67 0.12 201 909 698 315 1040 790 149 909 687 149 909 698

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

27.5 19.0 17.3 24.4 19.1 14.8 28.8 22.1 6.1 26.7 21.1 6.4

65.1 0.6 0.1 9.4 2.2 0.1 2.0 1.4 0.7 0.7 1.7 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

7.0 3.2 0.5 4.4 7.6 0.5 0.4 3.8 1.5 0.4 5.1 0.6

92.6 19.7 17.4 33.9 21.3 14.9 30.8 23.5 6.8 27.4 22.8 6.5

F B B C C B C C A C C A
461 731 362 381

51.4 24.7 19.0 21.3

D C B C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.3 17.4 15.2 20.8 7.0 19.7 11.7 24.3

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

4.0 28.9 10.8 29.3 4.0 28.9 6.4 33.7

2.9 9.0 10.1 8.1 2.8 11.5 9.7 16.2

0.2 1.1 0.1 1.5 0.0 1.2 0.0 1.7

29.4 C

Page 1169 of 1322 ends

HCM 2010 Signalized Intersection Summary
2: 12th Ave & Fargo Ave
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
186 202 36 222 430 40 20 220 119 24 293 39
186 202 36 222 430 40 20 220 119 24 293 39
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 202 220 39 241 467 43 22 239 129 26 318 42
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
200 473 363 313 602 457 77 406 307 135 471 362

0.12 0.25 0.25 0.19 0.32 0.32 0.05 0.22 0.22 0.08 0.25 0.25 1634 1863 1430 1634 1863 1415 1634 1863 1408 1634 1863 1430 202 220 39 241 467 43 22 239 129 26 318 42
1634 1863 1430 1634 1863 1415 1634 1863 1408 1634 1863 1430

7.7 6.3 1.3 8.8 14.3 1.3 0.8 7.2 2.6 0.9 9.7 0.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
200 473 363 313 602 457 77 406 307 135 471 362

1.01 0.46 0.11 0.77 0.78 0.09 0.28 0.59 0.42 0.19 0.67 0.12 200 870 668 345 1036 787 148 906 684 148 906 695

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

27.6 19.9 18.0 24.1 19.2 14.9 29.0 22.1 5.8 26.9 21.2 6.4

66.4 0.7 0.1 9.3 2.2 0.1 2.0 1.4 0.9 0.7 1.7 0.1

0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

7.1 3.3 0.5 4.8 7.6 0.5 0.4 3.9 1.1 0.4 5.2 0.3

94.1 20.6 18.1 33.5 21.4 15.0 30.9 23.5 6.7 27.6 22.9 6.5

F C B C C B C C A C C A
461 751 390 386

52.6 24.9 18.3 21.4

D C B C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.2 17.7 16.0 20.0 7.0 19.9 11.7 24.3

5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3

4.0 28.9 12.0 28.1 4.0 28.9 6.4 33.7

2.9 9.2 10.8 8.3 2.8 11.7 9.7 16.3

0.2 1.2 0.1 1.5 0.0 1.2 0.0 1.7

29.4 C

Page 1170 of 1322 ends

Traffic Study 257-88
Intersection 3
13th Ave & Grangeville Blvd

Page 1171 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
34 308 24 61 215 3 57 111 175 20 84 12
34 308 24 61 215 3 57 111 175 20 84 12
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 37 335 26 66 234 3 62 121 190 22 91 13
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
75 1029 785 110 1070 816 146 315 237 54 210 156

0.05 0.55 0.55 0.14 1.00 1.00 0.09 0.17 0.17 0.03 0.11 0.11 1634 1863 1421 1634 1863 1421 1634 1863 1402 1634 1863 1388 37 335 26 66 234 3 62 121 190 22 91 13
1634 1863 1421 1634 1863 1421 1634 1863 1402 1634 1863 1388

2.0 8.8 0.4 3.4 0.0 0.0 3.2 5.2 9.1 1.2 4.1 0.6

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
75 1029 785 110 1070 816 146 315 237 54 210 156

0.50 0.33 0.03 0.60 0.22 0.00 0.42 0.38 0.80 0.41 0.43 0.08 111 1029 785 118 1070 816 146 606 456 103 594 443

1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00

41.9 11.0 2.5 37.8 0.0 0.0 38.8 33.2 21.7 42.6 37.3 23.8

5.0 0.8 0.1 6.9 0.4 0.0 1.9 0.8 6.2 4.8 1.4 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.0 4.7 0.2 1.7 0.1 0.0 1.5 2.7 3.9 0.6 2.2 0.2

46.9 11.8 2.5 44.7 0.4 0.0 40.7 34.0 27.9 47.5 38.7 24.0

D B A D A A D C C D D C
398 303 373 126

14.5 10.1 32.0 38.7

B B C D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.0 19.2 10.1 53.7 12.1 14.1 8.1 55.7

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.4 28.0 4.8 30.8 5.0 27.4 4.4 31.2

3.2 11.1 5.4 10.8 5.2 6.1 4.0 2.0

0.0 1.0 0.0 2.0 0.0 0.3 0.0 2.1

21.4 C

Page 1172 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
34 316 24 67 222 3 57 111 181 20 84 12
34 316 24 67 222 3 57 111 181 20 84 12
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.95

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 37 343 26 73 241 3 62 121 197 22 91 13
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
75 967 738 122 1021 779 189 363 274 54 210 156

0.05 0.52 0.52 0.02 0.18 0.18 0.12 0.20 0.20 0.03 0.11 0.11 1634 1863 1420 1634 1863 1421 1634 1863 1405 1634 1863 1388 37 343 26 73 241 3 62 121 197 22 91 13
1634 1863 1420 1634 1863 1421 1634 1863 1405 1634 1863 1388

2.0 9.8 0.4 4.0 10.0 0.2 3.1 5.0 11.8 1.2 4.1 0.6

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
75 967 738 122 1021 779 189 363 274 54 210 156

0.50 0.35 0.04 0.60 0.24 0.00 0.33 0.33 0.72 0.40 0.43 0.08 120 967 738 125 1021 779 189 608 459 103 596 444

1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

41.9 12.7 2.6 42.6 20.7 16.7 36.6 31.2 33.9 42.6 37.3 23.8

5.0 1.0 0.1 6.7 0.5 0.0 1.0 0.5 3.5 4.8 1.4 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.0 5.2 0.2 2.0 5.3 0.1 1.5 2.6 4.8 0.6 2.2 0.2

46.9 13.8 2.7 49.3 21.2 16.7 37.6 31.7 37.4 47.4 38.7 24.0

D B A D C B D C D D D C
406 317 380 126

16.1 27.6 35.6 38.7

B C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.0 21.6 10.7 50.7 14.4 14.1 8.1 53.3

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.4 28.1 5.2 30.3 5.0 27.5 4.9 30.6

3.2 13.8 6.0 11.8 5.1 6.1 4.0 12.0

0.0 1.0 0.0 2.0 0.0 0.3 0.0 2.0

27.4 C

Page 1173 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
39 352 27 87 308 4 70 135 214 22 93 13
39 352 27 87 308 4 70 135 214 22 93 13
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 42 383 29 95 335 4 76 147 233 24 101 14
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
81 498 377 127 550 417 588 825 628 56 219 163

0.05 0.27 0.27 0.08 0.30 0.30 0.36 0.44 0.44 0.03 0.12 0.12 1634 1863 1412 1634 1863 1413 1634 1863 1419 1634 1863 1390 42 383 29 95 335 4 76 147 233 24 101 14
1634 1863 1412 1634 1863 1413 1634 1863 1419 1634 1863 1390

2.3 17.1 0.5 5.1 13.9 0.2 2.8 4.3 9.9 1.3 4.6 0.7

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
81 498 377 127 550 417 588 825 628 56 219 163

0.52 0.77 0.08 0.75 0.61 0.01 0.13 0.18 0.37 0.43 0.46 0.09 125 662 502 127 664 504 588 825 628 107 600 448

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00

41.7 30.4 2.8 40.6 27.3 22.4 19.3 15.2 16.7 42.6 37.1 23.2

5.0 3.9 0.1 19.7 1.0 0.0 0.1 0.5 1.7 5.0 6.9 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.1 9.3 0.2 3.0 7.3 0.1 1.3 2.3 4.1 0.7 2.8 0.3

46.7 34.4 2.9 60.4 28.3 22.4 19.4 15.6 18.4 47.6 43.9 24.3

D C A E C C B B B D D C
454 434 456 139

33.5 35.3 17.7 42.6

C D B D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.1 43.9 11.0 28.0 36.4 14.6 8.5 30.6

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.6 27.8 5.3 30.3 4.7 27.7 5.2 30.4

3.3 11.9 7.1 19.1 4.8 6.6 4.3 15.9

0.0 1.5 0.0 2.2 0.0 0.3 0.0 2.4

30.0 C

Page 1174 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
39 360 27 93 315 4 70 135 220 22 93 13
39 360 27 93 315 4 70 135 220 22 93 13
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.95

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 42 391 29 101 342 4 76 147 239 24 101 14
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
81 505 382 127 557 423 582 818 623 56 219 163

0.05 0.27 0.27 0.08 0.30 0.30 0.36 0.44 0.44 0.03 0.12 0.12 1634 1863 1412 1634 1863 1414 1634 1863 1419 1634 1863 1390 42 391 29 101 342 4 76 147 239 24 101 14
1634 1863 1412 1634 1863 1414 1634 1863 1419 1634 1863 1390

2.3 17.4 0.5 5.5 14.2 0.2 2.8 4.3 10.2 1.3 4.6 0.7

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
81 505 382 127 557 423 582 818 623 56 219 163

0.52 0.77 0.08 0.79 0.61 0.01 0.13 0.18 0.38 0.43 0.46 0.09 125 662 502 127 664 504 582 818 623 107 600 448

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 1.00

41.7 30.3 2.8 40.8 27.1 22.2 19.6 15.4 17.0 42.6 37.1 23.2

5.0 4.2 0.1 25.2 1.1 0.0 0.1 0.5 1.8 5.0 6.9 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.1 9.5 0.2 3.4 7.5 0.1 1.3 2.3 4.3 0.7 2.8 0.3

46.7 34.5 2.9 66.0 28.1 22.2 19.7 15.9 18.8 47.6 43.9 24.3

D C A E C C B B B D D C
462 447 462 139

33.6 36.6 18.0 42.6

C D B D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.1 43.5 11.0 28.4 36.1 14.6 8.5 30.9

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.6 27.8 5.3 30.3 4.7 27.7 5.2 30.4

3.3 12.2 7.5 19.4 4.8 6.6 4.3 16.2

0.0 1.5 0.0 2.2 0.0 0.3 0.0 2.5

30.6 C

Page 1175 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
20 205 20 146 281 11 37 51 81 11 171 56
20 205 20 146 281 11 37 51 81 11 171 56
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 22 223 22 159 305 12 40 55 88 12 186 61
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
183 436 329 248 509 386 103 273 204 199 382 289

0.11 0.23 0.23 0.15 0.27 0.27 0.06 0.15 0.15 0.12 0.21 0.21 1634 1863 1409 1634 1863 1412 1634 1863 1397 1634 1863 1407 22 223 22 159 305 12 40 55 88 12 186 61
1634 1863 1409 1634 1863 1412 1634 1863 1397 1634 1863 1407

0.6 4.8 0.6 4.2 6.6 0.3 1.1 1.2 1.5 0.3 4.1 0.9

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
183 436 329 248 509 386 103 273 204 199 382 289

0.12 0.51 0.07 0.64 0.60 0.03 0.39 0.20 0.43 0.06 0.49 0.21 202 1291 977 248 1343 1018 202 1182 887 202 1182 892

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

18.5 15.4 13.8 18.4 14.6 12.3 20.8 17.3 5.5 17.9 16.2 5.0

0.3 0.9 0.1 5.5 1.1 0.0 2.4 0.4 1.4 0.1 1.0 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.3 2.6 0.2 2.3 3.5 0.1 0.6 0.6 1.0 0.1 2.2 0.6

18.7 16.3 13.9 23.9 15.7 12.3 23.2 17.7 6.9 18.1 17.2 5.3

B B B C B B C B A B B A
267 476 183 259

16.3 18.4 13.7 14.4

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.6 10.8 11.0 14.8 6.9 13.5 9.2 16.6

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.4 28.0 5.3 30.3 4.4 28.0 4.0 31.6

2.3 3.5 6.2 6.8 3.1 6.1 2.6 8.6

0.2 0.5 0.0 0.9 0.0 0.8 0.1 1.0

16.3 B

Page 1176 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
20 212 20 153 289 11 37 51 87 11 171 56
20 212 20 153 289 11 37 51 87 11 171 56
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 22 230 22 166 314 12 40 55 95 12 186 61
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
180 441 334 247 517 392 103 422 319 66 380 287

0.11 0.24 0.24 0.15 0.28 0.28 0.06 0.23 0.23 0.04 0.20 0.20 1634 1863 1410 1634 1863 1412 1634 1863 1409 1634 1863 1406 22 230 22 166 314 12 40 55 95 12 186 61
1634 1863 1410 1634 1863 1412 1634 1863 1409 1634 1863 1406

0.6 5.0 0.3 4.5 6.8 0.2 1.1 1.1 2.6 0.3 4.1 1.7

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
180 441 334 247 517 392 103 422 319 66 380 287

0.12 0.52 0.07 0.67 0.61 0.03 0.39 0.13 0.30 0.18 0.49 0.21 201 1286 973 247 1338 1015 201 1177 890 201 1177 889

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

18.6 15.4 4.9 18.6 14.6 4.4 20.9 14.3 14.9 21.5 16.3 15.3

0.3 1.0 0.1 7.0 1.2 0.0 2.4 0.1 0.5 1.3 1.0 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.3 2.7 0.2 2.5 3.7 0.1 0.6 0.6 1.0 0.2 2.2 0.7

18.9 16.3 4.9 25.6 15.7 4.5 23.3 14.4 15.4 22.8 17.3 15.7

B B A C B A C B B C B B
274 492 190 259

15.6 18.8 16.8 17.2

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

5.9 14.5 11.0 15.0 6.9 13.5 9.1 16.9

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.4 28.0 5.3 30.3 4.4 28.0 4.0 31.6

2.3 4.6 6.5 7.0 3.1 6.1 2.6 8.8

0.0 0.6 0.0 0.9 0.1 0.8 0.1 1.1

17.4 B

Page 1177 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
23 234 23 209 402 16 45 62 99 12 189 62
23 234 23 209 402 16 45 62 99 12 189 62
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.97 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 25 254 25 227 437 17 49 67 108 13 205 67
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
95 465 352 231 621 472 108 459 347 65 410 310

0.06 0.25 0.25 0.14 0.33 0.33 0.07 0.25 0.25 0.04 0.22 0.22 1634 1863 1411 1634 1863 1415 1634 1863 1410 1634 1863 1408 25 254 25 227 437 17 49 67 108 13 205 67
1634 1863 1411 1634 1863 1415 1634 1863 1410 1634 1863 1408

0.7 5.9 0.7 6.9 10.1 0.2 1.4 1.4 3.1 0.4 4.8 1.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
95 465 352 231 621 472 108 459 347 65 410 310

0.26 0.55 0.07 0.98 0.70 0.04 0.46 0.15 0.31 0.20 0.50 0.22 195 1204 912 231 1246 946 188 1103 835 188 1103 833

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

22.3 16.1 14.2 21.2 14.4 3.9 22.3 14.6 15.2 23.0 16.9 6.7

1.5 1.0 0.1 54.0 1.5 0.0 3.0 0.1 0.5 1.5 0.9 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.4 3.1 0.3 6.5 5.4 0.2 0.7 0.7 1.3 0.2 2.6 0.7

23.8 17.1 14.3 75.2 15.9 4.0 25.2 14.7 15.7 24.5 17.9 7.1

C B B E B A C B B C B A
304 681 224 285

17.4 35.3 17.5 15.6

B D B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

6.0 16.2 11.0 16.4 7.3 14.9 6.9 20.5

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.4 28.0 5.3 30.3 4.4 28.0 4.2 31.4

2.4 5.1 8.9 7.9 3.4 6.8 2.7 12.1

0.0 1.6 0.0 1.0 0.0 1.5 0.2 1.5

25.3 C

Page 1178 of 1322 ends

HCM 2010 Signalized Intersection Summary
3: 13th Ave & Grangeville Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
23 241 23 216 410 16 45 62 105 12 189 62
23 241 23 216 410 16 45 62 105 12 189 62
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.97 1.00 0.97 1.00 0.96 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 25 262 25 235 446 17 49 67 114 13 205 67
1 1 1 1 1 1 1 1 1 1 1 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
95 473 358 234 631 479 108 286 215 201 391 295

0.06 0.25 0.25 0.14 0.34 0.34 0.07 0.15 0.15 0.12 0.21 0.21 1634 1863 1411 1634 1863 1415 1634 1863 1399 1634 1863 1407 25 262 25 235 446 17 49 67 114 13 205 67
1634 1863 1411 1634 1863 1415 1634 1863 1399 1634 1863 1407

0.7 6.0 0.7 7.0 10.2 0.4 1.4 1.5 2.1 0.3 4.8 1.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
95 473 358 234 631 479 108 286 215 201 391 295

0.26 0.55 0.07 1.01 0.71 0.04 0.45 0.23 0.53 0.06 0.52 0.23 197 1217 922 234 1259 957 190 1115 837 201 1115 842

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

22.1 15.9 13.9 21.0 14.1 10.8 22.0 18.2 6.3 19.0 17.2 6.8

1.4 1.0 0.1 60.5 1.5 0.0 2.9 0.4 2.0 0.1 1.1 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.4 3.2 0.3 7.0 5.5 0.2 0.7 0.8 0.9 0.2 2.6 0.5

23.5 16.9 14.0 81.5 15.5 10.9 24.9 18.6 8.4 19.1 18.3 7.2

C B B F B B C B A B B A
312 698 230 285

17.2 37.6 14.9 15.7

B D B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

10.0 11.5 11.0 16.4 7.2 14.3 6.9 20.6

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.4 28.0 5.3 30.3 4.4 28.0 4.2 31.4

2.3 4.1 9.0 8.0 3.4 6.8 2.7 12.2

0.2 0.6 0.0 1.0 0.0 0.9 0.2 1.6

25.9 C

Page 1179 of 1322 ends

Traffic Study 257-88
Intersection 4
Centennial Dr & Grangeville Blvd

Page 1180 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
65 361 101 88 200 80 62 204 112 36 161 23
65 361 101 88 200 80 62 204 112 36 161 23
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 71 392 110 96 217 87 67 222 122 39 175 25
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
118 817 629 148 852 649 106 280 154 70 361 52

0.10 0.58 0.58 0.09 0.46 0.46 0.07 0.25 0.24 0.04 0.23 0.21 1634 1863 1434 1634 1863 1419 1634 1122 617 1634 1586 227 71 392 110 96 217 87 67 0 344 39 0 200
1634 1863 1434 1634 1863 1419 1634 0 1739 1634 0 1813

3.8 11.0 3.2 5.1 6.4 3.2 3.6 0.0 16.7 2.1 0.0 8.6

1.00 1.00 1.00 1.00 1.00 0.35 1.00 0.13
118 817 629 148 852 649 106 0 435 70 0 413

0.60 0.48 0.17 0.65 0.25 0.13 0.63 0.00 0.79 0.56 0.00 0.48 180 817 629 163 852 649 127 0 587 122 0 606

1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.94 0.94 0.94 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00

39.4 12.8 11.2 39.5 15.0 14.1 41.0 0.0 31.8 42.2 0.0 30.2

4.6 1.9 0.6 7.3 0.7 0.4 7.2 0.0 5.2 6.7 0.0 0.9

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.8 6.0 1.4 2.6 3.5 1.3 1.8 0.0 8.7 1.1 0.0 4.4

44.0 14.7 11.8 46.9 15.7 14.5 48.2 0.0 37.0 49.0 0.0 31.1

D B B D B B D D D C
573 400 411 239

17.8 22.9 38.8 34.0

B C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.9 26.5 12.2 43.5 9.9 24.5 10.5 45.1

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.4 29.1 7.3 26.2 5.7 28.8 8.2 25.3

4.1 18.7 7.1 13.0 5.6 10.6 5.8 8.4

0.0 1.5 0.0 2.6 0.0 1.9 0.0 2.8

26.8 C

Page 1181 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
65 412 114 88 255 126 77 219 112 78 176 23
65 412 114 88 255 126 77 219 112 78 176 23
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 71 448 124 96 277 137 84 238 122 85 191 25
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
118 737 567 148 772 587 127 297 152 128 415 54

0.10 0.53 0.53 0.09 0.41 0.41 0.08 0.26 0.24 0.08 0.26 0.24 1634 1863 1434 1634 1863 1418 1634 1153 591 1634 1607 210 71 448 124 96 277 137 84 0 360 85 0 216
1634 1863 1434 1634 1863 1418 1634 0 1744 1634 0 1817

3.8 15.1 4.2 5.1 9.2 5.6 4.5 0.0 17.4 4.6 0.0 9.0

1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.12
118 737 567 148 772 587 127 0 449 128 0 469

0.60 0.61 0.22 0.65 0.36 0.23 0.66 0.00 0.80 0.66 0.00 0.46 180 737 567 149 772 587 136 0 583 138 0 610

1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.94 0.94 0.94 0.95 0.95 0.95 1.00 0.00 1.00 1.00 0.00 1.00

39.4 16.5 13.9 39.5 18.1 17.1 40.3 0.0 31.5 40.3 0.0 28.2

4.5 3.5 0.8 8.9 1.2 0.9 10.3 0.0 6.1 10.3 0.0 0.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.8 8.4 1.8 2.7 5.0 2.3 2.4 0.0 9.2 2.4 0.0 4.6

44.0 19.9 14.7 48.4 19.4 18.0 50.7 0.0 37.6 50.6 0.0 28.9

D B B D B B D D D C
643 510 444 301

21.6 24.5 40.1 35.0

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.1 27.2 12.2 39.6 11.0 27.2 10.5 41.3

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

6.3 28.8 6.5 26.4 6.2 28.9 8.2 24.7

6.6 19.4 7.1 17.1 6.5 11.0 5.8 11.2

0.0 1.6 0.0 2.8 0.0 2.0 0.0 3.3

28.8 C

Page 1182 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
93 517 145 97 221 88 69 225 124 40 178 25
93 517 145 97 221 88 69 225 124 40 178 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.96 1.00 0.98 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 101 562 158 105 240 96 75 245 135 43 193 27
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
427 667 513 166 369 278 223 310 171 80 300 42

0.26 0.36 0.36 0.10 0.20 0.20 0.14 0.28 0.26 0.05 0.19 0.17 1634 1863 1433 1634 1863 1406 1634 1121 618 1634 1590 223 101 562 158 105 240 96 75 0 380 43 0 220
1634 1863 1433 1634 1863 1406 1634 0 1739 1634 0 1813

3.6 20.6 3.2 4.6 8.8 3.3 3.1 0.0 15.1 1.9 0.0 8.3

1.00 1.00 1.00 1.00 1.00 0.36 1.00 0.12
427 667 513 166 369 278 223 0 480 80 0 342

0.24 0.84 0.31 0.63 0.65 0.34 0.34 0.00 0.79 0.54 0.00 0.64 427 900 692 176 775 585 223 0 705 154 0 734

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

21.6 21.9 5.2 32.1 27.4 14.3 29.0 0.0 25.1 34.5 0.0 27.9

0.3 5.5 0.3 6.7 1.9 0.7 0.9 0.0 3.8 5.4 0.0 2.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.7 11.5 2.1 2.4 4.7 1.6 1.5 0.0 7.7 1.0 0.0 4.4

21.9 27.4 5.5 38.7 29.4 15.1 29.9 0.0 28.9 39.9 0.0 29.9

C C A D C B C C D C
821 441 455 263

22.5 28.5 29.1 31.6

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.7 24.5 11.5 30.6 14.1 18.0 23.4 18.7

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.7 28.8 6.3 34.2 5.7 28.8 11.3 29.2

3.9 17.1 6.6 22.6 5.1 10.3 5.6 10.8

0.0 1.1 0.0 2.3 0.1 0.7 1.7 1.1

26.6 C

Page 1183 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
93 568 158 97 276 134 84 240 124 82 193 25
93 568 158 97 276 134 84 240 124 82 193 25
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 101 617 172 105 300 146 91 261 135 89 210 27
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
402 693 533 150 405 306 269 313 162 131 302 39

0.25 0.37 0.37 0.09 0.22 0.22 0.16 0.27 0.26 0.08 0.19 0.17 1634 1863 1433 1634 1863 1408 1634 1149 595 1634 1610 207 101 617 172 105 300 146 91 0 396 89 0 237
1634 1863 1433 1634 1863 1408 1634 0 1744 1634 0 1817

4.3 27.1 3.9 5.4 13.1 5.8 4.3 0.0 18.6 4.6 0.0 10.6

1.00 1.00 1.00 1.00 1.00 0.34 1.00 0.11
402 693 533 150 405 306 269 0 475 131 0 341

0.25 0.89 0.32 0.70 0.74 0.48 0.34 0.00 0.83 0.68 0.00 0.69 402 768 591 150 661 500 269 0 603 131 0 628

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00

26.4 25.7 5.5 38.4 31.8 15.8 32.2 0.0 30.1 38.9 0.0 33.1

0.3 11.8 0.3 13.4 2.7 1.2 0.7 0.0 8.0 13.1 0.0 2.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.0 16.2 2.6 3.0 7.1 2.8 2.0 0.0 10.0 2.6 0.0 5.6

26.7 37.5 5.8 51.8 34.4 17.0 32.9 0.0 38.0 52.0 0.0 35.7

C D A D C B C D D D
890 551 487 326

30.2 33.1 37.1 40.1

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.0 27.7 12.0 36.4 18.4 20.4 25.4 22.9

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.7 28.8 6.3 34.2 5.7 28.8 11.3 29.2

6.6 20.6 7.4 29.1 6.3 12.6 6.3 15.1

0.0 1.0 0.0 1.6 0.0 0.7 1.7 1.4

33.8 C

Page 1184 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
25 190 98 89 262 38 89 101 94 62 200 66
25 190 98 89 262 38 89 101 94 62 200 66
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 27 207 107 97 285 41 97 110 102 67 217 72
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
67 536 412 378 891 679 144 210 194 106 285 95

0.04 0.29 0.29 0.23 0.48 0.48 0.09 0.24 0.22 0.06 0.22 0.20 1634 1863 1431 1634 1863 1419 1634 881 817 1634 1326 440 27 207 107 97 285 41 97 0 212 67 0 289
1634 1863 1431 1634 1863 1419 1634 0 1698 1634 0 1766

1.5 8.0 5.2 4.4 8.5 1.4 5.2 0.0 9.8 3.6 0.0 13.8

1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.25
67 536 412 378 891 679 144 0 404 106 0 380

0.41 0.39 0.26 0.26 0.32 0.06 0.68 0.00 0.52 0.63 0.00 0.76 109 536 412 378 891 679 163 0 613 120 0 591

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 0.99 0.99 0.99 1.00 0.00 1.00 1.00 0.00 1.00

42.1 25.7 24.7 28.3 14.4 12.6 39.8 0.0 30.1 41.0 0.0 33.3

3.8 2.0 1.5 0.3 0.9 0.2 8.9 0.0 1.1 8.5 0.0 3.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.7 4.4 2.2 2.0 4.6 0.6 2.7 0.0 4.7 1.9 0.0 7.1

45.9 27.7 26.1 28.6 15.4 12.8 48.7 0.0 31.2 49.5 0.0 36.5

D C C C B B D C D D
341 423 309 356

28.6 18.2 36.7 38.9

C B D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.8 25.4 24.8 29.9 11.9 23.4 7.7 47.1

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.3 31.2 7.3 24.2 7.7 28.8 4.3 27.2

5.6 11.8 6.4 10.0 7.2 15.8 3.5 10.5

0.0 1.0 0.0 0.9 0.1 0.8 0.0 1.3

29.8 C

Page 1185 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
25 247 113 89 313 81 102 114 94 110 217 66
25 247 113 89 313 81 102 114 94 110 217 66
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.96

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 27 268 123 97 340 88 111 124 102 120 236 72
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
312 764 588 149 577 438 159 176 145 218 304 93

0.19 0.41 0.41 0.09 0.31 0.31 0.10 0.19 0.17 0.13 0.22 0.21 1634 1863 1434 1634 1863 1414 1634 936 770 1634 1358 414 27 268 123 97 340 88 111 0 226 120 0 308
1634 1863 1434 1634 1863 1414 1634 0 1706 1634 0 1772

1.2 8.9 5.0 5.2 13.9 4.1 5.9 0.0 11.2 6.2 0.0 14.7

1.00 1.00 1.00 1.00 1.00 0.45 1.00 0.23
312 764 588 149 577 438 159 0 320 218 0 397

0.09 0.35 0.21 0.65 0.59 0.20 0.70 0.00 0.71 0.55 0.00 0.78 312 764 588 149 577 438 171 0 570 218 0 604

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 0.98 0.98 0.98 1.00 0.00 1.00 1.00 0.00 1.00

29.9 18.3 17.1 39.5 26.2 22.8 39.4 0.0 34.5 36.5 0.0 32.9

0.1 1.2 0.8 9.4 4.3 1.0 11.1 0.0 2.8 3.0 0.0 3.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.6 4.8 2.1 2.7 7.8 1.7 3.2 0.0 5.5 3.0 0.0 7.6

30.1 19.5 17.9 49.0 30.5 23.9 50.4 0.0 37.3 39.4 0.0 36.4

C B B D C C D D D D
418 525 337 428

19.7 32.8 41.7 37.3

B C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

16.0 20.9 12.2 40.9 12.7 24.2 21.2 31.9

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

8.7 28.8 6.5 24.0 8.1 29.4 4.3 26.2

8.2 13.2 7.2 10.9 7.9 16.7 3.2 15.9

0.1 0.7 0.0 1.2 0.0 0.9 0.2 1.1

32.5 C

Page 1186 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
36 272 140 98 289 42 98 112 104 69 221 73
36 272 140 98 289 42 98 112 104 69 221 73
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 39 296 152 107 314 46 107 122 113 75 240 79
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
300 536 412 341 584 443 156 224 208 116 306 101

0.18 0.29 0.29 0.21 0.31 0.31 0.10 0.25 0.24 0.07 0.23 0.22 1634 1863 1431 1634 1863 1414 1634 882 817 1634 1329 438 39 296 152 107 314 46 107 0 235 75 0 319
1634 1863 1431 1634 1863 1414 1634 0 1699 1634 0 1767

1.8 12.1 7.6 5.0 12.5 1.5 5.7 0.0 10.8 4.0 0.0 15.3

1.00 1.00 1.00 1.00 1.00 0.48 1.00 0.25
300 536 412 341 584 443 156 0 432 116 0 406

0.13 0.55 0.37 0.31 0.54 0.10 0.69 0.00 0.54 0.65 0.00 0.79 300 536 412 341 584 443 182 0 625 127 0 591

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.94 0.94 0.94 0.97 0.97 0.97 1.00 0.00 1.00 1.00 0.00 1.00

30.7 27.1 25.5 30.1 25.5 11.1 39.4 0.0 29.3 40.7 0.0 32.7

0.2 3.8 2.4 0.5 3.4 0.5 8.4 0.0 1.1 9.5 0.0 4.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.8 6.8 3.3 2.3 7.0 0.6 3.0 0.0 5.2 2.1 0.0 7.9

30.9 31.0 27.9 30.6 29.0 11.6 47.8 0.0 30.4 50.2 0.0 37.0

C C C C C B D C D D
487 467 342 394

30.0 27.6 35.8 39.6

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

10.4 26.9 22.8 29.9 12.6 24.7 20.5 32.2

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.7 31.8 6.3 24.2 8.7 28.8 4.0 26.5

6.0 12.8 7.0 14.1 7.7 17.3 3.8 14.5

0.0 1.1 0.0 1.2 0.1 0.9 0.0 1.0

32.8 C

Page 1187 of 1322 ends

HCM 2010 Signalized Intersection Summary
4: Centennial Dr & Grangeville Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
36 329 155 98 340 85 111 125 104 117 238 73
36 329 155 98 340 85 111 125 104 117 238 73
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1750 1716 1863 1750 39 358 168 107 370 92 121 136 113 127 259 79
1 1 1 1 1 1 1 1 0 1 1 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
272 710 547 161 584 443 170 186 155 233 324 99

0.17 0.38 0.38 0.10 0.31 0.31 0.10 0.20 0.19 0.14 0.24 0.22 1634 1863 1434 1634 1863 1414 1634 931 774 1634 1358 414 39 358 168 107 370 92 121 0 249 127 0 338
1634 1863 1434 1634 1863 1414 1634 0 1705 1634 0 1772

1.8 13.2 7.4 5.7 15.3 4.3 6.5 0.0 12.3 6.5 0.0 16.2

1.00 1.00 1.00 1.00 1.00 0.45 1.00 0.23
272 710 547 161 584 443 170 0 341 233 0 423

0.14 0.50 0.31 0.67 0.63 0.21 0.71 0.00 0.73 0.54 0.00 0.80 272 710 547 163 584 443 180 0 570 233 0 595

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.94 0.94 0.94 0.93 0.93 0.93 1.00 0.00 1.00 1.00 0.00 1.00

32.0 21.3 19.5 39.1 26.5 22.7 39.0 0.0 34.0 35.9 0.0 32.4

0.2 2.4 1.4 9.0 4.8 1.0 11.8 0.0 3.0 2.6 0.0 5.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.8 7.2 3.1 3.0 8.6 1.8 3.5 0.0 6.1 3.1 0.0 8.5

32.3 23.7 20.9 48.2 31.3 23.7 50.8 0.0 37.1 38.4 0.0 37.5

C C C D C C D D D D
565 569 370 465

23.5 33.3 41.6 37.8

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

16.9 22.0 12.9 38.3 13.3 25.5 19.0 32.2

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

8.7 28.8 7.3 23.2 8.6 28.9 4.0 26.5

8.5 14.3 7.7 15.2 8.5 18.2 3.8 17.3

0.0 0.7 0.0 1.4 0.0 1.0 0.0 1.2

33.1 C

Page 1188 of 1322 ends

Traffic Study 257-88
Intersection 5
12th Ave & Grangeville Blvd

Page 1189 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
92 359 68 218 278 76 123 544 258 58 372 46
92 359 68 218 278 76 123 544 258 58 372 46
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 100 390 74 237 302 83 134 591 280 63 404 50
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
249 822 332 410 1002 400 272 1155 467 198 1072 428

0.08 0.23 0.23 0.13 0.28 0.28 0.09 0.33 0.33 0.06 0.30 0.30 3170 3539 1429 3170 3539 1413 3170 3539 1432 3170 3539 1414 100 390 74 237 302 83 134 591 280 63 404 50
1585 1770 1429 1585 1770 1413 1585 1770 1432 1585 1770 1414

1.9 6.1 2.7 4.5 4.3 2.9 2.6 8.7 10.5 1.2 5.8 1.6

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
249 822 332 410 1002 400 272 1155 467 198 1072 428

0.40 0.47 0.22 0.58 0.30 0.21 0.49 0.51 0.60 0.32 0.38 0.12 361 1767 713 509 1933 772 346 1994 807 277 1916 765

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

28.1 21.2 19.9 26.2 18.0 17.5 28.0 17.5 18.1 28.7 17.6 16.1

1.0 0.4 0.3 1.3 0.2 0.3 1.4 0.4 1.2 0.9 0.2 0.1

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.9 3.0 1.1 2.0 2.1 1.1 1.2 4.2 4.3 0.6 2.8 0.6

29.2 21.7 20.3 27.5 18.2 17.7 29.3 17.8 19.3 29.7 17.8 16.3

C C C C B B C B B C B B
564 622 1005 517

22.8 21.7 19.8 19.1

C C B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.0 24.9 12.3 18.9 9.5 23.4 9.0 22.2

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.3 34.8 8.6 30.3 5.7 33.4 5.6 33.3

3.2 12.5 6.5 8.1 4.6 7.8 3.9 6.3

0.0 5.9 0.2 3.5 0.0 6.1 0.0 3.6

20.7 C

Page 1190 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
116 397 94 218 320 76 152 544 258 58 372 71
116 397 94 218 320 76 152 544 258 58 372 71
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 126 432 102 237 348 83 165 591 280 63 404 77
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
276 866 350 405 1010 403 306 1146 464 194 1021 408

0.09 0.24 0.24 0.13 0.29 0.29 0.10 0.32 0.32 0.06 0.29 0.29 3170 3539 1429 3170 3539 1413 3170 3539 1432 3170 3539 1413 126 432 102 237 348 83 165 591 280 63 404 77
1585 1770 1429 1585 1770 1413 1585 1770 1432 1585 1770 1413

2.5 6.9 3.8 4.7 5.1 2.9 3.3 8.9 10.8 1.3 6.1 2.7

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
276 866 350 405 1010 403 306 1146 464 194 1021 408

0.46 0.50 0.29 0.58 0.34 0.21 0.54 0.52 0.60 0.32 0.40 0.19 303 1716 693 495 1930 770 370 1935 783 269 1823 728

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

28.6 21.4 20.3 27.1 18.7 17.9 28.4 18.1 18.8 29.7 18.9 17.7

1.2 0.4 0.5 1.3 0.2 0.2 1.5 0.4 1.3 1.0 0.2 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.1 3.4 1.5 2.1 2.5 1.2 1.5 4.4 4.4 0.6 3.0 1.1

29.8 21.9 20.7 28.5 18.9 18.2 29.9 18.5 20.0 30.6 19.1 17.9

C C C C B B C B C C B B
660 668 1036 544

23.2 22.2 20.7 20.3

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.0 25.4 12.4 20.2 10.4 23.0 9.8 22.8

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.3 34.8 8.6 30.3 6.4 32.7 4.6 34.3

3.3 12.8 6.7 8.9 5.3 8.1 4.5 7.1

0.0 6.0 0.2 4.0 0.1 6.2 0.0 4.1

21.5 C

Page 1191 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
102 397 75 275 351 96 155 685 325 75 480 59
102 397 75 275 351 96 155 685 325 75 480 59
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.96 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 111 432 82 299 382 104 168 745 353 82 522 64
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
413 782 315 385 750 298 544 1233 499 212 862 343

0.13 0.22 0.22 0.12 0.21 0.21 0.17 0.35 0.35 0.07 0.24 0.24 3170 3539 1428 3170 3539 1407 3170 3539 1433 3170 3539 1410 111 432 82 299 382 104 168 745 353 82 522 64
1585 1770 1428 1585 1770 1407 1585 1770 1433 1585 1770 1410

2.1 7.1 1.7 6.0 6.3 2.9 3.1 11.5 14.0 1.6 8.6 2.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
413 782 315 385 750 298 544 1233 499 212 862 343

0.27 0.55 0.26 0.78 0.51 0.35 0.31 0.60 0.71 0.39 0.61 0.19 413 1744 704 385 1868 743 544 1851 750 288 1851 738

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

25.8 22.8 6.6 28.1 23.0 10.7 23.9 17.7 18.6 29.5 22.1 19.8

0.3 0.6 0.4 9.7 0.5 0.7 0.3 0.5 1.9 1.2 0.7 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.9 3.5 0.7 3.1 3.1 1.2 1.4 5.7 5.7 0.8 4.3 0.9

26.2 23.4 7.0 37.8 23.5 11.4 24.2 18.2 20.4 30.6 22.8 20.0

C C A D C B C B C C C C
625 785 1266 668

21.8 27.4 19.6 23.5

C C B C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.4 27.0 12.0 18.6 15.3 20.1 12.6 18.0

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.7 33.2 6.3 30.8 4.7 33.2 4.0 33.1

3.6 16.0 8.0 9.1 5.1 10.6 4.1 8.3

0.0 4.6 0.0 2.1 0.0 2.4 0.0 1.9

22.6 C

Page 1192 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
126 435 101 275 393 96 184 685 325 75 480 84
126 435 101 275 393 96 184 685 325 75 480 84
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 137 473 110 299 427 104 200 745 353 82 522 91
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
406 821 331 377 788 314 534 1224 495 209 860 343

0.13 0.23 0.23 0.12 0.22 0.22 0.17 0.35 0.35 0.07 0.24 0.24 3170 3539 1429 3170 3539 1408 3170 3539 1433 3170 3539 1410 137 473 110 299 427 104 200 745 353 82 522 91
1585 1770 1429 1585 1770 1408 1585 1770 1433 1585 1770 1410

2.7 8.0 2.4 6.2 7.2 2.9 3.8 11.7 14.4 1.7 8.8 3.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
406 821 331 377 788 314 534 1224 495 209 860 343

0.34 0.58 0.33 0.79 0.54 0.33 0.37 0.61 0.71 0.39 0.61 0.27 406 1708 690 377 1829 728 534 1813 734 282 1813 722

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

26.8 22.9 6.8 28.9 23.1 10.7 24.8 18.3 19.1 30.2 22.6 20.6

0.5 0.6 0.6 11.1 0.6 0.6 0.4 0.5 1.9 1.2 0.7 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.2 3.9 1.6 3.3 3.6 1.5 1.7 5.8 6.0 0.8 4.4 1.4

27.2 23.6 7.3 40.0 23.7 11.3 25.3 18.7 21.0 31.4 23.3 21.0

C C A D C B C B C C C C
720 830 1298 695

21.8 28.0 20.4 24.0

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.4 27.3 12.0 19.6 15.4 20.4 12.6 19.0

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.7 33.2 6.3 30.8 4.7 33.2 4.0 33.1

3.7 16.4 8.2 10.0 5.8 10.8 4.7 9.2

0.0 4.6 0.0 2.4 0.0 2.5 0.0 2.1

23.2 C

Page 1193 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
40 299 53 161 277 42 70 202 124 88 375 53
40 299 53 161 277 42 70 202 124 88 375 53
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 43 325 58 175 301 46 76 220 135 96 408 58
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
218 834 337 380 1015 405 243 889 359 264 912 364

0.07 0.24 0.24 0.12 0.29 0.29 0.08 0.25 0.25 0.08 0.26 0.26 3170 3539 1429 3170 3539 1413 3170 3539 1430 3170 3539 1411 43 325 58 175 301 46 76 220 135 96 408 58
1585 1770 1429 1585 1770 1413 1585 1770 1430 1585 1770 1411

0.7 4.0 1.7 2.7 3.4 1.2 1.2 2.6 4.0 1.5 5.0 1.6

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
218 834 337 380 1015 405 243 889 359 264 912 364

0.20 0.39 0.17 0.46 0.30 0.11 0.31 0.25 0.38 0.36 0.45 0.16 350 2195 886 651 2531 1011 369 2353 951 436 2429 968

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

22.7 16.6 15.7 21.2 14.3 13.6 22.5 15.4 16.0 22.4 16.1 14.8

0.4 0.3 0.2 0.9 0.2 0.1 0.7 0.1 0.6 0.8 0.3 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.3 2.0 0.7 1.2 1.7 0.5 0.5 1.3 1.6 0.7 2.5 0.7

23.1 16.9 15.9 22.0 14.5 13.7 23.3 15.6 16.6 23.2 16.4 15.0

C B B C B B C B B C B B
426 522 431 562

17.4 17.0 17.2 17.4

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.3 17.0 10.2 16.2 8.0 17.3 7.5 18.8

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.8 33.0 8.9 30.3 4.7 34.1 4.0 35.2

3.5 6.0 4.7 6.0 3.2 7.0 2.7 5.4

0.1 3.4 0.2 3.0 0.0 3.4 0.0 3.0

17.3 B

Page 1194 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
67 342 82 161 316 42 97 202 124 88 375 76
67 342 82 161 316 42 97 202 124 88 375 76
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 73 372 89 175 343 46 105 220 135 96 408 83
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
256 882 356 372 1011 404 263 906 366 256 898 358

0.08 0.25 0.25 0.12 0.29 0.29 0.08 0.26 0.26 0.08 0.25 0.25 3170 3539 1430 3170 3539 1413 3170 3539 1430 3170 3539 1411 73 372 89 175 343 46 105 220 135 96 408 83
1585 1770 1430 1585 1770 1413 1585 1770 1430 1585 1770 1411

1.2 4.8 2.7 2.8 4.1 1.3 1.7 2.7 4.2 1.5 5.2 2.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
256 882 356 372 1011 404 263 906 366 256 898 358

0.28 0.42 0.25 0.47 0.34 0.11 0.40 0.24 0.37 0.38 0.45 0.23 347 2100 848 623 2409 962 435 2251 910 417 2231 890

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

23.3 17.0 16.2 22.2 15.2 14.2 23.5 15.9 16.5 23.5 17.0 16.0

0.6 0.3 0.4 0.9 0.2 0.1 1.0 0.1 0.6 0.9 0.4 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.5 2.4 1.1 1.3 2.0 0.5 0.8 1.3 1.7 0.7 2.6 1.0

23.9 17.3 16.6 23.1 15.4 14.3 24.4 16.1 17.1 24.4 17.3 16.3

C B B C B B C B B C B B
534 564 460 587

18.1 17.7 18.3 18.3

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.4 17.8 10.3 17.4 8.5 17.7 8.4 19.4

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

5.8 33.0 8.9 30.3 6.1 32.7 4.2 35.0

3.5 6.2 4.8 6.8 3.7 7.2 3.2 6.1

0.1 3.6 0.2 3.5 0.1 3.5 0.0 3.6

18.1 B

Page 1195 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
44 330 59 203 350 53 88 254 156 113 484 68
44 330 59 203 350 53 88 254 156 113 484 68
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 48 359 64 221 380 58 96 276 170 123 526 74
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
209 838 338 412 1064 425 241 977 395 266 1005 401

0.07 0.24 0.24 0.13 0.30 0.30 0.08 0.28 0.28 0.08 0.28 0.28 3170 3539 1429 3170 3539 1414 3170 3539 1431 3170 3539 1413 48 359 64 221 380 58 96 276 170 123 526 74
1585 1770 1429 1585 1770 1414 1585 1770 1431 1585 1770 1413

0.8 5.0 2.1 3.8 4.9 1.8 1.7 3.6 5.7 2.2 7.3 2.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
209 838 338 412 1064 425 241 977 395 266 1005 401

0.23 0.43 0.19 0.54 0.36 0.14 0.40 0.28 0.43 0.46 0.52 0.18 308 1934 781 595 2254 900 319 2115 855 325 2121 847

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

25.9 19.0 17.9 23.8 16.0 14.9 25.8 16.6 17.4 25.6 17.6 15.8

0.6 0.3 0.3 1.1 0.2 0.1 1.1 0.2 0.7 1.2 0.4 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.4 2.5 0.9 1.7 2.4 0.7 0.8 1.8 2.3 1.0 3.6 0.9

26.5 19.3 18.1 24.9 16.2 15.1 26.8 16.8 18.2 26.8 18.1 16.1

C B B C B B C B B C B B
471 659 542 723

19.9 19.0 19.0 19.3

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.9 20.2 11.6 17.9 8.5 20.6 7.9 21.6

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.7 33.7 9.3 30.3 4.6 33.8 4.0 35.6

4.2 7.7 5.8 7.0 3.7 9.3 2.8 6.9

0.0 4.6 0.3 3.5 0.0 4.5 0.0 3.7

19.3 B

Page 1196 of 1322 ends

HCM 2010 Signalized Intersection Summary
5: 12th Ave & Grangeville Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
71 373 88 203 389 53 115 254 156 113 484 91
71 373 88 203 389 53 115 254 156 113 484 91
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 77 405 96 221 423 58 125 276 170 123 526 99
2 2 1 2 2 1 2 2 1 2 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
396 803 324 412 821 327 269 1013 410 266 1010 403

0.13 0.23 0.23 0.13 0.23 0.23 0.08 0.29 0.29 0.08 0.29 0.29 3170 3539 1429 3170 3539 1409 3170 3539 1431 3170 3539 1413 77 405 96 221 423 58 125 276 170 123 526 99
1585 1770 1429 1585 1770 1409 1585 1770 1431 1585 1770 1413

1.3 5.9 3.3 3.8 6.1 1.2 2.2 3.5 5.6 2.2 7.3 1.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
396 803 324 412 821 327 269 1013 410 266 1010 403

0.19 0.50 0.30 0.54 0.52 0.18 0.47 0.27 0.42 0.46 0.52 0.25 396 1932 780 595 2215 882 324 2113 854 324 2113 843

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

23.0 19.8 18.8 23.9 19.6 7.3 25.6 16.2 16.9 25.6 17.6 5.3

0.2 0.5 0.5 1.1 0.5 0.3 1.3 0.1 0.7 1.2 0.4 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.6 2.9 1.3 1.7 3.1 0.7 1.0 1.7 2.3 1.0 3.6 1.2

23.2 20.3 19.3 24.9 20.1 7.6 26.8 16.3 17.6 26.8 18.0 5.6

C C B C C A C B B C B A
578 702 571 748

20.5 20.6 19.0 17.8

C C B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.9 20.8 11.6 17.3 9.0 20.7 11.3 17.6

5.3 5.3 5.7 5.7 5.3 5.3 5.7 5.7

4.7 33.7 9.3 30.3 4.7 33.7 4.6 35.0

4.2 7.6 5.8 7.9 4.2 9.3 3.3 8.1

0.0 4.7 0.3 2.1 0.0 4.6 0.4 1.9

19.4 B

Page 1197 of 1322 ends

Traffic Study 257-88
Intersection 6
10th Ave & Grangeville Blvd

Page 1198 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
175 412 68 166 388 100 106 518 148 82 418 74
175 412 68 166 388 100 106 518 148 82 418 74
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 190 448 74 180 422 109 115 563 161 89 454 80
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
289 772 127 259 657 168 224 736 210 132 646 113

0.18 0.25 0.23 0.16 0.24 0.21 0.14 0.27 0.26 0.08 0.22 0.20 1634 3034 498 1634 2779 710 1634 2707 771 1634 3001 525 190 260 262 180 267 264 115 367 357 89 266 268
1634 1770 1763 1634 1770 1719 1634 1770 1709 1634 1770 1757

7.4 8.8 8.9 7.1 9.3 9.5 4.5 13.0 13.2 3.6 9.5 9.7

1.00 0.28 1.00 0.41 1.00 0.45 1.00 0.30
289 450 449 259 418 407 224 481 465 132 381 378

0.66 0.58 0.58 0.69 0.64 0.65 0.51 0.76 0.77 0.67 0.70 0.71 383 689 686 459 772 750 263 627 605 215 575 571

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

26.2 22.3 22.5 27.2 23.5 23.9 27.4 22.9 23.1 30.5 24.8 25.0

2.5 1.2 1.2 3.3 1.6 1.7 1.8 4.1 4.4 5.9 2.3 2.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.5 4.4 4.5 3.4 4.7 4.7 2.1 6.9 6.7 1.8 4.9 4.9

28.7 23.4 23.7 30.5 25.1 25.6 29.2 27.0 27.5 36.4 27.1 27.4

C C C C C C C C C D C C
712 711 839 623

25.0 26.7 27.5 28.6

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.5 22.6 14.8 21.4 13.4 18.7 16.1 20.2

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

8.1 23.3 17.5 24.9 10.1 21.3 14.3 28.1

5.6 15.2 9.1 10.9 6.5 11.7 9.4 11.5

0.0 2.2 0.3 2.2 1.2 1.4 1.3 1.7

26.9 C

Page 1199 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
178 426 82 166 404 100 121 518 148 82 418 77
178 426 82 166 404 100 121 518 148 82 418 77
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 193 463 89 180 439 109 132 563 161 89 454 84
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
280 689 132 291 671 165 229 748 213 132 646 119

0.17 0.23 0.21 0.18 0.24 0.21 0.14 0.28 0.26 0.08 0.22 0.20 1634 2954 564 1634 2803 690 1634 2707 771 1634 2975 547 193 276 276 180 276 272 132 367 357 89 269 269
1634 1770 1749 1634 1770 1724 1634 1770 1709 1634 1770 1752

7.7 9.8 10.0 7.0 9.7 9.9 5.2 13.1 13.2 3.7 9.7 9.8

1.00 0.32 1.00 0.40 1.00 0.45 1.00 0.31
280 413 408 291 424 413 229 489 472 132 384 380

0.69 0.67 0.68 0.62 0.65 0.66 0.58 0.75 0.76 0.67 0.70 0.71 426 674 667 469 721 702 332 716 691 237 613 607

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

26.8 24.0 24.4 26.2 23.6 24.0 27.8 22.8 23.0 30.8 24.9 25.1

3.0 1.9 2.0 2.2 1.7 1.8 2.3 2.6 2.8 5.9 2.3 2.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.7 5.0 5.0 3.3 4.9 4.9 2.5 6.7 6.5 1.9 4.9 5.0

29.8 25.9 26.3 28.4 25.3 25.8 30.1 25.4 25.8 36.7 27.2 27.6

C C C C C C C C C D C C
745 728 856 627

27.1 26.3 26.3 28.7

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.6 23.1 16.3 20.1 13.7 19.0 15.8 20.5

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

9.1 27.0 18.1 24.6 13.1 23.0 16.3 26.4

5.7 15.2 9.0 12.0 7.2 11.8 9.7 11.9

0.1 2.6 0.9 1.6 1.8 1.5 0.7 1.7

27.0 C

Page 1200 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
220 478 86 212 451 116 131 573 182 91 462 82
220 478 86 212 451 116 131 573 182 91 462 82
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 239 520 93 230 490 126 142 623 198 99 502 89
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
307 696 124 329 684 175 265 779 247 140 657 116

0.19 0.23 0.21 0.20 0.25 0.23 0.16 0.30 0.29 0.09 0.22 0.21 1634 2992 533 1634 2780 710 1634 2631 835 1634 2997 529 239 307 306 230 311 305 142 419 402 99 295 296
1634 1770 1755 1634 1770 1720 1634 1770 1697 1634 1770 1756

12.1 13.9 14.1 11.3 13.9 14.2 6.9 18.9 19.0 5.1 13.6 13.7

1.00 0.30 1.00 0.41 1.00 0.49 1.00 0.30
307 412 408 329 436 423 265 524 502 140 388 385

0.78 0.74 0.75 0.70 0.71 0.72 0.54 0.80 0.80 0.71 0.76 0.77 490 632 627 471 612 595 452 959 919 207 694 688

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

33.5 30.9 31.2 32.2 29.9 30.3 33.3 28.1 28.4 38.6 31.7 31.9

4.3 2.7 2.8 2.7 2.3 2.5 1.7 2.9 3.0 6.5 3.1 3.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.8 7.1 7.1 5.4 7.1 7.0 3.2 9.6 9.3 2.6 7.0 7.0

37.8 33.6 34.0 34.9 32.2 32.9 35.0 31.0 31.4 45.1 34.8 35.2

D C C C C C C C C D C D
852 846 963 690

34.9 33.2 31.8 36.4

C C C D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.4 29.7 21.5 24.2 18.1 23.0 20.3 25.3

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

10.1 46.1 23.3 29.3 23.1 33.1 24.3 28.3

7.1 21.0 13.3 16.1 8.9 15.7 14.1 16.2

0.1 3.8 2.4 1.9 3.3 2.0 0.6 2.6

33.9 C

Page 1201 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
223 492 100 212 467 116 146 573 182 91 462 85
223 492 100 212 467 116 146 573 182 91 462 85
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 242 535 109 230 508 126 159 623 198 99 502 92
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
308 699 142 326 701 173 265 777 247 139 652 119

0.19 0.24 0.22 0.20 0.25 0.23 0.16 0.30 0.29 0.09 0.22 0.21 1634 2921 592 1634 2802 691 1634 2631 835 1634 2980 543 242 323 321 230 320 314 159 419 402 99 297 297
1634 1770 1743 1634 1770 1724 1634 1770 1697 1634 1770 1753

12.5 15.1 15.2 11.6 14.7 14.9 8.0 19.4 19.4 5.2 14.0 14.1

1.00 0.34 1.00 0.40 1.00 0.49 1.00 0.31
308 424 417 326 443 431 265 523 501 139 387 383

0.78 0.76 0.77 0.71 0.72 0.73 0.60 0.80 0.80 0.71 0.77 0.77 479 619 610 461 599 584 442 938 900 203 679 673

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

34.2 31.4 31.7 33.1 30.4 30.8 34.5 28.8 29.1 39.5 32.5 32.7

4.6 3.3 3.6 2.8 2.8 3.0 2.2 2.9 3.1 6.5 3.2 3.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

6.0 7.8 7.7 5.5 7.4 7.5 3.8 9.8 9.5 2.6 7.2 7.2

38.8 34.7 35.3 35.9 33.2 33.8 36.7 31.7 32.1 46.0 35.7 36.1

D C D D C C D C C D D D
886 864 980 693

36.0 34.1 32.7 37.3

D C C D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.6 30.2 21.7 25.2 18.3 23.4 20.7 26.2

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

10.1 46.1 23.3 29.3 23.1 33.1 24.3 28.3

7.2 21.4 13.6 17.2 10.0 16.1 14.5 16.9

0.1 3.8 2.4 1.9 3.2 2.0 0.6 2.6

34.9 C

Page 1202 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
64 301 68 132 300 34 102 196 55 68 447 77
64 301 68 132 300 34 102 196 55 68 447 77
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 70 327 74 143 326 37 111 213 60 74 486 84
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
117 524 117 202 752 85 153 1228 337 109 1271 219

0.07 0.18 0.16 0.12 0.23 0.22 0.09 0.45 0.44 0.07 0.42 0.41 1634 2863 638 1634 3200 360 1634 2735 750 1634 3013 518 70 200 201 143 179 184 111 136 137 74 284 286
1634 1770 1732 1634 1770 1790 1634 1770 1716 1634 1770 1761

3.7 9.4 9.7 7.6 7.8 7.9 5.9 4.1 4.3 4.0 10.0 10.1

1.00 0.37 1.00 0.20 1.00 0.44 1.00 0.29
117 324 317 202 416 420 153 795 770 109 747 743

0.60 0.62 0.63 0.71 0.43 0.44 0.73 0.17 0.18 0.68 0.38 0.38 178 468 458 272 570 577 218 795 770 183 747 743

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00

40.5 33.9 34.3 37.9 29.3 29.5 39.7 14.8 15.0 41.1 17.9 18.1

4.5 1.8 2.0 5.3 0.7 0.7 5.8 0.4 0.4 7.3 1.5 1.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.8 4.7 4.8 3.7 3.9 4.0 2.9 2.1 2.1 2.0 5.1 5.2

45.0 35.7 36.3 43.2 30.0 30.2 45.5 15.2 15.4 48.4 19.4 19.6

D D D D C C D B B D B B
471 506 384 644

37.3 33.8 24.0 22.8

D C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

10.0 44.4 15.1 20.5 12.4 42.0 10.5 25.1

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

9.2 24.2 13.3 22.1 11.1 22.3 8.1 27.3

6.0 6.3 9.6 11.7 7.9 12.1 5.7 9.9

0.0 2.9 0.1 2.1 0.1 2.4 0.0 2.5

29.2 C

Page 1203 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
67 316 83 132 315 34 116 196 55 68 447 80
67 316 83 132 315 34 116 196 55 68 447 80
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 73 343 90 143 342 37 126 213 60 74 486 87
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
121 505 131 209 760 82 170 362 99 620 1221 217

0.07 0.18 0.16 0.13 0.24 0.22 0.10 0.13 0.12 0.38 0.41 0.40 1634 2770 716 1634 3217 345 1634 2729 747 1634 2995 533 73 217 216 143 187 192 126 136 137 74 286 287
1634 1770 1716 1634 1770 1793 1634 1770 1706 1634 1770 1758

3.9 10.3 10.6 7.5 8.1 8.3 6.7 6.5 6.8 2.6 10.3 10.4

1.00 0.42 1.00 0.19 1.00 0.44 1.00 0.30
121 323 313 209 418 424 170 235 226 620 722 717

0.60 0.67 0.69 0.68 0.45 0.45 0.74 0.58 0.61 0.12 0.40 0.40 163 468 454 254 566 574 236 513 495 620 722 717

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.94 0.94 0.94 1.00 1.00 1.00 0.84 0.84 0.84 1.00 1.00 1.00

40.4 34.3 34.8 37.5 29.3 29.5 39.1 36.7 37.0 18.2 18.8 19.0

4.5 2.3 2.5 5.6 0.7 0.8 6.5 8.5 9.7 0.1 1.6 1.7

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.9 5.2 5.3 3.7 4.0 4.2 3.4 3.7 3.8 1.2 5.3 5.4

44.9 36.6 37.3 43.1 30.1 30.3 45.6 45.2 46.7 18.2 20.4 20.6

D D D D C C D D D B C C
506 522 399 647

38.1 33.7 45.8 20.3

D C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

38.1 15.9 15.5 20.4 13.4 40.7 10.7 25.3

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

9.2 25.2 12.3 22.1 12.1 22.3 7.3 27.1

4.6 8.8 9.5 12.6 8.7 12.4 5.9 10.3

1.1 0.8 0.6 1.1 0.1 1.8 0.0 1.6

32.9 C

Page 1204 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
81 350 86 169 348 39 126 217 68 75 494 85
81 350 86 169 348 39 126 217 68 75 494 85
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 88 380 93 184 378 42 137 236 74 82 537 92
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
139 540 131 244 823 91 181 379 115 552 1115 190

0.08 0.19 0.17 0.15 0.26 0.24 0.11 0.14 0.13 0.34 0.37 0.36 1634 2813 680 1634 3207 354 1634 2655 809 1634 3016 515 88 237 236 184 207 213 137 155 155 82 314 315
1634 1770 1724 1634 1770 1792 1634 1770 1694 1634 1770 1761

4.7 11.3 11.6 9.7 8.9 9.0 7.3 7.4 7.8 3.1 12.2 12.4

1.00 0.39 1.00 0.20 1.00 0.48 1.00 0.29
139 340 331 244 454 460 181 253 242 552 654 651

0.63 0.70 0.71 0.75 0.46 0.46 0.76 0.61 0.64 0.15 0.48 0.48 145 468 456 254 586 593 218 492 471 552 654 651

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.93 0.93 0.93 1.00 1.00 1.00 0.56 0.56 0.56 1.00 1.00 1.00

39.8 33.9 34.4 36.7 28.2 28.4 38.8 36.2 36.6 20.8 21.7 21.9

7.6 2.5 3.0 11.5 0.7 0.7 6.8 6.1 7.1 0.1 2.5 2.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.4 5.7 5.8 5.2 4.4 4.5 3.7 4.0 4.1 1.4 6.4 6.4

47.4 36.4 37.3 48.2 28.9 29.1 45.6 42.4 43.7 20.9 24.3 24.4

D D D D C C D D D C C C
561 604 447 711

38.5 34.8 43.8 23.9

D C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

34.4 16.8 17.5 21.3 14.0 37.3 11.6 27.1

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

10.3 24.1 12.3 22.1 11.1 23.3 6.3 28.1

5.1 9.8 11.7 13.6 9.3 14.4 6.7 11.0

1.3 0.9 0.2 1.1 0.1 1.9 0.0 2.0

34.1 C

Page 1205 of 1322 ends

HCM 2010 Signalized Intersection Summary
6: 10th Ave & Grangeville Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
84 365 101 169 363 39 140 217 68 75 494 88
84 365 101 169 363 39 140 217 68 75 494 88
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1750 1716 1863 1750 1716 1863 1750 1716 1863 1750 91 397 110 184 395 42 152 236 74 82 537 96
1 2 0 1 2 0 1 2 0 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
152 611 167 274 961 102 209 422 129 346 728 130

0.09 0.22 0.20 0.17 0.30 0.27 0.13 0.16 0.15 0.21 0.24 0.23 1634 2733 748 1634 3224 341 1634 2655 810 1634 2993 533 91 255 252 184 216 221 152 155 155 82 317 316
1634 1770 1711 1634 1770 1795 1634 1770 1695 1634 1770 1756

3.6 8.8 9.1 7.1 6.6 6.7 6.0 5.4 5.7 2.8 11.1 11.2

1.00 0.44 1.00 0.19 1.00 0.48 1.00 0.30
152 396 383 274 527 535 209 281 270 346 430 427

0.60 0.64 0.66 0.67 0.41 0.41 0.73 0.55 0.58 0.24 0.74 0.74 180 626 605 340 800 811 316 658 630 346 610 605

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

29.3 23.7 24.1 26.3 18.9 19.0 28.2 26.1 26.4 22.0 23.5 23.6

3.9 1.8 1.9 3.7 0.5 0.5 4.8 1.7 1.9 0.3 2.8 3.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.8 4.5 4.5 3.5 3.3 3.3 3.0 2.8 2.8 1.3 5.7 5.8

33.2 25.5 26.0 30.0 19.4 19.6 33.0 27.8 28.3 22.3 26.3 26.6

C C C C B B C C C C C C
598 621 462 715

26.9 22.6 29.7 26.0

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

18.3 14.7 15.3 19.1 12.6 20.4 10.3 24.0

4.9 4.9 5.7 5.7 4.9 4.9 5.7 5.7

10.3 24.1 12.3 22.1 12.1 22.3 5.7 28.7

4.8 7.7 9.1 11.1 8.0 13.2 5.6 8.7

1.4 0.9 0.8 1.4 0.2 1.7 0.0 2.1

26.0 C

Page 1206 of 1322 ends

Traffic Study 257-88
Intersection 7
Centennial Dr & Lacey Blvd

Page 1207 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
78 386 113 102 329 133 143 253 43 117 171 49
78 386 113 102 329 133 143 253 43 117 171 49
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 85 420 123 111 358 145 155 275 47 127 186 53
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
132 857 346 166 932 372 234 442 339 214 615 170

0.08 0.24 0.24 0.10 0.26 0.26 0.14 0.24 0.24 0.13 0.23 0.20 1634 3539 1429 1634 3539 1412 1634 1863 1429 1634 2727 753 85 420 123 111 358 145 155 275 47 127 119 120
1634 1770 1429 1634 1770 1412 1634 1863 1429 1634 1770 1710

2.8 5.7 4.0 3.6 4.6 2.7 5.0 7.3 0.9 4.1 3.1 3.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.44
132 857 346 166 932 372 234 442 339 214 399 386

0.65 0.49 0.36 0.67 0.38 0.39 0.66 0.62 0.14 0.59 0.30 0.31 353 1648 666 414 1782 711 552 1072 822 499 961 929

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

24.8 18.1 17.5 24.1 16.8 5.7 22.6 19.0 6.4 22.8 17.9 18.2

5.2 0.4 0.6 4.6 0.3 0.7 3.2 1.4 0.2 2.6 0.4 0.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.4 2.8 1.6 1.8 2.3 1.7 2.4 3.9 0.6 2.0 1.6 1.6

30.0 18.6 18.1 28.6 17.0 6.4 25.8 20.4 6.5 25.4 18.3 18.7

C B B C B A C C A C B B
628 614 477 366

20.0 16.6 20.8 20.9

C B C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.3 17.2 9.7 17.5 11.9 16.5 8.5 18.7

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

15.7 30.7 13.2 25.0 17.5 28.9 11.1 27.1

6.1 9.3 5.6 7.7 7.0 5.3 4.8 6.6

0.9 1.1 0.2 4.1 0.3 1.2 0.1 4.3

19.3 B

Page 1208 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
78 386 113 102 329 151 143 260 43 134 177 49
78 386 113 102 329 151 143 260 43 134 177 49
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 85 420 123 111 358 164 155 283 47 146 192 53
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
130 851 344 163 923 368 232 448 343 222 643 173

0.08 0.24 0.24 0.10 0.26 0.26 0.14 0.24 0.24 0.14 0.23 0.21 1634 3539 1429 1634 3539 1411 1634 1863 1429 1634 2747 737 85 420 123 111 358 164 155 283 47 146 122 123
1634 1770 1429 1634 1770 1411 1634 1863 1429 1634 1770 1714

2.8 5.8 4.0 3.7 4.7 3.2 5.1 7.7 0.9 4.8 3.2 3.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
130 851 344 163 923 368 232 448 343 222 415 402

0.66 0.49 0.36 0.68 0.39 0.45 0.67 0.63 0.14 0.66 0.29 0.31 174 1557 629 220 1657 661 481 1044 801 290 785 760

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

25.2 18.5 17.8 24.5 17.1 5.9 22.9 19.2 6.5 23.1 17.7 18.1

5.5 0.4 0.6 5.1 0.3 0.8 3.3 1.5 0.2 3.4 0.4 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.5 2.9 1.6 1.9 2.3 2.0 2.5 4.1 0.6 2.4 1.6 1.6

30.7 18.9 18.4 29.6 17.4 6.7 26.3 20.7 6.7 26.5 18.1 18.5

C B B C B A C C A C B B
628 633 485 391

20.4 16.8 21.1 21.4

C B C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

11.7 17.5 9.6 17.6 12.0 17.2 8.5 18.7

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.7 30.3 6.7 23.9 15.3 23.7 5.1 25.5

6.8 9.7 5.7 7.8 7.1 5.4 4.8 6.7

0.3 1.1 0.0 4.1 0.3 1.2 0.0 4.3

19.7 B

Page 1209 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
126 623 182 163 526 212 158 280 48 129 189 54
126 623 182 163 526 212 158 280 48 129 189 54
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 137 677 198 177 572 230 172 304 52 140 205 59
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
187 987 399 230 1081 432 239 436 334 199 569 159

0.11 0.28 0.28 0.14 0.31 0.31 0.15 0.23 0.23 0.12 0.21 0.19 1634 3539 1431 1634 3539 1414 1634 1863 1429 1634 2718 760 137 677 198 177 572 230 172 304 52 140 131 133
1634 1770 1431 1634 1770 1414 1634 1863 1429 1634 1770 1709

5.8 12.2 8.3 7.4 9.5 6.0 7.2 10.6 1.3 5.9 4.5 4.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.44
187 987 399 230 1081 432 239 436 334 199 370 358

0.73 0.69 0.50 0.77 0.53 0.53 0.72 0.70 0.16 0.70 0.35 0.37 197 1143 462 234 1222 488 404 826 634 211 576 556

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

30.5 22.9 21.5 29.5 20.5 8.1 29.0 25.0 8.4 30.0 24.1 24.4

12.4 1.4 1.0 14.1 0.4 1.0 4.0 2.0 0.2 9.5 0.6 0.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.2 6.1 3.4 4.2 4.7 3.2 3.5 5.7 0.8 3.2 2.2 2.3

42.9 24.3 22.5 43.6 20.9 9.1 33.1 27.0 8.6 39.5 24.6 25.1

D C C D C A C C A D C C
1012 979 528 404

26.5 22.2 27.2 29.9

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

12.7 20.7 14.1 23.9 14.4 18.9 12.2 25.8

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

7.9 30.3 9.3 22.1 16.3 21.9 7.7 23.7

7.9 12.6 9.4 14.2 9.2 6.8 7.8 11.5

0.0 1.1 0.0 4.5 0.3 1.2 0.0 5.9

25.7 C

Page 1210 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
126 623 182 163 526 230 158 287 48 146 195 54
126 623 182 163 526 230 158 287 48 146 195 54
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 137 677 198 177 572 250 172 312 52 159 212 59
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
187 977 395 229 1070 428 238 440 338 207 596 161

0.11 0.28 0.28 0.14 0.30 0.30 0.15 0.24 0.24 0.13 0.22 0.20 1634 3539 1431 1634 3539 1414 1634 1863 1429 1634 2740 742 137 677 198 177 572 250 172 312 52 159 135 136
1634 1770 1431 1634 1770 1414 1634 1863 1429 1634 1770 1713

5.9 12.4 8.4 7.6 9.8 6.8 7.3 11.2 1.3 6.8 4.7 4.9

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.43
187 977 395 229 1070 428 238 440 338 207 385 372

0.73 0.69 0.50 0.77 0.53 0.58 0.72 0.71 0.15 0.77 0.35 0.37 193 1121 453 229 1199 479 396 810 622 207 565 547

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

31.1 23.5 22.1 30.1 21.1 8.4 29.6 25.4 8.6 30.7 24.1 24.4

13.1 1.6 1.0 14.8 0.4 1.5 4.1 2.1 0.2 15.9 0.5 0.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.3 6.2 3.4 4.3 4.8 3.6 3.6 6.0 0.8 4.0 2.3 2.4

44.2 25.1 23.1 44.9 21.5 9.9 33.7 27.5 8.8 46.6 24.6 25.0

D C C D C A C C A D C C
1012 999 536 430

27.3 22.7 27.7 32.9

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

13.2 21.2 14.2 24.1 14.6 19.8 12.3 26.0

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

7.9 30.3 9.3 22.1 16.3 21.9 7.7 23.7

8.8 13.2 9.6 14.4 9.3 6.9 7.9 11.8

0.0 1.1 0.0 4.4 0.3 1.3 0.0 5.9

26.6 C

Page 1211 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
34 268 60 35 102 26 42 103 12 98 192 71
34 268 60 35 102 26 42 103 12 98 192 71
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 37 291 65 38 111 28 46 112 13 107 209 77
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
94 762 307 95 764 304 122 342 262 204 595 212

0.06 0.22 0.22 0.06 0.22 0.22 0.07 0.18 0.18 0.12 0.23 0.20 1634 3539 1428 1634 3539 1408 1634 1863 1426 1634 2544 905 37 291 65 38 111 28 46 112 13 107 143 143
1634 1770 1428 1634 1770 1408 1634 1863 1426 1634 1770 1680

0.8 2.7 1.4 0.9 1.0 0.3 1.0 2.0 0.2 2.3 2.6 2.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54
94 762 307 95 764 304 122 342 262 204 414 393

0.39 0.38 0.21 0.40 0.15 0.09 0.38 0.33 0.05 0.53 0.35 0.36 256 2294 925 282 2349 934 303 1538 1177 512 1688 1602

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

17.4 12.8 12.3 17.4 12.1 3.2 16.9 13.6 4.5 15.7 12.2 12.6

2.7 0.3 0.3 2.7 0.1 0.1 1.9 0.6 0.1 2.1 0.5 0.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.4 1.3 0.6 0.5 0.5 0.2 0.5 1.1 0.1 1.2 1.3 1.4

20.1 13.2 12.7 20.1 12.2 3.3 18.8 14.1 4.5 17.8 12.7 13.1

C B B C B A B B A B B B
393 177 171 393

13.7 12.5 14.6 14.2

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.8 11.0 6.2 12.2 6.8 13.0 6.2 12.3

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

10.7 30.3 5.7 23.9 5.8 35.2 5.1 24.5

4.3 4.0 2.9 4.7 3.0 4.8 2.8 3.0

0.8 0.4 0.0 1.8 0.0 1.4 0.0 1.9

13.9 B

Page 1212 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
34 268 60 35 102 43 42 109 12 117 199 71
34 268 60 35 102 43 42 109 12 117 199 71
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 37 291 65 38 111 47 46 118 13 127 216 77
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
60 940 380 505 1903 764 79 260 198 177 511 176

0.04 0.27 0.27 0.31 0.54 0.54 0.05 0.14 0.14 0.11 0.20 0.18 1634 3539 1430 1634 3539 1421 1634 1863 1421 1634 2567 885 37 291 65 38 111 47 46 118 13 127 147 146
1634 1770 1430 1634 1770 1421 1634 1863 1421 1634 1770 1683

2.0 5.9 2.5 1.5 1.3 1.4 2.5 5.2 0.4 6.8 6.5 6.9

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.53
60 940 380 505 1903 764 79 260 198 177 353 335

0.61 0.31 0.17 0.08 0.06 0.06 0.58 0.45 0.07 0.72 0.42 0.44 91 940 380 505 1903 764 129 654 499 218 718 682

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00

42.7 26.4 15.7 22.0 9.9 10.0 41.9 35.6 8.6 38.8 31.5 31.9

9.7 0.9 1.0 0.1 0.1 0.2 6.6 1.2 0.1 8.4 0.8 0.9

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.1 3.0 1.1 0.7 0.7 0.6 1.3 2.8 0.1 3.4 3.3 3.3

52.4 27.3 16.7 22.1 10.0 10.1 48.5 36.8 8.7 47.2 32.2 32.8

D C B C A B D D A D C C
393 196 177 420

27.9 12.4 37.8 37.0

C B D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

13.8 16.5 31.8 27.9 8.4 21.9 7.3 52.4

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

10.7 30.3 5.6 23.0 5.8 35.2 4.1 24.5

8.8 7.2 3.5 7.9 4.5 8.9 4.0 3.4

0.1 1.4 0.1 1.2 0.0 1.4 0.0 0.7

30.0 C

Page 1213 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
55 432 97 56 163 42 46 114 13 108 212 78
55 432 97 56 163 42 46 114 13 108 212 78
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 60 470 105 61 177 46 50 124 14 117 230 85
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
110 933 377 111 935 373 116 330 252 213 601 215

0.07 0.26 0.26 0.07 0.26 0.26 0.07 0.18 0.18 0.13 0.24 0.21 1634 3539 1430 1634 3539 1412 1634 1863 1425 1634 2540 909 60 470 105 61 177 46 50 124 14 117 158 157
1634 1770 1430 1634 1770 1412 1634 1863 1425 1634 1770 1679

1.6 5.0 2.6 1.6 1.7 0.6 1.3 2.6 0.2 3.0 3.3 3.5

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.54
110 933 377 111 935 373 116 330 252 213 419 397

0.54 0.50 0.28 0.55 0.19 0.12 0.43 0.38 0.06 0.55 0.38 0.40 184 2011 813 184 2011 802 372 1328 1016 486 1385 1314

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

20.0 13.9 13.0 20.0 12.6 3.4 19.7 16.1 6.0 18.1 14.2 14.6

4.1 0.4 0.4 4.2 0.1 0.1 2.5 0.7 0.1 2.2 0.6 0.6

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.8 2.5 1.1 0.8 0.8 0.4 0.7 1.4 0.1 1.5 1.7 1.7

24.2 14.3 13.4 24.2 12.7 3.5 22.3 16.8 6.1 20.2 14.7 15.2

C B B C B A C B A C B B
635 284 188 432

15.1 13.7 17.5 16.4

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.8 11.8 7.0 15.7 7.1 14.5 7.0 15.7

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

11.9 30.3 4.1 24.3 8.8 33.4 4.1 24.3

5.0 4.6 3.6 7.0 3.3 5.5 3.6 3.7

0.9 0.4 0.0 3.1 0.0 1.5 0.0 3.2

15.5 B

Page 1214 of 1322 ends

HCM 2010 Signalized Intersection Summary
7: Centennial Dr & Lacey Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
55 432 97 56 163 59 46 120 13 127 219 78
55 432 97 56 163 59 46 120 13 127 219 78
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.97 1.00 0.97 1.00 0.97

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1750 60 470 105 61 177 64 50 130 14 138 238 85
1 2 1 1 2 1 1 1 1 1 2 0

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
495 926 374 507 953 380 164 254 194 189 390 135

0.30 0.26 0.26 0.31 0.27 0.27 0.10 0.14 0.14 0.12 0.15 0.14 1634 3539 1430 1634 3539 1412 1634 1863 1420 1634 2561 887 60 470 105 61 177 64 50 130 14 138 162 161
1634 1770 1430 1634 1770 1412 1634 1863 1420 1634 1770 1679

2.4 10.3 5.3 2.4 3.5 2.2 2.6 5.9 0.4 7.4 7.8 8.2

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.53
495 926 374 507 953 380 164 254 194 189 269 255

0.12 0.51 0.28 0.12 0.19 0.17 0.31 0.51 0.07 0.73 0.60 0.63 495 926 374 507 953 380 181 647 493 251 690 655

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 0.99 0.99 0.99 1.00 1.00 1.00 1.00 1.00 1.00

23.0 28.6 26.8 22.5 25.6 12.3 38.0 36.5 8.8 38.9 36.0 36.5

0.1 2.0 1.9 0.1 0.4 0.9 1.0 1.6 0.2 7.1 2.2 2.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

1.1 5.3 2.3 1.1 1.8 1.0 1.2 3.1 0.2 3.7 3.9 4.0

23.1 30.6 28.6 22.6 26.0 13.2 39.1 38.1 8.9 45.9 38.2 39.1

C C C C C B D D A D D D
635 302 194 461

29.6 22.6 36.2 40.8

C C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

14.5 16.4 32.2 27.8 13.1 17.9 31.5 28.5

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

12.7 30.3 4.7 22.9 8.8 34.2 4.0 23.6

9.4 7.9 4.4 12.3 4.6 10.2 4.4 5.5

0.1 0.6 0.0 1.8 0.2 1.1 0.0 0.8

32.3 C

Page 1215 of 1322 ends

Traffic Study 257-88
Intersection 8
12th Ave & Lacey Blvd

Page 1216 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
282 296 139 384 454 75 161 475 102 117 547 77
282 296 139 384 454 75 161 475 102 117 547 77
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 307 322 151 417 493 82 175 516 111 127 595 84
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
476 700 282 541 772 312 240 1034 418 186 916 370

0.15 0.20 0.20 0.17 0.22 0.22 0.15 0.29 0.29 0.11 0.26 0.26 3170 3539 1427 3170 3539 1428 1634 3539 1431 1634 3539 1430 307 322 151 417 493 82 175 516 111 127 595 84
1585 1770 1427 1585 1770 1428 1634 1770 1431 1634 1770 1430

6.5 5.7 4.3 8.9 9.0 2.3 7.3 8.6 4.2 5.3 10.6 3.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
476 700 282 541 772 312 240 1034 418 186 916 370

0.64 0.46 0.54 0.77 0.64 0.26 0.73 0.50 0.27 0.68 0.65 0.23 594 1506 607 599 1511 610 253 1676 678 272 1716 693

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

28.4 25.1 10.6 28.1 25.2 10.6 28.9 20.8 19.3 30.2 23.4 20.7

1.6 0.5 1.6 5.5 0.9 0.4 9.6 0.4 0.3 4.3 0.8 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.9 2.8 1.8 4.3 4.5 0.9 3.9 4.2 1.7 2.6 5.3 1.3

30.0 25.6 12.2 33.6 26.1 11.0 38.5 21.2 19.6 34.5 24.2 21.0

C C B C C B D C B C C C
780 992 802 806

24.7 28.0 24.7 25.5

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

12.1 24.7 16.1 18.0 14.4 22.4 14.7 19.5

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

10.5 32.3 12.5 29.3 9.7 33.1 12.4 29.4

7.3 10.6 10.9 7.7 9.3 12.6 8.5 11.0

0.1 3.2 0.3 3.2 0.2 2.7 1.3 2.2

25.9 C

Page 1217 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
282 310 142 384 469 80 164 494 102 121 564 77
282 310 142 384 469 80 164 494 102 121 564 77
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 307 337 154 417 510 87 178 537 111 132 613 84
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
471 709 286 538 783 316 243 1038 420 191 926 374

0.15 0.20 0.20 0.17 0.22 0.22 0.15 0.29 0.29 0.12 0.26 0.26 3170 3539 1427 3170 3539 1428 1634 3539 1431 1634 3539 1430 307 337 154 417 510 87 178 537 111 132 613 84
1585 1770 1427 1585 1770 1428 1634 1770 1431 1634 1770 1430

6.6 6.1 4.5 9.2 9.5 2.5 7.6 9.2 4.3 5.7 11.3 3.4

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
471 709 286 538 783 316 243 1038 420 191 926 374

0.65 0.48 0.54 0.78 0.65 0.28 0.73 0.52 0.26 0.69 0.66 0.22 579 1487 600 592 1502 606 256 1628 658 276 1672 676

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

29.2 25.7 10.9 28.9 25.8 10.8 29.6 21.4 19.7 30.9 24.0 21.1

1.9 0.5 1.6 5.9 0.9 0.5 9.8 0.4 0.3 4.4 0.8 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.0 3.0 2.6 4.4 4.8 1.4 4.1 4.5 1.7 2.8 5.6 1.4

31.1 26.2 12.5 34.8 26.7 11.2 39.4 21.8 20.0 35.3 24.8 21.4

C C B C C B D C C D C C
798 1014 826 829

25.4 28.7 25.4 26.2

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

12.5 25.4 16.4 18.6 14.8 23.0 14.8 20.1

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

11.0 32.2 12.7 29.7 10.1 33.1 12.4 30.0

7.7 11.2 11.2 8.1 9.6 13.3 8.6 11.5

0.1 3.3 0.3 3.3 0.2 2.8 1.3 2.3

26.6 C

Page 1218 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
451 375 222 456 495 89 186 548 118 133 621 99
451 375 222 456 495 89 186 548 118 133 621 99
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 490 408 241 496 538 97 202 596 128 145 675 108
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
584 684 275 656 764 308 245 850 343 287 941 380

0.18 0.19 0.19 0.21 0.22 0.22 0.15 0.24 0.24 0.18 0.27 0.27 3170 3539 1426 3170 3539 1428 1634 3539 1429 1634 3539 1430 490 408 241 496 538 97 202 596 128 145 675 108
1585 1770 1426 1585 1770 1428 1634 1770 1429 1634 1770 1430

13.0 9.1 9.6 12.8 12.2 5.0 10.4 13.4 6.5 7.0 15.0 3.0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
584 684 275 656 764 308 245 850 343 287 941 380

0.84 0.60 0.87 0.76 0.70 0.31 0.83 0.70 0.37 0.51 0.72 0.28 599 1247 503 656 1231 497 245 1361 550 287 1402 567

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

34.2 31.9 15.5 32.4 31.5 28.6 35.8 30.1 27.5 32.4 28.9 8.6

10.1 0.8 8.6 5.0 1.2 0.6 20.2 1.1 0.7 1.4 1.0 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

6.5 4.6 5.3 6.0 6.1 2.0 6.1 6.7 2.6 3.3 7.4 1.9

44.3 32.8 24.0 37.4 32.7 29.2 56.0 31.2 28.2 33.8 29.9 9.0

D C C D C C E C C C C A
1139 1131 926 928

35.9 34.5 36.2 28.1

D C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

19.2 24.9 22.0 20.8 17.0 27.1 20.0 22.7

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

12.7 32.1 15.1 29.7 11.7 33.1 15.5 29.3

9.0 15.4 14.8 11.6 12.4 17.0 15.0 14.2

1.5 2.8 0.2 2.5 0.0 3.3 0.1 2.3

33.8 C

Page 1219 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
451 389 225 456 510 94 189 567 118 137 638 99
451 389 225 456 510 94 189 567 118 137 638 99
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 490 423 245 496 554 102 205 616 128 149 693 108
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
581 690 278 657 775 313 241 864 349 282 953 385

0.18 0.19 0.19 0.21 0.22 0.22 0.15 0.24 0.24 0.17 0.27 0.27 3170 3539 1427 3170 3539 1428 1634 3539 1429 1634 3539 1430 490 423 245 496 554 102 205 616 128 149 693 108
1585 1770 1427 1585 1770 1428 1634 1770 1429 1634 1770 1430

13.2 9.6 10.0 13.0 12.8 5.3 10.8 14.1 6.6 7.3 15.7 3.1

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
581 690 278 657 775 313 241 864 349 282 953 385

0.84 0.61 0.88 0.76 0.71 0.33 0.85 0.71 0.37 0.53 0.73 0.28 589 1227 495 657 1211 489 241 1339 541 282 1380 558

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

34.8 32.5 15.9 32.9 31.9 29.0 36.7 30.5 27.7 33.3 29.3 8.7

10.7 0.9 8.9 5.0 1.2 0.6 24.2 1.1 0.6 1.9 1.1 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

6.6 4.8 5.4 6.1 6.4 2.1 6.5 7.0 2.6 3.5 7.7 1.9

45.5 33.4 24.8 37.9 33.2 29.6 60.9 31.6 28.3 35.1 30.4 9.1

D C C D C C E C C D C A
1158 1152 949 950

36.7 34.9 37.5 28.7

D C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

19.2 25.5 22.3 21.2 17.0 27.8 20.2 23.3

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

12.7 32.1 15.1 29.7 11.7 33.1 15.5 29.3

9.3 16.1 15.0 12.0 12.8 17.7 15.2 14.8

1.4 2.8 0.1 2.6 0.0 3.4 0.1 2.4

34.6 C

Page 1220 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
79 253 35 57 115 8 53 236 59 56 364 52
79 253 35 57 115 8 53 236 59 56 364 52
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 86 275 38 62 125 9 58 257 64 61 396 57
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
256 728 293 221 688 278 125 970 392 128 976 395

0.08 0.21 0.21 0.07 0.19 0.19 0.08 0.27 0.27 0.08 0.28 0.28 3170 3539 1427 3170 3539 1427 1634 3539 1431 1634 3539 1431 86 275 38 62 125 9 58 257 64 61 396 57
1585 1770 1427 1585 1770 1427 1634 1770 1431 1634 1770 1431

1.1 2.9 0.9 0.8 1.3 0.2 1.5 2.4 1.5 1.5 3.9 1.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
256 728 293 221 688 278 125 970 392 128 976 395

0.34 0.38 0.13 0.28 0.18 0.03 0.46 0.26 0.16 0.48 0.41 0.14 450 2520 1016 369 2429 979 342 2792 1128 361 2833 1145

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

18.7 14.7 13.9 19.0 14.5 14.0 19.0 12.2 11.9 19.0 12.7 11.7

0.8 0.3 0.2 0.7 0.1 0.0 2.6 0.1 0.2 2.7 0.3 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.5 1.4 0.4 0.4 0.6 0.1 0.8 1.2 0.6 0.8 2.0 0.5

19.4 15.0 14.1 19.7 14.6 14.1 21.6 12.4 12.0 21.7 13.0 11.9

B B B B B B C B B C B B
399 196 379 514

15.9 16.2 13.7 13.9

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.4 15.8 7.0 12.8 7.3 15.9 7.5 12.4

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.2 32.6 4.1 29.7 7.7 33.1 5.2 28.6

3.5 4.4 2.8 4.9 3.5 5.9 3.1 3.3

0.0 3.2 0.0 1.7 0.0 3.2 0.0 1.7

14.7 B

Page 1221 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
79 269 38 57 129 13 56 253 59 60 383 52
79 269 38 57 129 13 56 253 59 60 383 52
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 86 292 41 62 140 14 61 275 64 65 416 57
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
252 745 300 218 706 285 126 984 398 130 992 401

0.08 0.21 0.21 0.07 0.20 0.20 0.08 0.28 0.28 0.08 0.28 0.28 3170 3539 1428 3170 3539 1427 1634 3539 1431 1634 3539 1431 86 292 41 62 140 14 61 275 64 65 416 57
1585 1770 1428 1585 1770 1427 1634 1770 1431 1634 1770 1431

1.1 3.1 1.0 0.8 1.5 0.3 1.6 2.7 1.5 1.7 4.2 1.3

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
252 745 300 218 706 285 126 984 398 130 992 401

0.34 0.39 0.14 0.28 0.20 0.05 0.48 0.28 0.16 0.50 0.42 0.14 439 2460 992 360 2371 956 334 2709 1095 360 2765 1118

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

19.2 15.0 14.1 19.5 14.7 14.2 19.5 12.4 12.0 19.4 12.9 11.9

0.8 0.3 0.2 0.7 0.1 0.1 2.8 0.2 0.2 3.0 0.3 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.5 1.5 0.4 0.4 0.7 0.1 0.8 1.3 0.6 0.9 2.1 0.5

20.0 15.3 14.3 20.2 14.8 14.3 22.3 12.6 12.2 22.4 13.2 12.0

B B B C B B C B B C B B
419 216 400 538

16.2 16.3 14.0 14.2

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.5 16.2 7.0 13.3 7.4 16.3 7.5 12.8

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.4 32.4 4.1 29.7 7.7 33.1 5.2 28.6

3.7 4.7 2.8 5.1 3.6 6.2 3.1 3.5

0.0 3.4 0.0 1.9 0.0 3.4 0.0 1.9

15.0 B

Page 1222 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
126 321 56 68 125 9 61 272 68 64 414 67
126 321 56 68 125 9 61 272 68 64 414 67
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 137 349 61 74 136 10 66 296 74 70 450 73
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
286 788 318 228 724 292 126 1006 407 129 1012 409

0.09 0.22 0.22 0.07 0.20 0.20 0.08 0.28 0.28 0.08 0.29 0.29 3170 3539 1428 3170 3539 1427 1634 3539 1431 1634 3539 1431 137 349 61 74 136 10 66 296 74 70 450 73
1585 1770 1428 1585 1770 1427 1634 1770 1431 1634 1770 1431

1.9 4.0 1.6 1.0 1.5 0.3 1.8 3.1 1.8 1.9 4.9 1.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
286 788 318 228 724 292 126 1006 407 129 1012 409

0.48 0.44 0.19 0.32 0.19 0.03 0.52 0.29 0.18 0.54 0.44 0.18 407 2316 935 339 2240 903 314 2512 1016 356 2603 1053

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

20.2 15.7 14.8 20.6 15.4 14.9 20.8 13.1 12.6 20.7 13.7 12.6

1.2 0.4 0.3 0.8 0.1 0.0 3.4 0.2 0.2 3.5 0.3 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.9 2.0 0.7 0.5 0.7 0.1 0.9 1.5 0.7 1.0 2.4 0.7

21.5 16.1 15.0 21.4 15.5 15.0 24.1 13.2 12.8 24.3 14.0 12.8

C B B C B B C B B C B B
547 220 436 593

17.3 17.5 14.8 15.0

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.7 17.3 7.4 14.4 7.6 17.4 8.2 13.6

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.9 31.9 4.1 29.7 7.7 33.1 5.1 28.7

3.9 5.1 3.0 6.0 3.8 6.9 3.9 3.5

0.1 3.8 0.0 2.2 0.0 3.8 0.0 2.2

16.0 B

Page 1223 of 1322 ends

HCM 2010 Signalized Intersection Summary
8: 12th Ave & Lacey Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
126 337 59 68 139 14 64 289 68 68 433 67
126 337 59 68 139 14 64 289 68 68 433 67
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1716 1716 1863 1716 1716 1863 1716 137 366 64 74 151 15 70 314 74 74 471 73
2 2 1 2 2 1 1 2 1 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
281 804 324 225 741 299 127 1016 411 133 1028 416

0.09 0.23 0.23 0.07 0.21 0.21 0.08 0.29 0.29 0.08 0.29 0.29 3170 3539 1429 3170 3539 1428 1634 3539 1431 1634 3539 1431 137 366 64 74 151 15 70 314 74 74 471 73
1585 1770 1429 1585 1770 1428 1634 1770 1431 1634 1770 1431

2.0 4.3 1.7 1.1 1.7 0.4 2.0 3.3 1.9 2.1 5.2 1.8

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
281 804 324 225 741 299 127 1016 411 133 1028 416

0.49 0.46 0.20 0.33 0.20 0.05 0.55 0.31 0.18 0.56 0.46 0.18 364 2258 911 330 2221 896 307 2435 985 354 2539 1027

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

20.8 16.0 15.0 21.2 15.7 15.1 21.3 13.4 12.9 21.2 13.9 12.7

1.3 0.4 0.3 0.8 0.1 0.1 3.7 0.2 0.2 3.6 0.3 0.2

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

0.9 2.1 0.7 0.5 0.8 0.2 1.0 1.6 0.7 1.1 2.6 0.7

22.1 16.4 15.3 22.0 15.8 15.2 25.0 13.6 13.1 24.8 14.3 12.9

C B B C B B C B B C B B
567 240 458 618

17.6 17.7 15.2 15.4

B B B B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

7.9 17.8 7.4 14.9 7.7 17.9 8.3 14.0

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

9.1 31.7 4.1 29.7 7.7 33.1 4.6 29.2

4.1 5.3 3.1 6.3 4.0 7.2 4.0 3.7

0.1 4.0 0.0 2.4 0.0 4.0 0.0 2.4

16.3 B

Page 1224 of 1322 ends

Traffic Study 257-88
Intersection 9
10th Ave & Lacey Blvd

Page 1225 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
PM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
206 254 176 92 290 149 253 583 65 97 539 159
206 254 176 92 290 149 253 583 65 97 539 159
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 224 276 191 100 315 162 275 634 71 105 586 173
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
323 936 378 222 527 264 377 900 101 184 973 393

0.10 0.26 0.26 0.07 0.23 0.22 0.12 0.28 0.26 0.11 0.27 0.27 3170 3539 1430 3170 2267 1137 3170 3203 358 1634 3539 1431 224 276 191 100 244 233 275 350 355 105 586 173
1585 1770 1430 1585 1770 1634 1585 1770 1791 1634 1770 1431

4.0 3.7 6.7 1.8 7.2 7.6 4.9 10.4 10.5 3.6 8.5 3.6

1.00 1.00 1.00 0.70 1.00 0.20 1.00 1.00
323 936 378 222 412 380 377 497 503 184 973 393

0.69 0.29 0.50 0.45 0.59 0.61 0.73 0.70 0.71 0.57 0.60 0.44 323 1887 763 371 971 896 377 799 809 253 1725 697

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

25.6 17.3 18.4 26.3 20.1 20.5 25.0 19.0 19.1 24.8 18.6 6.6

6.3 0.2 1.0 1.4 1.4 1.6 7.0 1.8 1.8 2.7 0.6 0.8

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.0 1.8 2.7 0.8 3.7 3.6 2.5 5.3 5.4 1.7 4.2 1.5

31.8 17.4 19.4 27.7 21.5 22.1 32.1 20.8 20.9 27.5 19.2 7.4

C B B C C C C C C C B A
691 577 980 864

22.7 22.8 24.0 17.8

C C C B
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

10.6 20.5 8.1 19.6 11.0 20.2 10.0 17.7

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

7.8 25.3 6.0 30.5 5.7 27.4 5.1 31.4

5.6 12.5 3.8 8.7 6.9 10.5 6.0 9.6

0.9 2.2 0.1 2.8 0.0 3.3 0.0 1.7

21.8 C

Page 1226 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
PM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
206 269 176 92 307 152 253 595 65 100 550 159
206 269 176 92 307 152 253 595 65 100 550 159
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 224 292 191 100 334 165 275 647 71 109 598 173
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
384 1013 410 208 530 256 431 889 97 206 945 382

0.12 0.29 0.29 0.07 0.23 0.22 0.14 0.28 0.26 0.13 0.27 0.27 3170 3539 1431 3170 2298 1110 3170 3210 352 1634 3539 1430 224 292 191 100 255 244 275 356 362 109 598 173
1585 1770 1431 1585 1770 1639 1585 1770 1792 1634 1770 1430

4.4 4.2 7.2 2.0 8.5 8.8 5.4 11.9 12.0 4.1 9.7 4.0

1.00 1.00 1.00 0.68 1.00 0.20 1.00 1.00
384 1013 410 208 408 378 431 490 496 206 945 382

0.58 0.29 0.47 0.48 0.63 0.64 0.64 0.73 0.73 0.53 0.63 0.45 466 1886 763 350 878 813 549 813 823 250 1556 629

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

27.1 18.1 19.2 29.4 22.6 23.0 26.7 21.4 21.5 26.7 21.1 7.5

1.4 0.2 0.8 1.7 1.6 1.8 1.6 2.1 2.1 2.1 0.7 0.8

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

2.0 2.0 2.9 0.9 4.3 4.1 2.4 6.0 6.2 2.0 4.8 2.3

28.5 18.3 20.0 31.2 24.2 24.8 28.3 23.5 23.6 28.8 21.8 8.3

C B C C C C C C C C C A
707 599 993 880

22.0 25.6 24.8 20.0

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

12.2 22.1 8.3 22.7 12.9 21.4 11.9 19.1

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.7 28.7 6.3 33.9 10.0 27.4 8.7 31.5

6.1 14.0 4.0 9.2 7.4 11.7 6.4 10.8

1.1 2.3 0.1 2.9 0.3 3.3 0.8 1.7

23.0 C

Page 1227 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
PM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
244 301 209 110 346 178 337 778 87 120 664 196
244 301 209 110 346 178 337 778 87 120 664 196
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 265 327 227 120 376 193 366 846 95 130 722 213
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
361 1000 404 223 540 273 486 1029 116 189 1006 407

0.11 0.28 0.28 0.07 0.24 0.23 0.15 0.32 0.30 0.12 0.28 0.28 3170 3539 1431 3170 2261 1142 3170 3202 360 1634 3539 1431 265 327 227 120 293 276 366 468 473 130 722 213
1585 1770 1431 1585 1770 1633 1585 1770 1791 1634 1770 1431

6.2 5.6 10.3 2.8 11.5 11.9 8.4 18.6 18.6 5.8 14.0 6.2

1.00 1.00 1.00 0.70 1.00 0.20 1.00 1.00
361 1000 404 223 423 390 486 569 576 189 1006 407

0.73 0.33 0.56 0.54 0.69 0.71 0.75 0.82 0.82 0.69 0.72 0.52 361 1521 615 324 739 682 486 719 727 201 1330 538

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

32.7 21.7 23.4 34.3 26.5 26.9 30.9 23.9 24.0 32.4 24.6 9.6

7.5 0.2 1.2 2.0 2.0 2.4 6.6 6.1 6.1 8.7 1.3 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.1 2.8 4.2 1.3 5.9 5.6 4.2 10.1 10.2 3.1 7.0 3.3

40.2 21.8 24.6 36.3 28.5 29.3 37.5 30.0 30.1 41.1 25.8 10.7

D C C D C C D C C D C B
819 689 1307 1065

28.5 30.2 32.1 24.7

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

12.9 28.5 9.4 25.6 15.7 25.7 12.7 22.2

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.1 29.7 6.9 31.9 10.4 27.4 7.8 31.0

7.8 20.6 4.8 12.3 10.4 16.0 8.2 13.9

0.1 2.6 0.1 3.3 0.0 3.6 0.0 2.0

29.0 C

Page 1228 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
PM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
244 316 209 110 363 181 337 790 87 123 675 196
244 316 209 110 363 181 337 790 87 123 675 196
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 265 343 227 120 395 197 366 859 95 134 734 213
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
355 1010 409 222 557 274 477 1036 115 189 1021 413

0.11 0.29 0.29 0.07 0.24 0.23 0.15 0.32 0.31 0.12 0.29 0.29 3170 3539 1431 3170 2284 1123 3170 3207 355 1634 3539 1431 265 343 227 120 305 287 366 474 480 134 734 213
1585 1770 1431 1585 1770 1637 1585 1770 1792 1634 1770 1431

6.3 6.0 10.5 2.8 12.2 12.6 8.6 19.3 19.3 6.1 14.5 6.3

1.00 1.00 1.00 0.69 1.00 0.20 1.00 1.00
355 1010 409 222 431 399 477 572 579 189 1021 413

0.75 0.34 0.56 0.54 0.71 0.72 0.77 0.83 0.83 0.71 0.72 0.52 355 1492 603 318 726 671 477 705 714 197 1306 528

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

33.5 22.0 23.6 35.0 26.9 27.3 31.7 24.3 24.5 33.1 24.8 9.8

8.4 0.2 1.2 2.0 2.1 2.5 7.4 6.8 6.7 10.7 1.4 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.2 2.9 4.3 1.3 6.2 6.0 4.3 10.4 10.6 3.3 7.2 3.3

41.9 22.2 24.8 37.0 29.0 29.7 39.1 31.1 31.2 43.8 26.2 10.8

D C C D C C D C C D C B
835 712 1320 1081

29.2 30.7 33.4 25.4

C C C C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

13.0 29.1 9.4 26.2 15.7 26.4 12.7 23.0

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.1 29.7 6.9 31.9 10.4 27.4 7.8 31.0

8.1 21.3 4.8 12.5 10.6 16.5 8.3 14.6

0.0 2.6 0.1 3.4 0.0 3.6 0.0 2.0

29.8 C

Page 1229 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
AM Existing
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
231 202 154 42 150 76 123 367 53 38 414 69
231 202 154 42 150 76 123 367 53 38 414 69
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 251 220 167 46 163 83 134 399 58 41 450 75
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
285 1380 559 574 1107 535 187 640 92 73 680 274

0.09 0.39 0.39 0.18 0.48 0.47 0.06 0.21 0.19 0.04 0.19 0.19 3170 3539 1434 3170 2301 1113 3170 3095 446 1634 3539 1426 251 220 167 46 123 123 134 227 230 41 450 75
1585 1770 1434 1585 1770 1645 1585 1770 1772 1634 1770 1426

7.0 3.6 7.2 1.1 3.5 3.8 3.7 10.5 10.7 2.2 10.6 3.0

1.00 1.00 1.00 0.68 1.00 0.25 1.00 1.00
285 1380 559 574 851 791 187 366 366 73 680 274

0.88 0.16 0.30 0.08 0.14 0.16 0.72 0.62 0.63 0.56 0.66 0.27 285 1380 559 574 851 791 187 535 536 123 1129 455

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.88 0.88 0.88

40.5 17.9 19.0 30.6 13.0 13.3 41.6 32.5 32.7 42.1 33.6 17.1

25.1 0.2 1.3 0.1 0.4 0.4 12.5 1.7 1.8 5.9 1.0 0.5

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.1 1.8 3.1 0.5 1.8 1.8 2.0 5.3 5.4 1.1 5.3 1.2

65.6 18.1 20.3 30.7 13.4 13.7 54.1 34.2 34.5 48.1 34.6 17.6

E B C C B B D C C D C B
638 292 591 566

37.4 16.2 38.8 33.3

D B D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.0 22.6 20.3 39.1 9.3 21.3 12.1 47.3

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

5.5 25.9 4.0 34.2 4.0 27.4 7.2 31.0

4.2 12.7 3.1 9.2 5.7 12.6 9.0 5.8

0.0 1.8 0.1 1.5 0.0 1.9 0.0 1.0

33.7 C

Page 1230 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
AM Existing+Project
2023
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
231 219 154 42 166 79 123 378 53 41 426 69
231 219 154 42 166 79 123 378 53 41 426 69
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 251 238 167 46 180 86 134 411 58 45 463 75
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
285 1380 559 563 1123 512 187 643 90 78 692 279

0.09 0.39 0.39 0.18 0.48 0.47 0.06 0.21 0.19 0.05 0.20 0.20 3170 3539 1434 3170 2350 1072 3170 3109 435 1634 3539 1427 251 238 167 46 133 133 134 233 236 45 463 75
1585 1770 1434 1585 1770 1653 1585 1770 1774 1634 1770 1427

7.0 4.0 7.2 1.1 3.8 4.1 3.7 10.8 11.0 2.4 10.9 3.0

1.00 1.00 1.00 0.65 1.00 0.25 1.00 1.00
285 1380 559 563 845 790 187 366 367 78 692 279

0.88 0.17 0.30 0.08 0.16 0.17 0.72 0.64 0.64 0.58 0.67 0.27 285 1380 559 563 845 790 187 531 532 127 1129 455

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85

40.5 18.0 19.0 30.9 13.3 13.5 41.6 32.6 32.8 42.0 33.5 16.9

25.1 0.3 1.3 0.1 0.4 0.5 12.5 1.8 1.9 5.6 1.0 0.4

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

4.1 2.0 3.1 0.5 1.9 2.0 2.0 5.5 5.6 1.2 5.4 1.2

65.6 18.2 20.3 30.9 13.7 14.0 54.1 34.4 34.7 47.6 34.5 17.3

E B C C B B D C C D C B
656 312 603 583

36.9 16.4 38.9 33.3

D B D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.3 22.6 20.0 39.1 9.3 21.6 12.1 47.0

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

5.7 25.7 4.0 34.2 4.0 27.4 7.2 31.0

4.4 13.0 3.1 9.2 5.7 12.9 9.0 6.1

0.0 1.8 0.1 1.6 0.0 1.9 0.0 1.1

33.5 C

Page 1231 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
AM Future
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
274 240 183 50 179 91 164 489 71 47 510 85
274 240 183 50 179 91 164 489 71 47 510 85
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 298 261 199 54 195 99 178 532 77 51 554 92
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
543 1713 694 136 817 396 187 752 108 86 837 338

0.17 0.48 0.48 0.04 0.36 0.35 0.06 0.24 0.23 0.05 0.24 0.24 3170 3539 1435 3170 2298 1115 3170 3096 446 1634 3539 1429 298 261 199 54 148 146 178 303 306 51 554 92
1585 1770 1435 1585 1770 1643 1585 1770 1773 1634 1770 1429

7.7 3.7 7.5 1.5 5.3 5.7 5.0 14.1 14.2 2.7 12.8 2.9

1.00 1.00 1.00 0.68 1.00 0.25 1.00 1.00
543 1713 694 136 629 584 187 430 431 86 837 338

0.55 0.15 0.29 0.40 0.24 0.25 0.95 0.71 0.71 0.59 0.66 0.27 543 1713 694 187 629 584 187 527 528 131 1129 456

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78

34.1 12.9 13.9 41.9 20.4 20.7 42.2 31.1 31.3 41.7 31.1 10.8

1.1 0.2 1.0 1.9 0.9 1.0 52.4 3.3 3.4 5.0 0.7 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.5 1.9 3.1 0.7 2.7 2.7 3.6 7.3 7.4 1.4 6.3 1.2

35.3 13.1 14.9 43.8 21.3 21.8 94.6 34.4 34.7 46.7 31.8 11.2

D B B D C C F C C D C B
758 348 787 697

22.3 25.0 48.1 30.2

C C D C
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

8.7 25.9 7.9 47.6 9.3 25.3 19.4 36.0

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

5.9 25.5 4.4 33.8 4.0 27.4 7.1 31.1

4.7 16.2 3.5 9.5 7.0 14.8 9.7 7.7

0.0 3.6 0.0 3.2 0.0 4.2 0.0 1.0

32.6 C

Page 1232 of 1322 ends

HCM 2010 Signalized Intersection Summary
9: 10th Ave & Lacey Blvd
AM Future+Project
2043
Movement
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Number
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Adj No. of Lanes
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer
Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 2010 Ctrl Delay
HCM 2010 LOS
257-88
Ruettgers & Schuler Civil Engineers
Synchro 9 Report

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
274 257 183 50 195 94 164 500 71 50 522 85
274 257 183 50 195 94 164 500 71 50 522 85
7 4 14 3 8 18 5 2 12 1 6 16
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.98 1.00 0.98 1.00 0.98 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1716 1863 1716 1716 1863 1750 1716 1863 1750 1716 1863 1716 298 279 199 54 212 102 178 543 77 54 567 92
2 2 1 2 2 0 2 2 0 1 2 1

0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 2 2 2 2 2 2 2 2 2 2 2 2
680 1760 714 127 755 349 278 772 109 88 760 307

0.21 0.50 0.50 0.04 0.32 0.31 0.09 0.25 0.24 0.05 0.21 0.21 3170 3539 1435 3170 2338 1080 3170 3106 439 1634 3539 1428 298 279 199 54 158 156 178 309 311 54 567 92
1585 1770 1435 1585 1770 1649 1585 1770 1775 1634 1770 1428

8.2 4.3 5.1 1.7 6.7 7.1 5.4 15.9 16.0 3.2 15.0 5.4

1.00 1.00 1.00 0.66 1.00 0.25 1.00 1.00
680 1760 714 127 572 533 278 440 441 88 760 307

0.44 0.16 0.28 0.43 0.28 0.29 0.64 0.70 0.71 0.61 0.75 0.30 680 1760 714 168 572 533 285 503 504 152 1016 410

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.95 0.95 0.95 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.63

34.1 13.7 5.8 46.9 25.2 25.5 44.1 34.2 34.4 46.3 36.7 33.0

0.4 0.2 0.9 2.2 1.2 1.4 4.6 3.7 3.8 4.3 1.3 0.3

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

3.6 2.1 2.2 0.8 3.4 3.4 2.6 8.2 8.3 1.6 7.5 2.2

34.5 13.9 6.8 49.1 26.4 26.9 48.7 37.9 38.2 50.6 38.0 33.3

C B A D C C D D D D D C
776 368 798 713

20.0 29.9 40.4 38.4

B C D D
1 2 3 4 5 6 7 8
1 2 3 4 5 6 7 8

9.4 28.9 8.0 53.7 12.8 25.5 25.4 36.3

5.3 5.3 4.9 4.9 5.3 5.3 4.9 4.9

8.0 27.1 4.4 40.1 7.7 27.4 13.1 31.4

5.2 18.0 3.7 7.1 7.4 17.0 10.2 9.1

0.0 2.2 0.0 3.4 0.1 2.1 1.0 1.0

32.4 C

Page 1233 of 1322 ends

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 6:00 AM - 6:15 AM 0 1 30 5 0 0 1 15 0 0 0 6 5 2 0 0 21 21 3 2 6:15 AM - 6:30 AM 0 3 33 5 0 0 1 17 1 1 0 4 5 1 0 0 28 27 4 0 6:30 AM - 6:45 AM 0 3 22 7 1 0 0 23 1 0 0 2 45 1 0 0 18 33 5 0 6:45 AM - 7:00 AM 0 1 35 13 0 0 1 27 4 1 0 3 22 4 0 0 23 36 5 0 7:00 AM - 7:15 AM 0 3 37 7 0 0 2 35 6 0 0 8 13 2 0 0 20 60 6 0 7:15 AM - 7:30 AM 0 4 39 16 0 0 3 40 2 0 0 13 24 7 0 0 37 57 7 0 7:30 AM - 7:45 AM 0 4 61 26 1 0 3 67 8 0 0 30 44 0 0 0 55 116 7 3 7:45 AM - 8:00 AM 0 7 57 40 0 0 11 87 15 1 0 43 62 9 0 0 46 101 11 1 TOTAL 0 26 314 119 2 0 22 311 37 3 0 109 220 26 0 0 248 451 48 6 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 48 74 1 0 8 60 7 1 0 14 81 3 0 0 41 36 2 2 4:15 PM - 4:30 PM 0 0 62 76 1 0 6 61 9 5 0 3 45 2 1 0 54 57 2 0 4:30 PM - 4:45 PM 0 2 70 83 0 0 6 55 4 1 0 5 57 3 0 0 48 38 7 0 4:45 PM - 5:00 PM 0 2 66 70 1 0 6 37 5 0 0 7 64 1 0 0 71 41 3 0 5:00 PM - 5:15 PM 0 7 70 93 0 0 4 41 4 0 0 5 51 2 0 0 44 43 2 1 5:15 PM - 5:30 PM 0 3 54 67 1 0 7 51 6 0 0 6 51 5 0 0 60 41 2 0 5:30 PM - 5:45 PM 0 2 41 72 2 0 3 49 9 0 0 5 49 4 0 0 39 43 2 0 5:45 PM - 6:00 PM 0 0 40 59 0 0 5 42 4 0 0 3 36 1 0 0 58 54 0 0 TOTAL 0 20 451 594 6 0 45 396 48 7 0 48 434 21 1 0 415 353 20 3 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 7:00 AM - 8:00 AM 0 18 194 89 1 0 19 229 31 1 0 94 143 18 0 0 158 334 31 4 4:00 PM - 5:00 PM 0 8 246 303 3 0 26 213 25 7 0 29 247 9 1 0 214 172 14 2 PHF Trucks PHF
AM 0.694 0.4% PM 25 213 26 0 0.868
PM 0.996 0.9% AM 31 229 19 0 0.617
PHF 0.727 0.559
AM PM
0 0 31 14
29 94 334 172
247 143 158 214
9 18 0 0
PM AM
PHF

0.735 0.87 PHF

0.724 0 18 194 89 AM

0.898 0 8 246 303 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Fargo Ave
Northbound Westbound
Fargo Ave
12th Ave
12th Ave
Turning Movement Report
Fargo Ave @ 12th Ave
Kings
Thursday, December 7, 2023 Clear

36.3572
-119.6729

Page 1234 of 1322 ends

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 6:00 AM - 6:15 AM 0 7 8 0 0 0 5 17 6 0 0 0 6 8 1 0 6 41 1 1 6:15 AM - 6:30 AM 0 7 8 4 0 0 6 17 15 0 0 1 13 6 0 0 7 60 3 1 6:30 AM - 6:45 AM 0 8 14 7 0 0 4 26 16 0 0 4 15 11 1 0 5 46 1 0 6:45 AM - 7:00 AM 0 9 9 11 1 0 10 34 8 0 0 4 19 12 0 0 7 33 2 3 7:00 AM - 7:15 AM 0 9 17 17 1 0 4 27 11 0 0 4 22 9 4 0 8 46 2 0 7:15 AM - 7:30 AM 0 20 27 11 0 0 18 40 13 0 0 3 35 20 4 0 14 51 9 2 7:30 AM - 7:45 AM 0 28 24 19 1 0 21 47 26 1 0 9 46 23 2 0 23 75 14 2 7:45 AM - 8:00 AM 0 32 33 47 3 0 19 86 16 4 0 9 87 46 2 0 44 90 13 3 TOTAL 0 120 140 116 6 0 87 294 111 5 0 34 243 135 14 0 114 442 45 12 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 18 57 29 1 0 8 40 5 1 0 22 94 23 1 0 33 58 16 0 4:15 PM - 4:30 PM 0 16 55 25 0 0 6 47 4 0 0 18 93 27 0 0 17 51 22 1 4:30 PM - 4:45 PM 0 16 39 33 0 0 13 31 4 0 0 10 90 24 1 0 14 50 21 0 4:45 PM - 5:00 PM 0 12 53 25 0 0 9 43 10 0 0 15 84 27 0 0 24 41 21 1 5:00 PM - 5:15 PM 0 25 74 19 1 0 13 46 8 0 0 20 67 29 1 0 29 49 19 1 5:15 PM - 5:30 PM 0 18 69 31 0 0 8 46 7 0 0 16 80 22 0 0 19 42 17 1 5:30 PM - 5:45 PM 0 17 50 18 0 0 12 49 6 0 0 9 72 30 1 0 24 60 16 0 5:45 PM - 6:00 PM 0 12 54 28 0 0 15 66 10 0 0 10 49 17 0 0 27 41 14 1 TOTAL 0 134 451 208 2 0 84 368 54 1 0 120 629 199 4 0 187 392 146 5 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 7:00 AM - 8:00 AM 0 89 101 94 5 0 62 200 66 5 0 25 190 98 12 0 89 262 38 7 4:45 PM - 5:45 PM 0 72 246 93 1 0 42 184 31 0 0 60 303 108 2 0 96 192 73 3 PHF Trucks PHF
AM 0.629 2.2% PM 31 184 42 0 0.959
PM 0.942 0.4% AM 66 200 62 0 0.678
PHF 0.935 0.551
AM PM
0 0 38 73
60 25 262 192
303 190 89 96
108 98 0 0
PM AM
PHF

0.662 0.903 PHF

0.634 0 89 101 94 AM

0.871 0 72 246 93 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Grangeville Blvd
Northbound Westbound
Grangeville Blvd
Centennial Dr
Centennial Dr
Turning Movement Report
Grangeville Blvd @ Centennial Dr
Kings
Thursday, December 7, 2023 Clear

36.3426
-119.6819

Page 1235 of 1322 ends

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 6:00 AM - 6:15 AM 3 9 31 7 0 0 6 35 10 1 0 2 11 3 1 1 19 31 9 1 6:15 AM - 6:30 AM 2 10 35 10 0 1 11 37 10 1 0 2 21 10 0 1 14 42 6 1 6:30 AM - 6:45 AM 2 11 23 11 1 0 9 47 5 1 0 6 20 5 1 1 20 31 7 0 6:45 AM - 7:00 AM 5 11 40 10 0 0 13 61 9 1 0 0 35 10 1 0 25 21 4 3 7:00 AM - 7:15 AM 2 9 37 18 1 0 20 65 4 0 0 6 26 15 4 3 19 39 6 1 7:15 AM - 7:30 AM 6 11 44 18 1 0 24 80 14 1 0 4 63 10 1 3 25 53 16 2 7:30 AM - 7:45 AM 5 17 64 37 3 0 18 98 12 0 0 9 76 15 2 2 34 82 10 3 7:45 AM - 8:00 AM 6 14 57 51 0 0 26 132 23 4 0 21 134 13 2 7 68 103 10 2 TOTAL 31 92 331 162 6 1 127 555 87 9 0 50 386 81 12 18 224 402 68 13 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 2 29 126 65 1 0 18 89 15 3 0 20 102 23 0 1 42 67 19 0 4:15 PM - 4:30 PM 4 26 144 68 1 0 12 95 13 3 0 24 84 14 0 0 50 72 20 1 4:30 PM - 4:45 PM 0 26 141 66 0 0 18 89 12 2 0 27 91 15 0 3 49 64 16 1 4:45 PM - 5:00 PM 1 35 133 59 1 0 10 99 6 0 0 21 82 16 0 4 69 75 21 2 5:00 PM - 5:15 PM 0 45 169 61 2 1 10 76 12 0 0 23 67 18 0 1 47 68 17 1 5:15 PM - 5:30 PM 0 36 129 51 1 1 20 98 7 0 0 18 88 28 1 4 55 66 11 1 5:30 PM - 5:45 PM 2 52 135 77 2 0 18 90 11 0 0 25 73 13 0 0 41 50 9 0 5:45 PM - 6:00 PM 0 27 116 54 1 0 15 91 8 1 0 15 62 25 2 1 51 64 7 1 TOTAL 9 276 1093 501 9 2 121 727 84 9 0 173 649 152 3 14 404 526 120 7 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 7:00 AM - 8:00 AM 19 51 202 124 5 0 88 375 53 5 0 40 299 53 9 15 146 277 42 8 4:00 PM - 5:00 PM 7 116 544 258 3 0 58 372 46 8 0 92 359 68 0 8 210 278 76 4 PHF Trucks PHF
AM 0.671 1.5% PM 46 372 58 0 0.975
PM 0.987 0.6% AM 53 375 88 0 0.713
PHF 0.895 0.583
AM PM
0 0 42 76
92 40 277 278
359 299 146 210
68 53 15 8
PM AM
PHF

0.638 0.846 PHF

0.773 19 51 202 124 AM

0.956 7 116 544 258 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Grangeville Blvd
Northbound Westbound
Grangeville Blvd
12th Ave
12th Ave
Turning Movement Report
Grangeville Blvd @ 12th Ave
Kings
Thursday, December 7, 2023 Clear

36.3426
-119.6729

Page 1236 of 1322 ends

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 6:00 AM - 6:15 AM 0 6 38 7 0 0 6 38 9 0 0 5 19 6 1 0 6 29 8 0 6:15 AM - 6:30 AM 0 6 36 8 0 0 8 52 10 1 0 7 24 5 0 0 7 31 9 1 6:30 AM - 6:45 AM 0 3 22 7 2 0 4 47 10 0 0 6 25 12 1 0 18 33 2 1 6:45 AM - 7:00 AM 0 10 42 6 3 0 13 81 14 1 0 16 39 9 4 0 19 36 6 4 7:00 AM - 7:15 AM 0 12 42 11 1 0 11 82 15 3 0 9 34 10 0 0 17 36 6 1 7:15 AM - 7:30 AM 0 20 38 13 1 0 13 94 23 5 0 9 71 21 4 0 27 54 8 2 7:30 AM - 7:45 AM 0 22 45 17 1 0 14 111 15 2 0 21 86 18 3 0 38 88 11 3 7:45 AM - 8:00 AM 1 47 71 14 1 3 27 160 24 2 0 25 110 19 2 0 50 122 9 1 TOTAL 1 126 334 83 9 3 96 665 120 14 0 98 408 100 15 0 182 429 59 13 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 25 145 36 2 3 14 98 16 3 0 48 106 23 1 0 45 97 21 3 4:15 PM - 4:30 PM 0 29 120 38 3 1 22 126 13 5 0 44 101 15 0 0 35 80 28 0 4:30 PM - 4:45 PM 0 23 136 37 4 0 15 97 22 0 0 43 97 17 2 0 42 95 23 1 4:45 PM - 5:00 PM 1 28 117 37 3 0 27 97 23 2 0 40 108 13 0 0 44 116 28 0 5:00 PM - 5:15 PM 1 25 130 40 0 0 29 97 24 0 0 55 109 12 0 0 46 87 27 0 5:15 PM - 5:30 PM 0 24 129 40 3 2 32 101 25 3 0 48 103 14 1 0 43 93 25 0 5:30 PM - 5:45 PM 0 18 103 36 0 2 21 102 19 0 0 35 85 9 1 0 33 90 11 0 5:45 PM - 6:00 PM 0 16 111 28 3 4 26 102 17 3 0 44 125 3 1 0 44 87 13 0 TOTAL 2 188 991 292 18 12 186 820 159 16 0 357 834 106 6 0 332 745 176 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 7:00 AM - 8:00 AM 1 101 196 55 4 3 65 447 77 12 0 64 301 68 9 0 132 300 34 7 4:30 PM - 5:30 PM 2 100 512 154 10 2 103 392 94 5 0 186 417 56 3 0 175 391 103 1 PHF Trucks PHF
AM 0.676 1.7% PM 94 392 103 2 0.923
PM 0.985 0.7% AM 77 447 65 3 0.692
PHF 0.936 0.703
AM PM
0 0 34 103
186 64 300 391
417 301 132 175
56 68 0 0
PM AM
PHF

0.644 0.89 PHF

0.664 1 101 196 55 AM

0.980 2 100 512 154 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Grangeville Blvd
Northbound Westbound
Grangeville Blvd
11th Ave
11th Ave
Turning Movement Report
Grangeville Blvd @ 11th Ave
Kings
Thursday, December 7, 2023 Clear

36.3427
-119.6551

Page 1237 of 1322 ends

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 6:00 AM - 6:15 AM 0 4 8 2 0 0 13 21 5 0 0 0 10 4 1 9 1 9 4 0 6:15 AM - 6:30 AM 0 3 13 2 0 0 13 20 3 0 0 3 15 4 0 0 0 8 4 0 6:30 AM - 6:45 AM 0 6 8 1 0 0 11 34 5 1 0 3 27 7 1 4 2 7 4 1 6:45 AM - 7:00 AM 0 10 15 1 0 0 12 39 9 0 0 5 29 13 0 5 2 7 4 1 7:00 AM - 7:15 AM 0 8 23 1 0 0 18 41 18 3 0 4 30 7 0 2 1 19 6 1 7:15 AM - 7:30 AM 0 11 22 5 0 0 29 40 20 2 0 4 49 13 0 5 5 21 5 3 7:30 AM - 7:45 AM 0 14 28 1 1 0 23 56 16 2 0 13 75 20 0 8 5 28 6 2 7:45 AM - 8:00 AM 0 9 30 5 1 0 28 55 17 1 0 13 114 20 0 6 3 34 9 2 TOTAL 0 65 147 18 2 0 147 306 93 9 0 45 349 88 2 39 19 133 42 10 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 28 71 12 1 0 24 42 17 2 0 16 109 36 1 9 14 86 34 1 4:15 PM - 4:30 PM 1 35 65 9 0 0 32 39 10 2 0 18 96 17 1 18 13 81 31 2 4:30 PM - 4:45 PM 0 38 70 10 0 0 33 40 13 2 0 23 82 29 0 15 7 88 32 1 4:45 PM - 5:00 PM 0 41 47 12 0 0 28 50 9 4 0 21 99 31 0 13 13 74 36 3 5:00 PM - 5:15 PM 0 42 65 7 0 0 38 66 24 1 0 20 102 25 2 14 16 104 34 2 5:15 PM - 5:30 PM 0 34 73 8 1 0 38 46 14 1 0 21 92 17 0 14 19 85 36 2 5:30 PM - 5:45 PM 0 40 58 6 0 0 37 39 12 0 0 8 85 20 0 11 11 80 30 1 5:45 PM - 6:00 PM 0 30 71 10 0 0 41 44 6 2 0 5 72 23 0 11 6 79 25 2 TOTAL 1 288 520 74 2 0 271 366 105 14 0 132 737 198 4 105 99 677 258 14 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 7:00 AM - 8:00 AM 0 42 103 12 2 0 98 192 71 8 0 34 268 60 0 21 14 102 26 8 4:30 PM - 5:30 PM 0 155 255 37 1 0 137 202 60 8 0 85 375 102 2 56 55 351 138 8 PHF Trucks PHF
AM 0.760 1.7% PM 60 202 137 0 0.779
PM 0.901 0.9% AM 71 192 98 0 0.903
PHF 0.93 0.616
AM PM
0 0 26 138
85 34 102 351
375 268 14 55
102 60 21 56
PM AM
PHF

0.784 0.893 PHF

0.892 0 42 103 12 AM

0.947 0 155 255 37 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Lacey Blvd
Northbound Westbound
Lacey Blvd
Centennial Dr
Centennial Dr
Turning Movement Report
Lacey Blvd @ Centennial Dr
Kings
Thursday, December 7, 2023 Clear

36.3281
-119.6792

Page 1238 of 1322 ends

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 6:00 AM - 6:15 AM 0 9 29 2 1 1 4 62 4 1 0 8 12 4 1 0 7 15 3 1 6:15 AM - 6:30 AM 0 5 33 7 1 0 2 47 2 1 0 10 17 5 0 2 10 6 3 0 6:30 AM - 6:45 AM 1 3 26 2 2 0 6 62 6 1 0 3 20 16 1 1 6 8 2 2 6:45 AM - 7:00 AM 1 13 27 2 0 0 7 64 6 1 1 6 24 12 0 0 5 12 2 1 7:00 AM - 7:15 AM 0 11 36 5 2 1 11 72 18 2 0 15 33 6 1 1 10 15 4 2 7:15 AM - 7:30 AM 1 10 42 13 1 0 11 85 10 2 1 13 59 7 1 1 12 27 0 1 7:30 AM - 7:45 AM 0 14 74 18 3 0 17 101 12 5 2 17 63 12 3 1 17 35 2 1 7:45 AM - 8:00 AM 0 17 84 23 0 0 16 106 12 2 0 31 98 10 1 0 15 38 2 2 TOTAL 3 82 351 72 10 2 74 599 70 15 4 103 326 72 8 6 82 156 18 10 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 36 117 27 1 0 26 147 20 1 0 52 71 32 2 5 91 121 16 0 4:15 PM - 4:30 PM 3 30 127 23 1 2 21 136 16 4 13 64 74 28 2 8 98 115 25 3 4:30 PM - 4:45 PM 1 41 119 30 0 1 30 115 23 2 11 64 69 29 1 9 88 134 14 1 4:45 PM - 5:00 PM 3 47 112 22 0 0 37 149 18 1 17 61 82 50 2 12 73 84 20 2 5:00 PM - 5:15 PM 3 37 103 28 0 1 23 115 12 1 15 58 83 31 4 11 98 136 22 0 5:15 PM - 5:30 PM 4 45 106 30 0 1 32 132 23 0 9 63 89 33 1 3 88 82 8 1 5:30 PM - 5:45 PM 2 36 130 23 1 3 31 127 20 1 21 50 82 31 2 5 70 95 15 1 5:45 PM - 6:00 PM 0 34 107 24 1 1 30 118 20 0 21 43 76 41 0 9 77 84 15 1 TOTAL 16 306 921 207 4 9 230 1039 152 10 107 455 626 275 14 62 683 851 135 9 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 7:00 AM - 8:00 AM 1 52 236 59 6 1 55 364 52 11 3 76 253 35 6 3 54 115 8 6 4:15 PM - 5:15 PM 10 155 461 103 1 4 111 515 69 8 56 247 308 138 9 40 357 469 81 6 PHF Trucks PHF
AM 0.756 2.1% PM 69 515 111 4 0.857
PM 0.992 0.8% AM 52 364 55 1 0.881
PHF 0.892 0.66
AM PM
56 3 8 81
247 76 115 469
308 253 54 357
138 35 3 40
PM AM
PHF

0.818 0.887 PHF

0.702 1 52 236 59 AM

0.954 10 155 461 103 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Lacey Blvd
Northbound Westbound
Lacey Blvd
12th Ave
12th Ave
Turning Movement Report
Lacey Blvd @ 12th Ave
Kings
Thursday, December 7, 2023 Clear

36.3281
-119.6729

Page 1239 of 1322 ends

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 6:00 AM - 6:15 AM 1 17 42 3 1 1 5 49 3 0 4 48 75 53 3 0 3 13 2 0 6:15 AM - 6:30 AM 0 7 38 11 1 0 2 56 2 0 3 39 57 40 2 0 7 9 5 0 6:30 AM - 6:45 AM 2 5 28 5 2 0 9 67 9 2 2 63 77 49 3 0 9 11 3 0 6:45 AM - 7:00 AM 1 10 48 6 2 0 6 78 11 3 3 44 45 34 0 0 11 16 7 0 7:00 AM - 7:15 AM 1 15 46 14 1 0 7 85 12 1 2 56 68 53 3 0 6 17 12 0 7:15 AM - 7:30 AM 1 23 55 13 3 0 7 107 20 3 3 69 51 29 1 0 9 24 15 0 7:30 AM - 7:45 AM 3 29 103 11 3 0 10 115 20 3 1 46 45 39 1 0 13 50 22 0 7:45 AM - 8:00 AM 4 47 163 15 4 0 14 107 17 2 2 52 38 33 1 0 14 59 27 0 TOTAL 13 153 523 78 17 1 60 664 94 14 20 417 456 330 14 0 72 199 93 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 4 52 153 19 5 1 22 138 37 1 4 48 75 53 3 0 27 79 43 1 4:15 PM - 4:30 PM 13 49 164 23 2 2 27 150 35 5 3 39 57 40 2 0 19 61 34 0 4:30 PM - 4:45 PM 14 59 147 11 4 0 16 107 40 0 2 63 77 49 3 0 25 89 43 0 4:45 PM - 5:00 PM 8 54 119 12 3 0 29 144 47 1 3 44 45 34 0 0 21 61 29 0 5:00 PM - 5:15 PM 7 64 140 21 2 1 25 142 35 0 2 56 68 53 3 0 17 79 26 0 5:15 PM - 5:30 PM 6 57 160 25 5 1 22 109 46 3 3 69 51 29 1 0 11 65 35 1 5:30 PM - 5:45 PM 4 62 146 17 2 1 24 110 36 1 1 46 45 39 1 0 18 47 16 1 5:45 PM - 6:00 PM 7 48 156 21 3 1 18 125 35 1 2 52 38 33 1 0 24 45 15 0 TOTAL 63 445 1185 149 26 7 183 1025 311 12 20 417 456 330 14 0 162 526 241 3 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 7:00 AM - 8:00 AM 9 114 367 53 11 0 38 414 69 9 8 223 202 154 6 0 42 150 76 0 4:00 PM - 5:00 PM 39 214 583 65 14 3 94 539 159 7 12 194 254 176 8 0 92 290 149 1 PHF Trucks PHF
AM 0.810 1.4% PM 159 539 94 3 0.903
PM 0.948 1.0% AM 69 414 38 0 0.898
PHF 0.832 0.82
AM PM
12 8 76 149
194 223 150 290
254 202 42 92
176 154 0 0
PM AM
PHF

0.67 0.846 PHF

0.593 9 114 367 53 AM

0.905 39 214 583 65 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Lacey Blvd
Northbound Westbound
Lacey Blvd
11th Ave
11th Ave
Turning Movement Report
Lacey Blvd @ 11th Ave
Kings
Thursday, December 7, 2023 Clear

36.3281
-119.6551

Page 1240 of 1322 ends

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 6:00 AM - 6:15 AM 0 3 2 3 1 0 0 7 1 0 0 1 10 0 0 0 8 54 0 1 6:15 AM - 6:30 AM 0 1 6 2 0 0 1 15 3 0 0 0 14 2 0 0 19 65 0 1 6:30 AM - 6:45 AM 0 1 11 13 2 0 1 18 11 0 0 0 12 5 0 0 15 58 0 0 6:45 AM - 7:00 AM 0 3 9 8 0 1 1 24 5 1 0 0 22 3 0 0 11 42 2 0 7:00 AM - 7:15 AM 0 1 3 11 3 0 1 39 9 0 0 3 23 0 5 0 20 45 0 0 7:15 AM - 7:30 AM 0 5 10 16 3 0 2 36 10 1 0 1 37 4 1 0 30 54 2 1 7:30 AM - 7:45 AM 2 14 12 22 4 0 1 43 19 2 0 8 59 5 1 1 42 89 4 6 7:45 AM - 8:00 AM 2 13 26 32 2 0 7 53 18 1 0 8 86 11 0 0 53 93 5 5 TOTAL 4 41 79 107 15 1 14 235 76 5 0 21 263 30 7 1 198 500 13 14 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 8 15 29 50 1 0 7 24 3 0 0 9 85 6 0 0 19 65 0 1 4:15 PM - 4:30 PM 1 7 29 53 0 0 5 24 5 0 0 8 74 7 0 0 17 47 2 0 4:30 PM - 4:45 PM 0 17 24 45 1 0 5 17 4 0 0 9 74 9 0 0 10 56 1 0 4:45 PM - 5:00 PM 0 9 29 27 0 0 3 19 0 0 0 8 75 2 0 0 15 47 0 0 5:00 PM - 5:15 PM 0 8 28 36 2 0 8 21 5 3 0 8 72 8 0 0 16 64 2 1 5:15 PM - 5:30 PM 1 8 27 33 0 0 7 19 4 0 0 4 69 2 0 0 20 37 3 0 5:30 PM - 5:45 PM 0 7 21 29 1 0 4 15 5 0 0 7 70 7 0 0 29 46 4 3 5:45 PM - 6:00 PM 2 6 29 29 0 0 5 43 3 0 0 6 39 6 0 0 29 37 0 0 TOTAL 12 77 216 302 5 0 44 182 29 3 0 59 558 47 0 0 155 399 12 5 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 7:00 AM - 8:00 AM 4 33 51 81 12 0 11 171 56 4 0 20 205 20 7 1 145 281 11 12 4:00 PM - 5:00 PM 9 48 111 175 2 0 20 84 12 0 0 34 308 24 0 0 61 215 3 1 PHF Trucks PHF
AM 0.670 3.2% PM 12 84 20 0 0.853
PM 0.863 0.3% AM 56 171 11 0 0.763
PHF 0.915 0.583
AM PM
0 0 11 3
34 20 281 215
308 205 145 61
24 20 1 0
PM AM
PHF

0.725 0.83 PHF

0.579 4 33 51 81 AM

0.841 9 48 111 175 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Grangeville Blvd
Northbound Westbound
Grangeville Blvd
13th Ave
13th Ave
Turning Movement Report
Grangeville Blvd @ 13th Ave
Kings
Thursday, December 7, 2023 Clear

36.3426
-119.6911

Page 1241 of 1322 ends

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 6:00 AM - 6:15 AM 0 5 0 12 0 0 0 0 0 0 0 0 0 4 0 0 3 19 0 0 6:15 AM - 6:30 AM 0 6 0 4 1 0 0 0 0 0 0 0 6 2 0 0 5 22 0 0 6:30 AM - 6:45 AM 0 7 0 13 0 0 0 0 0 0 0 0 4 5 0 0 5 29 0 0 6:45 AM - 7:00 AM 0 4 0 14 1 0 0 0 0 0 0 0 9 4 0 0 11 31 0 0 7:00 AM - 7:15 AM 0 9 0 16 1 0 0 0 0 0 0 0 4 3 0 0 8 57 0 0 7:15 AM - 7:30 AM 0 12 0 28 2 0 0 0 0 0 0 0 9 0 1 0 15 43 0 2 7:30 AM - 7:45 AM 0 18 0 45 0 0 0 0 0 0 0 0 22 3 1 0 36 95 0 2 7:45 AM - 8:00 AM 0 13 0 86 4 0 0 0 0 0 0 0 35 4 1 0 49 76 0 1 TOTAL 0 74 0 218 9 0 0 0 0 0 0 0 89 25 3 0 132 372 0 5
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 0 56 0 0 0 0 0 0 0 0 42 8 1 0 13 22 0 1 4:15 PM - 4:30 PM 0 13 0 32 1 0 0 0 0 0 0 0 16 6 0 0 37 25 0 0 4:30 PM - 4:45 PM 0 5 0 34 0 0 0 0 0 0 0 0 31 2 0 0 21 21 0 0 4:45 PM - 5:00 PM 0 8 0 37 0 0 0 0 0 0 0 0 28 6 0 0 14 24 0 0 5:00 PM - 5:15 PM 0 12 0 37 0 0 0 0 0 0 0 0 25 6 0 0 18 32 0 0 5:15 PM - 5:30 PM 0 10 0 33 0 0 0 0 0 0 0 0 27 10 0 0 27 20 0 1 5:30 PM - 5:45 PM 0 8 0 30 0 0 0 0 0 0 0 0 18 6 0 0 25 20 0 1 5:45 PM - 6:00 PM 0 6 0 25 0 0 0 0 0 0 0 0 18 6 0 0 32 32 0 0 TOTAL 0 74 0 284 1 0 0 0 0 0 0 0 205 50 1 0 187 196 0 3 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 7:00 AM - 8:00 AM 0 52 0 175 7 0 0 0 0 0 0 0 70 10 3 0 108 271 0 5 4:00 PM - 5:00 PM 0 38 0 159 1 0 0 0 0 0 0 0 117 22 1 0 85 92 0 1 PHF Trucks PHF
AM 0.652 2.2% PM 0 0 0 0 #####
PM 0.838 0.6% AM 0 0 0 0 #####
PHF 0.695 0.513
AM PM
0 0 0 0
0 0 271 92
117 70 108 85
22 10 0 0
PM AM
PHF

0.723 0.714 PHF

0.573 0 52 0 175 AM

0.724 0 38 0 159 PM
Southbound
Southbound Eastbound
Northbound Eastbound Westbound
Northbound Southbound Eastbound Westbound

Page 1 of 3 ends

Fargo Ave
Northbound Westbound
Fargo Ave
Centennial Dr
Turning Movement Report
Fargo Ave @ Centennial Dr
Kings
Thursday, December 7, 2023 Clear

36.3572
-119.6820

Page 1242 of 1322 ends

CITY OF HANFORD CITY COUNCIL

STAFF REPORT
MEETING DATE: Tuesday, August 6, 2024
PROJECT: Roadway Abandonment No. 0001-23, a request by QK on behalf of St.

Brigid’s Church (roman Catholic Bishop of Fresno) to abandon approximately 2,551 square feet of alleyway located north of Florinda Street, between parcels located on Douty Street and Harris Street.

LOCATION: The project is located north of Florinda Street, between parcels located on Douty and Harris Streets.

PLANNER: Gabrielle Myers, Senior Planner

STAFF RECOMMENDATION
Staff recommends that the City Council of the City of Hanford adopt Resolution 24-32-R, approving the vacation and abandonment of approximately 2,551 square feet of right-of-way, an alley.

RECOMMENDED MOTION

1. I move to adopt Resolution No. 24-32-R, approving Roadway Abandonment No. 0001-23.

PROJECT DESCRIPTION
Roadway Abandonment No. 0001-23 is a request by QK on behalf of St. Brigid’s Church (Roman Catholic Bishop of Fresno) to abandon approximately 2,551 square feet of right-of-way to allow a parcel merger for an existing parking lot associated with St. Brigid Church, as shown in Figure 1 and Figure 2 (Attachment 1) and as described in Attachment 2. The surrounding properties are owned by the Roman Catholic Bishop of Fresno and the Hanford Community Hospital.

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Figure 1:

Proposed Alley Abandonment Area
Location Map

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Figure 2: Alleyway Abandonment

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Figure 3:

Solar Structure – Electrical Conduits within Alley

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PROJECT BACKGROUND
On June 25, 2024, the Hanford Planning Commission reviewed the proposed abandonment for consistency with the Hanford General Plan in accordance with California Government Code Section 65402 pertaining to Conservation and Planning which states, in part, the following: “If a general plan or part thereof has been adopted, no real property shall be acquired by dedication or otherwise for street, square, park or other public purposes, and no real property shall be disposed of, no street shall be vacated or abandoned, and no public building or structure shall be constructed or authorized, if the adopted general plan or part thereof applies thereto, until the location, purpose and extent of such acquisition or disposition, such street vacation or abandonment, or such public building or structure have been submitted to and reported upon by the planning agency as to conformity with said adopted general plan or part thereof.” (emphasis added)
The Hanford General Plan Circulation Element requires circulation on Douty, Harris, and Florinda Streets; Douty as a collector and Harris and Florinda Streets as local streets. The proposed roadway abandonment would not limit circulation on these adjacent roadways. The proposed abandonment was therefore determined by the Planning Commission to be consistent with the Hanford General Plan with the adoption of Planning Commission Resolution No. 2024-09 based on the following finding:

1. The proposed alleyway abandonment would not limit circulation on the adjacent roadways, and therefore is not in conflict with any portion of the Hanford General Plan, including the Circulation Element. The alleyway is not used for access to public street and is privately used by patrons of the Community Hospital and St. Brigid Church. A reciprocal access agreement will be recorded for the church and hospital, permitting shared access between both parcels by both parties.

An additional finding by the Hanford Planning Commission was required because abandoning the right-of-way creates an ambiguity of the zoning of the area to be abandoned. Section 17.06.050.D, of the Hanford Municipal Code (HMC) states that zoning interpretations may be made by the Planning Commission when such an ambiguity exists. As stated in HMC Section 17.06.050.D, zoning is generally expected to follow a street, alley, or rail right of way or parcel lines and will go to the center line of such street, alley, or rail right of way. In accordance with HMC Section

17.06.050.D, the Hanford Planning Commission determined that the area of abandonment shall be planned and zoned the same as the adjacent property which is R-M Medium-Density Residential and O Office. The determination of the Hanford Planning Commission was based on the following findings:

1. That the zoning boundary lines were established to follow the public street adjacent to the property that was the previous alley, which is to be abandoned.

2. That the abandonment of the alley creates an ambiguity in the zoning boundary lines.

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3. That the Planning Commission determines that the zoning boundary line shall follow the half-width designation of the abutting parcels, in accordance with Section 17.06.050.

4. That the areas to be added to the adjoining parcel(s) be designated as O Office and RM Medium-Density Residential.

Figure 4: General Plan Designation of Abandonment Area
Office and Medium-Density Residential

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Figure 5: Zoning of Abandonment Area
O Office and R-M Medium-Density Residential

PROCEDURE FOR ROAD ABANDONMENT
The California Streets and Highways Code governs the procedure for road and alley way abandonment. The procedure requires that a "Notice of Intent to Abandon” is adopted by the City Council prior to holding a public hearing to abandon the street.

The "Notice of Intent to Abandon,” was published in the Hanford Sentinel on June 28, 2024, July 24, and July 30, 2024, as well as posted on the area to be abandoned for a two-week period.

Concurrently, staff notified by mail all property owners within 300 feet of the abandonment.

The purpose of the Planning Commission review was to determine whether or not the right-ofway abandonment proposal was consistent with the Hanford General Plan. If the requested abandonment is deemed to be consistent with the Hanford General Plan, the Planning Commission may recommend approval of the abandonment to the City Council. As previously mentioned, Resolution No. 2024-09 was adopted by the Hanford Planning Commission on June 25, 2024 recommending that the City Council abandon the proposed abandonment area, subject to the following condition(s) of approval:

1. No structures shall be allowed to be built over the abandoned alley.

2. That a reciprocal access agreement will be recorded for the church and hospital, permitting shared access between both parcels by both parties.

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NOTIFICATION
Planning staff notified all utility companies that may be affected by the proposed roadway abandonment. A fourteen (14) day response time for the utility companies was allowed. Two responses were received:

1. PG&E – a generic form letter was received alerting of potential gas or electric facilities. A follow-up addressing the specific project location was not received. – Attachment 3.

2. AT&T – commented, “ATT does not have any objections and is okay to abandon. – Attachment 4.

On June 27, 2024 adjoining property owners within 300 feet of the abandonment area were notified of the July 16, 2024 Hanford City Council hearing date to declare intention to abandon the roadway. No responses were received.

On July 24, 2024, the Notice of Intent to Abandon was published in the Hanford Sentinel for two (2) successive weeks on July 24 and 31, 2024. Concurrently, public notices to adjoining property owners within 300 feet were mailed and the Notice of Intent to Abandon was posted on the area to be abandoned.

FINDINGS FOR APPROVAL
That Roadway Abandonment No. 0001-23 was noticed properly, in accordance with the California Streets and Highway Code. Planning staff noticed public and private agencies, as well as utility companies that may be affected, of the proposed roadway abandonment. On July 16, 2024, the Hanford City Council adopted a resolution to set the date of the public hearing for the abandonment of the right-of-way as August 6, 2024. Notice was published in the newspaper and on the property in accordance with state codes and was mailed to adjacent property owners.

ENVIRONMENTAL ASSESSMENT
This project is categorically exempt from further environmental review, as per Section 15305/Class 5 of the California Environmental Quality Act (CEQA) Guidelines. There are no exceptions to this exemption, as per Section 15300.2 Exceptions of the California Environmental Quality Act (CEQA) Guidelines. A Notice of Exemption has been prepared and is attached as Attachment 5.

RECOMMENDED MOTION

1. I move to adopt Resolution 24-32-R, approving Roadway Abandonment No. 0001-23.

Applicant:

Der MouaYang
Assistant Project Manager
609 N Irwin St
Hanford, CA 93230
Abutting Property Owners:

Roman Catholic Bishop of Fresno

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1550 N Fresno St
Fresno, CA 93703
Hanford Community Hospital, Inc.

P.O. Box 619135
Roseville, CA 95661

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Recording Requested By:

City of Hanford
When Recorded Return To:

City of Hanford
Attn: City Clerk
319 N. Douty Street
Hanford, CA 93230
RESOLUTION 24-32-R

ORDER OF THE CITY COUNCIL OF THE CITY OF HANFORD APPROVING ROADWAY ABANDONMENT NO. 0001-23 VACATING AND ABANDONING APPROXIMATELY 2,551 SQUARE FEET OF RIGHT OF WAY, AN ALLEY

LOCATED NORTH OF FLORINDA STREET, BETWEEN DOUTY AND HARRIS

STREETS
WHEREAS, the Planning Commission of Hanford did on June 25, 2024, at a regular meeting of said Commission, adopt Resolution No. 2024-09, recommending that for Roadway Abandonment No. 0001-23 the Hanford City Council adopt a Finding of Conformity with the Hanford General Plan and adopt a Finding of Ambiguity clarification pertaining to the land use and zoning on the abandoned property, subject to the following conditions:

1. No structures shall be allowed to be built over the abandoned alley.

2. That A reciprocal access agreement will be recorded for the church and hospital, permitting shared access between both parcels by both parties.

WHEREAS, the City Council of Hanford did on July 16, 2024, at a regular meeting of said Council motion to declare the intention of the City Council to vacate and abandon approximately 2,551 square feet of public right-of-way, an alley located north of Florinda Street, between Douty and Harris Streets in the City of Hanford for Roadway Abandonment No. 0001-23 and hereinafter described, and
WHEREAS, notices of said proposed Roadway Abandonment No. 0001-23 having been posted upon said property on July 23, 2024 in accordance with Section 8320 of Streets and Highway Code of the State of California, and publication of notice of said Intention and of the time and place of the public hearing set therein having been published on July 24, 2024 and July 31, 2024 in the manner prescribed by law for publishing resolution of the City of Hanford pursuant to Section 8320 of the Streets and Highway Code of the State of California, and WHEREAS, on the 6th day of August 2024, the City Council of the City of Hanford, after notice given by said posting and publishing as provided by law, held a public hearing and received evidence on the proposed Roadway Abandonment No. 0001-23, and the said City Council of the City of Hanford having found from all the evidence submitted that the portion of the alleyway described in said Resolution of Intention is unnecessary for present or future public street purposes, and should be vacated and abandoned.

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NOW, THEREFORE, the City Council of the City of Hanford does hereby determine that the portion of said street identified in Roadway Abandonment No. 0001-23, Exhibit A, which is attached hereto and made a part hereof and hereinafter described should be vacated and abandoned, and the City Council of the City of Hanford does hereby order the vacation and abandonment of said portion of said public street in the City of Hanford, more particularly described as follows:

Streets, which is described and described below:

That portion of the 17 foot wide alley shown on the replatting of Block 261 of the Hobler Addition to the City of Hanford, recorded in Book 1 of Licensed Surveyor Plats, at Page 94, Kings County Records, situated in the West half of the West half of the East half of Section 25, Township 18 South, Range 21 East, Mount Diablo Base and Meridian, in the City of Hanford, County of Kings, State of California, more particularly described as follows:

All of the west half of said alley lying southerly of the easterly prolongation of the north line of Lot 6 of said replatting, a11 of the east half of said alley lying southerly of the westerly prolongation of the north line of Lot 13 of said replatting, and all of the east half of said alley lying southerly of the easterly prolongation of the north line of Lot 6 of said re platting, and northerly of the westerly prolongation of the north line of Lot 13 of said replatting.

Containing 2,551 square feet, more or less.

IT IS FURTHER ORDERED that the City Clerk shall cause a certified copy of this Order, attested by the City Clerk, under seal of the City, to be duly recorded in the County Recorder’s Office of the County of Kings, State of California.

ORDERED at a regular meeting of the City Council of the City of Hanford, duly called and held on the 6th of August 2024, by the following vote:

I HEREBY CERTIFY that the foregoing Resolution was passed and adopted by the Council of the City of Hanford at a regular meeting thereof held on August 6, 2024, by the following vote:

AYES: COUNCIL MEMBER________________________________________________ NOES: COUNCIL MEMBER________________________________________________ ABSTAIN: COUNCIL MEMBER________________________________________________ ABSENT: COUNCIL MEMBER________________________________________________

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STATE OF CALIFORNIA )
COUNTY OF KINGS )ss.

CITY OF HANFORD )
I, NATALIE CORRAL, City Clerk of the City of Hanford, do hereby certify the foregoing resolution was duly passed at a regular meeting of the City Council of the City of Hanford on the 6th day of August 2024.

Date:____________________
APPROVED:______________________

TRAVIS PADEN
MAYOR of the City of Hanford
ATTEST:__________________________

NATALIE CORRAL

CITY CLERK

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Exhibit A
Legal Description and Map

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EXHIBIT A

LEGAL DESCRIPTION FOR AN ALLEY ABANDONMENT
That portion of the 17 foot wide alley shown on the replatting of Block 261 of the Hobler Addition to the City of Hanford, recorded in Book 1 of Licensed Surveyor Plats, at Page 94, Kings County Records, situated in the West half of the West half of the East half of Section 25, Township 18 South, Range 21 East, Mount Diablo Base and Meridian, in the City of Hanford, County of Kings, State of California, more particularly described as follows:

All of the west half of said alley lying southerly of the easterly extension of the north line of Lot 6 of said replatting, and all of the east half of said alley lying southerly of the westerly extension of the north line of Lot 13 of said replatting.

Containing 2,338 square feet, more or less.

See Exhibit C, attached hereto and made a part hereof.

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EXHIBIT B

All of the east half of said alley lying northerly of the westerly extension of the north line of Lot 13 of said replatting.

EXCEPTING THEREFROM any portion thereof lying within the area previously abandoned per Document Number 4890, Recorded in Book 758, at Page 182, Official Records of Kings County.

Containing 213 square feet, more or less.

See Exhibit C, attached hereto and made a part hereof.

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EXHIBIT A

Containing 2,338 square feet, more or less.

See Exhibit C, attached hereto and made a part hereof.

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EXHIBIT B

All of the east half of said alley lying northerly of the westerly extension of the north line of Lot 13 of said replatting.

EXCEPTING THEREFROM any portion thereof lying within the area previously abandoned per Document Number 4890, Recorded in Book 758, at Page 182, Official Records of Kings County.

Containing 213 square feet, more or less.

See Exhibit C, attached hereto and made a part hereof.

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Plan Review Team
Land Management
[email protected]
PG&E Gas and Electric Facilities Page 1
Public
August 1, 2023
Diana Black
City of Hanford
317 N Douty Street
Hanford, CA 93230
Ref: Gas and Electric Transmission and Distribution
Dear Diana Black,
Thank you for submitting the 2023-01 plans for our review. PG&E will review the submitted plans in relationship to any existing Gas and Electric facilities within the project area. If the proposed project is adjacent/or within PG&E owned property and/or easements, we will be working with you to ensure compatible uses and activities near our facilities.

Attached you will find information and requirements as it relates to Gas facilities (Attachment 1) and Electric facilities (Attachment 2). Please review these in detail, as it is critical to ensure your safety and to protect PG&E’s facilities and its existing rights.

Below is additional information for your review:

1. This plan review process does not replace the application process for PG&E gas or electric service your project may require. For these requests, please continue to work with PG&E Service Planning: https://www.pge.com/en_US/business/services/buildingand-renovation/overview/overview.page.

2. If the project being submitted is part of a larger project, please include the entire scope of your project, and not just a portion of it. PG&E’s facilities are to be incorporated within any CEQA document. PG&E needs to verify that the CEQA document will identify any required future PG&E services.

3. An engineering deposit may be required to review plans for a project depending on the size, scope, and location of the project and as it relates to any rearrangement or new installation of PG&E facilities.

Any proposed uses within the PG&E fee strip and/or easement, may include a California Public Utility Commission (CPUC) Section 851 filing. This requires the CPUC to render approval for a conveyance of rights for specific uses on PG&E’s fee strip or easement. PG&E will advise if the necessity to incorporate a CPUC Section 851filing is required.

This letter does not constitute PG&E’s consent to use any portion of its easement for any purpose not previously conveyed. PG&E will provide a project specific response as required.

Sincerely,
Plan Review Team
Land Management

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PG&E Gas and Electric Facilities Page 2
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Attachment 1 – Gas Facilities
There could be gas transmission pipelines in this area which would be considered critical facilities for PG&E and a high priority subsurface installation under California law. Care must be taken to ensure safety and accessibility. So, please ensure that if PG&E approves work near gas transmission pipelines it is done in adherence with the below stipulations. Additionally, the following link provides additional information regarding legal requirements under California excavation laws: https://www.usanorth811.org/images/pdfs/CA-LAW-2018.pdf

1. Standby Inspection: A PG&E Gas Transmission Standby Inspector must be present during any demolition or construction activity that comes within 10 feet of the gas pipeline. This includes all grading, trenching, substructure depth verifications (potholes), asphalt or concrete demolition/removal, removal of trees, signs, light poles, etc. This inspection can be coordinated through the Underground Service Alert (USA) service at 811. A minimum notice of 48 hours is required. Ensure the USA markings and notifications are maintained throughout the duration of your work.

2. Access: At any time, PG&E may need to access, excavate, and perform work on the gas pipeline. Any construction equipment, materials, or spoils may need to be removed upon notice.

Any temporary construction fencing installed within PG&E’s easement would also need to be capable of being removed at any time upon notice. Any plans to cut temporary slopes exceeding a 1:4 grade within 10 feet of a gas transmission pipeline need to be approved by PG&E Pipeline Services in writing PRIOR to performing the work.

3. Wheel Loads: To prevent damage to the buried gas pipeline, there are weight limits that must be enforced whenever any equipment gets within 10 feet of traversing the pipe.

Ensure a list of the axle weights of all equipment being used is available for PG&E’s Standby Inspector. To confirm the depth of cover, the pipeline may need to be potholed by hand in a few areas.

Due to the complex variability of tracked equipment, vibratory compaction equipment, and cranes, PG&E must evaluate those items on a case-by-case basis prior to use over the gas pipeline (provide a list of any proposed equipment of this type noting model numbers and specific attachments).

No equipment may be set up over the gas pipeline while operating. Ensure crane outriggers are at least 10 feet from the centerline of the gas pipeline. Transport trucks must not be parked over the gas pipeline while being loaded or unloaded.

4. Grading: PG&E requires a minimum of 36 inches of cover over gas pipelines (or existing grade if less) and a maximum of 7 feet of cover at all locations. The graded surface cannot exceed a cross slope of 1:4.

5. Excavating: Any digging within 2 feet of a gas pipeline must be dug by hand. Note that while the minimum clearance is only 24 inches, any excavation work within 24 inches of the edge of a pipeline must be done with hand tools. So to avoid having to dig a trench entirely with hand tools, the edge of the trench must be over 24 inches away. (Doing the math for a 24 inch

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PG&E Gas and Electric Facilities Page 3
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wide trench being dug along a 36 inch pipeline, the centerline of the trench would need to be at least 54 inches [24/2 + 24 + 36/2 = 54] away, or be entirely dug by hand.) Water jetting to assist vacuum excavating must be limited to 1000 psig and directed at a 40° angle to the pipe. All pile driving must be kept a minimum of 3 feet away.

Any plans to expose and support a PG&E gas transmission pipeline across an open excavation need to be approved by PG&E Pipeline Services in writing PRIOR to performing the work.

6. Boring/Trenchless Installations: PG&E Pipeline Services must review and approve all plans to bore across or parallel to (within 10 feet) a gas transmission pipeline. There are stringent criteria to pothole the gas transmission facility at regular intervals for all parallel bore installations.

For bore paths that cross gas transmission pipelines perpendicularly, the pipeline must be potholed a minimum of 2 feet in the horizontal direction of the bore path and a minimum of 24 inches in the vertical direction from the bottom of the pipe with minimum clearances measured from the edge of the pipe in both directions. Standby personnel must watch the locator trace (and every ream pass) the path of the bore as it approaches the pipeline and visually monitor the pothole (with the exposed transmission pipe) as the bore traverses the pipeline to ensure adequate clearance with the pipeline. The pothole width must account for the inaccuracy of the locating equipment.

7. Substructures: All utility crossings of a gas pipeline should be made as close to perpendicular as feasible (90° +/- 15°). All utility lines crossing the gas pipeline must have a minimum of 24 inches of separation from the gas pipeline. Parallel utilities, pole bases, water line ‘kicker blocks’, storm drain inlets, water meters, valves, back pressure devices or other utility substructures are not allowed in the PG&E gas pipeline easement.

If previously retired PG&E facilities are in conflict with proposed substructures, PG&E must verify they are safe prior to removal. This includes verification testing of the contents of the facilities, as well as environmental testing of the coating and internal surfaces. Timelines for PG&E completion of this verification will vary depending on the type and location of facilities in conflict.

8. Structures: No structures are to be built within the PG&E gas pipeline easement. This includes buildings, retaining walls, fences, decks, patios, carports, septic tanks, storage sheds, tanks, loading ramps, or any structure that could limit PG&E’s ability to access its facilities.

9. Fencing: Permanent fencing is not allowed within PG&E easements except for perpendicular crossings which must include a 16 foot wide gate for vehicular access. Gates will be secured with PG&E corporation locks.

10. Landscaping: Landscaping must be designed to allow PG&E to access the pipeline for maintenance and not interfere with pipeline coatings or other cathodic protection systems. No trees, shrubs, brush, vines, and other vegetation may be planted within the easement area.

Only those plants, ground covers, grasses, flowers, and low-growing plants that grow unsupported to a maximum of four feet (4’) in height at maturity may be planted within the easement area.

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11. Cathodic Protection: PG&E pipelines are protected from corrosion with an “Impressed Current” cathodic protection system. Any proposed facilities, such as metal conduit, pipes, service lines, ground rods, anodes, wires, etc. that might affect the pipeline cathodic protection system must be reviewed and approved by PG&E Corrosion Engineering.

12. Pipeline Marker Signs: PG&E needs to maintain pipeline marker signs for gas transmission pipelines in order to ensure public awareness of the presence of the pipelines.

With prior written approval from PG&E Pipeline Services, an existing PG&E pipeline marker sign that is in direct conflict with proposed developments may be temporarily relocated to accommodate construction work. The pipeline marker must be moved back once construction is complete.

13. PG&E is also the provider of distribution facilities throughout many of the areas within the state of California. Therefore, any plans that impact PG&E’s facilities must be reviewed and approved by PG&E to ensure that no impact occurs which may endanger the safe operation of its facilities.

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Attachment 2 – Electric Facilities
It is PG&E’s policy to permit certain uses on a case by case basis within its electric transmission fee strip(s) and/or easement(s) provided such uses and manner in which they are exercised, will not interfere with PG&E’s rights or endanger its facilities. Some examples/restrictions are as follows:

1. Buildings and Other Structures: No buildings or other structures including the foot print and eave of any buildings, swimming pools, wells or similar structures will be permitted within fee strip(s) and/or easement(s) areas. PG&E’s transmission easement shall be designated on subdivision/parcel maps as “RESTRICTED USE AREA – NO BUILDING.”

2. Grading: Cuts, trenches or excavations may not be made within 25 feet of our towers.

Developers must submit grading plans and site development plans (including geotechnical reports if applicable), signed and dated, for PG&E’s review. PG&E engineers must review grade changes in the vicinity of our towers. No fills will be allowed which would impair ground-toconductor clearances. Towers shall not be left on mounds without adequate road access to base of tower or structure.

3. Fences: Walls, fences, and other structures must be installed at locations that do not affect the safe operation of PG&’s facilities. Heavy equipment access to our facilities must be maintained at all times. Metal fences are to be grounded to PG&E specifications. No wall, fence or other like structure is to be installed within 10 feet of tower footings and unrestricted access must be maintained from a tower structure to the nearest street. Walls, fences and other structures proposed along or within the fee strip(s) and/or easement(s) will require PG&E review; submit plans to PG&E Centralized Review Team for review and comment.

4. Landscaping: Vegetation may be allowed; subject to review of plans. On overhead electric transmission fee strip(s) and/or easement(s), trees and shrubs are limited to those varieties that do not exceed 10 feet in height at maturity. PG&E must have access to its facilities at all times, including access by heavy equipment. No planting is to occur within the footprint of the tower legs. Greenbelts are encouraged.

5. Reservoirs, Sumps, Drainage Basins, and Ponds: Prohibited within PG&E’s fee strip(s) and/or easement(s) for electric transmission lines.

6. Automobile Parking: Short term parking of movable passenger vehicles and light trucks (pickups, vans, etc.) is allowed. The lighting within these parking areas will need to be reviewed by PG&E; approval will be on a case by case basis. Heavy equipment access to PG&E facilities is to be maintained at all times. Parking is to clear PG&E structures by at least 10 feet.

Protection of PG&E facilities from vehicular traffic is to be provided at developer’s expense AND to PG&E specifications. Blocked-up vehicles are not allowed. Carports, canopies, or awnings are not allowed.

7. Storage of Flammable, Explosive or Corrosive Materials: There shall be no storage of fuel or combustibles and no fueling of vehicles within PG&E’s easement. No trash bins or incinerators are allowed.

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8. Streets and Roads: Access to facilities must be maintained at all times. Street lights may be allowed in the fee strip(s) and/or easement(s) but in all cases must be reviewed by PG&E for proper clearance. Roads and utilities should cross the transmission easement as nearly at right angles as possible. Road intersections will not be allowed within the transmission easement.

9. Pipelines: Pipelines may be allowed provided crossings are held to a minimum and to be as nearly perpendicular as possible. Pipelines within 25 feet of PG&E structures require review by PG&E. Sprinklers systems may be allowed; subject to review. Leach fields and septic tanks are not allowed. Construction plans must be submitted to PG&E for review and approval prior to the commencement of any construction.

10. Signs: Signs are not allowed except in rare cases subject to individual review by PG&E.

11. Recreation Areas: Playgrounds, parks, tennis courts, basketball courts, barbecue and light trucks (pickups, vans, etc.) may be allowed; subject to review of plans. Heavy equipment access to PG&E facilities is to be maintained at all times. Parking is to clear PG&E structures by at least 10 feet. Protection of PG&E facilities from vehicular traffic is to be provided at developer’s expense AND to PG&E specifications.

12. Construction Activity: Since construction activity will take place near PG&E’s overhead electric lines, please be advised it is the contractor’s responsibility to be aware of, and observe the minimum clearances for both workers and equipment operating near high voltage electric lines set out in the High-Voltage Electrical Safety Orders of the California Division of Industrial Safety (https://www.dir.ca.gov/Title8/sb5g2.html), as well as any other safety regulations.

Contractors shall comply with California Public Utilities Commission General Order 95 (http://www.cpuc.ca.gov/gos/GO95/go_95_startup_page.html) and all other safety rules. No construction may occur within 25 feet of PG&E’s towers. All excavation activities may only commence after 811 protocols has been followed.

Contractor shall ensure the protection of PG&E’s towers and poles from vehicular damage by (installing protective barriers) Plans for protection barriers must be approved by PG&E prior to construction.

13. PG&E is also the owner of distribution facilities throughout many of the areas within the state of California. Therefore, any plans that impact PG&E’s facilities must be reviewed and approved by PG&E to ensure that no impact occurs that may endanger the safe and reliable operation of its facilities.

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July 31, 2023
City of Hanford Water
Pacific Gas & Electric
Southern California Edison Company
Southern California Gas Company
SBC
Comcast
RE: Notification to Utilities concerning Road Abandonment No. 2023-01 The Community Development Department of the City of Hanford is requesting your comments concerning Road Abandonment No. 2023-01. The application was filed by the QK on behalf of St. Brigid’s Church (Roman Catholic Bishop of Fresno) requesting the following:

Abandonment of approximately 2,551 square feet of alleyway located north of Florinda Street, between parcels located on Douty Street and Harris Street.

Subject Abandonment Area (shown in red)
See enclosed Exhibits and legal descriptions.

Please review this project and provide any comments and/or recommendations that you feel are appropriate, including any scientific or factual information that would be useful in our evaluation. It is the lead agency City of HANFORD CALIFORNIA 93230
CITY OFFICES 317 NORTH DOUTY STREET
MAYOR
Travis Paden

VICE-MAYOR
Mark Kairis

COUNCIL MEMBERS
Lou Martinez
Kalish Morrow
Diane Sharp

CITY M ANAG ER
Mario Cifuentez II

C I TY ATTOR N EY
Robert M. Dowd

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(City of Hanford) opinion that a Categorical Exemption (Section 15305.a) should be processed in accordance with the California Environmental Quality Act (CEQA) Guidelines. CEQA Guidelines Section 15305.a allows for minor alterations in land use limitations in areas with a slope of less than 20% and includes minor lot line adjustments not resulting in the creation of any new parcel.

It is requested that your comments, if any, be transmitted to this office, by August 31, 2023. Failure to comment will indicate approval of the project and no additional information will be sent to you. If you have any questions or concerns regarding this project please email me at [email protected] Sincerely,
Gabrielle Myers
Gabrielle Myers
Senior Planner
City of Hanford
I (do) (do not) have comments regarding this Road Abandonment Application _______________________________________________________________ Signature Agency Date
AT&T 8/3/23

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EXHIBIT B

All of the east half of said alley lying northerly of the westerly extension of the north line of Lot 13 of said replatting.

EXCEPTING THEREFROM any portion thereof lying within the area previously abandoned per Document Number 4890, Recorded in Book 758, at Page 182, Official Records of Kings County.

Containing 213 square feet, more or less.

See Exhibit C, attached hereto and made a part hereof.

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EXHIBIT A

Containing 2,338 square feet, more or less.

See Exhibit C, attached hereto and made a part hereof.

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Notice of Exemption 2024-51
To: Office of Planning and Research
P.O. Box 3044, Room 212
Sacramento, CA 95812-3044
County Clerk
County of Kings
Kings County Government Center
Hanford, CA 93230
From: City of Hanford – Gabrielle Myers (Senior Planner) 317 N. Douty Street
Hanford, CA 93230
(559)585-2578
Project Title: Road Abandonment No.0001-23
Project Location – 1001 N Douty Street, Alley N of Florinda St, between Douty And Harris Streets
Project Location – City: Hanford Project Location – County: Kings County Description of Nature, Purpose and Beneficiaries of Project: Roadway Abandonment No. 0001-23, a request by QK on behalf of St.

Brigid’s Church (roman Catholic Bishop of Fresno) to abandon approximately 2,551 square feet of alleyway located north of Florinda Street, between parcels located on Douty Street and Harris Street. The recommendation also includes a finding of ambiguity clarification pertaining to the land use and zoning on abandoned property.

Name of Public Agency Approving Project: City of Hanford__________________________ Name of Person or Agency Carrying Out Project: QK – Mark Huntley Exempt Status: (check one)
Ministerial (Sec. 21080(b)(1); 152698);
Declared Emergency (Sec. 21080(b)(3); 15269 (a));
Emergency Project (Sec. 21080(b)(4); 15269(b)(c));
Categorical Exemption: State type and section number: 15305(a), Minor Alterations in Land Use Limitations Statutory Exemption. State code number:

Reasons why project is exempt:
15305. MINOR ALTERATIONS IN LAND USE LIMITATIONS Class 5 consists of minor alterations in land use limitations in areas with an average slope of less than 20%, which do not result in any changes in land use or density, including but not limited to: (a) Minor lot line adjustments, side yard, and set back variances not resulting in the creation of any new parcel; Lead Agency Contact Person: Jason Waters Telephone: (559) 585-2590 Signature: Date: June 25, 2024 Title: Deputy City Manager Signed by Lead Agency Date received for filing at OPR:

Signed by Applicant
Applicant Information:

Name: QK – Mark Huntley
Address: 609 N Irwin St. Hanford, CA 93230
Phone Number: (858) 337-1699

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14.A.

AGENDA

STAFF REPORT
MEETING DATE: 8/6/2024 AGENDA SECTION: GENERAL BUSINESS SUBJECT:

Approval of the purchase agreement with Everything Ice to purchase a 60' x 100' ice rink, ten skate aids, and a used propane Zamboni Model 500 for $186,737.86; Authorization for the City Manager to execute the necessary documents; and additional Appropriation of $80,057.52 from the General Fund to fund the purchase.

RECOMMENDATION:

Recommendation: Council award and authorization for the City Manager to execute the purchase agreement with Everything Ice to purchase a 60' x 100' ice rink, ten skate aids, and a used propane Zamboni Model 500 for $186,737.86, and additional appropriation of $80,057.52 from the General Fund.

Recommended Motion:

I move for award and authorization for the City Manager to execute the purchase agreement with Everything Ice to purchase a 60' x 100' ice rink, ten skate aids, and a used propane Zamboni Model 500 for $186,737.86, and additional appropriation of $80,057.52 from the General Fund.

BACKGROUND:

After three successful seasons, the Winter Wonderland event has become a regional destination within the Southern San Joaquin Valley. Last year, it drew 110,471 visitors, solicited strong sponsorship support from local businesses, and created memorable holiday experiences for families.

On February 2, 2024, staff provided the Council with a final report on the event. Due to strong ticket sales, sponsorships, and vendor revenue splits, the event created a net revenue of $106,679.34.

Staff also presented the analysis of the financial benefits of purchasing versus continued renting of the ice rink (see attached Ice Rink Purchase Analysis). The Council appropriated $106,679.34 to the FY 24/25 budget towards the ice rink purchase.

A Request for Bids (RFB) was posted on the City's procurement system, BidNet, on May 28, 2024, and closed on June 25, 2024. The Scope of Work included a 60'x 100' portable ice rink and five alternate bid items:
• 450 pairs of rental skates
• Skate racks
• Skate sharpening machine

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• Ten skate aids
• Used Zamboni Model 500
Three bids were received:

Company Bid Price
Everything Ice $162,736.86
Industrial Frigo $167,256.13
Technology International Did not meet the specifications. (See attached Bid Summary and the Everything Ice Proposal).

Based on the low bid price, staff recommends awarding the bid to Everything Ice. In addition, staff recommends purchasing ten skate aids and one used Zamboni 500 from Everything Ice. The remaining alternate bid items will be directly purchased from the manufacturers, saving the City considerable expense. The total award to Everything Ice is:
60' x 100' Portable Ice Rink $162,736.86
Ten Skate Aids $6,000
Used Zamboni Model 500* $18,000
TOTAL AWARD $186,736.86 (The price includes tax and shipping charges). *Before purchasing the used propane Zamboni Model 500, staff will contract a third-party mechanic to thoroughly inspect it and obtain all maintenance records to ensure it is in good working order and will not require extensive repairs.

The purchase of the ice rink and alternate bid items has an excellent return and long-term investment in the future of the Winter Wonderland event for many years. As a result of this purchase, future event expenses will be reduced by $100,000 - $120,000 annually, providing solid financial sustainability.

FISCAL IMPACT:

The Fiscal Impact of this award is the $106,679.34 that the Council appropriated on February 2, 2023, from the past year's net revenue and an additional $80,057.52 from this year's budget.

ATTACHMENTS:

1. Bid Summary

2. Everything Ice Proposal

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FINANCE DEPARTMENT | 315 N. DOUTY ST. HANFORD, CA 93230 559.585.2152 | WWW.HANFORD.CITY

CITY OF HANFORD, CA
RFB 2024-22
Supply and Delivery of a Portable Ice Rink
Closing Date: Tuesday, June 25, 2024 at 2:00 p.m.

Location: Online Bidding via BidNet

BIDDER NAME TOTAL BID AMOUNT
Everything Ice
Salix, PA $ 162,736.86
Industrial Frigo Ice USA
Longwood, FL $ 167,256.13
Technology International Inc.

Lake Mary, FL $ 62,097.75 Does not meet specifications

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Everything Ice – 115 School Street PO Box 250Salix, Pennsylvania 15952 888.543.0921 [email protected]
June 23, 2024
Dear City of Hanford,
Thank you for the opportunity to provide a proposal for the portable ice rink equipment for the seasonal ice rink per RFB No 2024-22. The base bid is supply only of the portable rink piping system, dasherboards, and propylene glycol with 1 day of site supervision/training. Everything Ice treats each customer, and project, with the same attention to detail and direct communication. We are sure you will be pleased with the information found within the enclosed proposal.

Everything Ice is a design, direct manufacturer, and installer of ice rink equipment worldwide. We have a large professional staff dedicated to this specialized industry. We service municipal accounts; small, non-profit hockey organizations; major arena complexes; and private residential individuals. If you are a general contractor, designer, or individual looking to build a rink, Everything Ice will offer endless services regarding all aspects of arena design, most of which is available electronically.

Everything Ice is not just another ice rink supply company...you will learn we are much more! We are aggressive innovators of new technologies, design, and ice rink construction specialists, and equipped with numerous tools to help with development. We demonstrate how to get it done right, on time, and within a responsible budget with the best equipment available.

Once you experience Everything Ice’s extraordinary services, you will never accept second best. We look forward to being your partner in planning, design, and complete construction.

Best regards,
Ian Bennett
Sales Manager
Everything Ice

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Seasonal Ice Rink Equipment
Hanford, CA
June 23, 2024

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Everything Ice, Inc.

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Everything Ice, Inc.

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Table of Contents
FIRM INFORMATION..................................................................................................................................... 1 Highlights ....................................................................................................................................................... 2 TEAM MEMBER INNOVATIONS ................................................................................................................................. 2 PATENT............................................................................................................................................................... 2 MEMBERSHIPS & AWARDS ..................................................................................................................................... 2 PRODUCTS & SERVICES ................................................................................................................................. 3 RINK PIPING SYSTEMS - PORTABLE................................................................................................................. 4 Instant Ice – The Most Advanced Portable System .......................................................................................... 4 ADVANTAGES OF THE INSTANT ICE SYSTEM ................................................................................................................. 5 Porta-Ice – Over 20 Years of Performance ...................................................................................................... 6 ADVANTAGES OF THE PORTA ICE SYSTEM ................................................................................................................... 7 APPLICABLE PREVIOUS EXPERIENCE AND REFERENCES ................................................................................... 8 Project Profiles and References ...................................................................................................................... 8 KEY PERSONNEL ......................................................................................................................................... 12 BID FORM AND EXHIBITS............................................................................................................................. 14 FEE AND SCHEDULE OF WORK..................................................................................................................... 15 Construction - Equipment ............................................................................................................................. 15 PORTABLE RINK FLOOR SYSTEM (100’ X 60’ X 20’)................................................................................................... 15 RECREATIONAL SERIES DASHERBOARDS.................................................................................................................... 15 GENERAL CONDITIONS ......................................................................................................................................... 16 ALTERNATE BID ITEMS.......................................................................................................................................... 16 UPGRADE OPTION: PORTABLE RINK FLOOR SYSTEM (100’ X 60’ X 20’).................................................................... 16 ITEMS NOT INCLUDED........................................................................................................................................... 17 WARRANTY........................................................................................................................................................ 17 TERMS AND CONDITIONS ...................................................................................................................................... 17 ACCEPTANCE.............................................................................................................................................. 18

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Hanford City CouncilAugust 6, 2024

Hanford City Council
August 6, 2024