Cities Index.
Attachment B - Main Street and Market Street Traffic Study

City Council and Concurrent Authorities
April 15, 2025

Document
Attachment B - Main Street and Market Street Traffic Study
Meeting
April 15, 2025
Body
City Council and Concurrent Authorities
Pages
89
Original file
23.1 MB
Text extracted from the city's file for reading and search. Open the original on legistar1.granicus.com. That file is the official record.

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 33: S Sutter Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 2 2 8 1 8 00000 1 0 2 1 64 9 50 F u t u r e V o l u m e ( v p h ) 2 2 8 1 8 00000 1 0 2 1 64 9 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 0.95
Frpb, ped/bikes 0.92 1.00 0.89 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.99
Frt 0.93 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 3013 1863 1420 3522
Flt Permitted 0.99 1.00 1.00 0.94
Satd. Flow (perm) 3013 1863 1420 3346
Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 A d j . F l o w ( v p h ) 2 9 1 0 8 1 0 70000 1 3 6 2 15 1 2 70 RTOR Reduction (vph) 0 61000000 1 2000
Lane Group Flow (vph) 0 18 300000 1 3 690 1 3 20
Confl. Peds. (#/hr) 24 154 70 70
Confl. Bikes (#/hr) 1 2
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 1291 798 608 1434
v/s Ratio Prot c0.07
v/s Ratio Perm 0.06 0.01 0.04
v/c Ratio 0.14 0.17 0.01 0.09
Uniform Delay, d1 12.1 12.3 11.5 11.8
Progression Factor 1.90 1.00 1.00 0.28
Incremental Delay, d2 0.2 0.4 0.0 0.1
Delay (s) 23.3 12.7 11.5 3.4
Level of Service C B B A
Approach Delay (s/veh) 23.3 0.0 12.6 3.4
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 34: California Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 16 70 14 0 0 0 0 268 74 34 214 0 Future Volume (veh/h) 16 70 14 0 0 0 0 268 74 34 214 0
I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 21 92 18 0 353 97 45 282 0
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 152 689 139 0 1617 438 267 1640 0
Arrive On Green 0.27 0.27 0.27 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 561 2539 514 0 2855 748 345 2885 0
Grp Volume(v), veh/h 69 0 62 0 225 225 167 160 0
Grp Sat Flow(s),veh/h/ln1842 0 1772 0 1777 1733 1528 1617 0 Q Serve(g_s), s 2.0 0.0 1.9 0.0 4.2 4.3 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.0 0.0 1.9 0.0 4.2 4.3 0.0 0.0 0.0 Prop In Lane 0.30 0.29 0.00 0.43 0.27 0.00
Lane Grp Cap(c), veh/h 500 0 481 0 1041 1015 960 947 0
V/C Ratio(X) 0.14 0.00 0.13 0.00 0.22 0.22 0.17 0.17 0.00 Avail Cap(c_a), veh/h 500 0 481 0 1041 1015 960 947 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.99 0.00 0.99 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 19.3 0.0 19.3 0.0 6.9 6.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.0 0.5 0.0 0.5 0.5 0.4 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.9 0.0 0.8 0.0 1.5 1.5 0.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.9 0.0 19.8 0.0 7.4 7.4 0.4 0.4 0.0 L n G r p L O S B B AAAA
Approach Vol, veh/h 131 450 327
Approach Delay, s/veh 19.8 7.4 0.4
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 6.3 4.0 2.0
Green Ext Time (p_c), s 0.5 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 6.7
HCM 6th LOS A

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 35: S American Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 3 0 1 4 10000000 1 0 800 F u t u r e V o l u m e ( v p h ) 3 0 1 4 10000000 1 0 800 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.99
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 3496 1765
Flt Permitted 0.99 0.75
Satd. Flow (perm) 3496 1407
Peak-hour factor, PHF 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 A d j . F l o w ( v p h ) 5 6 2 6 10000000 2 0 000
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 31 700000000 2 0 00
Confl. Peds. (#/hr) 10 2 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1997 402
v/s Ratio Prot
v/s Ratio Perm 0.09 c0.14
v/c Ratio 0.15 0.49
Uniform Delay, d1 7.0 20.8
Progression Factor 0.88 0.64
Incremental Delay, d2 0.1 3.7
Delay (s) 6.4 17.3
Level of Service A B
Approach Delay (s/veh) 6.4 0.0 0.0 17.3
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 36: S Stanislaus Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 5 1 9 4 1 0 80000 5 1 2 5 29 2 1 50 F u t u r e V o l u m e ( v p h ) 5 1 9 4 1 0 80000 5 1 2 5 29 2 1 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.93 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 3246 3486 3532
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 3246 3486 3256
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 A d j . F l o w ( v p h ) 7 1 1 3 1 1 5 00000 7 1 1 7 2 1 2 2 9 90 RTOR Reduction (vph) 0 9600000 1 10000
Lane Group Flow (vph) 0 25 600000 7 7 200 3 1 20
Confl. Peds. (#/hr) 13 4 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1159 1743 1628
v/s Ratio Prot c0.22
v/s Ratio Perm 0.08 0.10
v/c Ratio 0.22 0.44 0.19
Uniform Delay, d1 15.7 11.2 9.6
Progression Factor 0.96 1.00 0.70
Incremental Delay, d2 0.4 0.8 0.2
Delay (s) 15.5 12.0 7.0
Level of Service B B A
Approach Delay (s/veh) 15.5 0.0 12.0 7.0
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 11.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.35
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
37: S Grant Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 5 2 1 0 20000080950
F u t u r e V o l , v e h / h 5 2 1 0 20000080950
C o n f l i c t i n g P e d s , # / h r 1 000000004400 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 74 146 0 0 0 0 0 11 0 13 7 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 10 0 0 - 304 77 241 304 -
Stage 1 - - - - 294 - 10 10 -
Stage 2 - - - - 10 - 231 294 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1608 - - 0 608 968 693 608 0
Stage 1 - - - 0 668 - - - 0
Stage 2 - - - 0 - - 751 668 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1593 - - - 572 968 649 572 -
Mov Cap-2 Maneuver - - - - 572 - 649 572 -
Stage 1 - - - - 634 - - - -
Stage 2 - - - - - - 700 634 -
Approach EB NB SB
HCM Control Delay, s/v 2.6 11.4 11

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 572 1593 - - 619
HCM Lane V/C Ratio 0.02 0.047 - - 0.032
HCM Control Delay (s/veh) 11.4 7.4 0.1 - 11
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0.1 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Conditions
38: S Aurora Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 88 15 0 0 0 0 102 9 4 36 0
Future Vol, veh/h 9 88 15 0 0 0 0 102 9 4 36 0
C o n f l i c t i n g P e d s , # / h r 201000002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 12 113 19 0 0 0 0 131 12 5 46 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 150 69 150 159 -
Stage 1 - - - - 148 - 2 2 -
Stage 2 - - - - 2 - 148 157 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 741 980 803 732 0
Stage 1 - - - 0 774 - - - 0
Stage 2 - - - 0 - - 840 767 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 733 979 679 724 -
Mov Cap-2 Maneuver - - - - 733 - 679 724 -
Stage 1 - - - - 767 - - - -
Stage 2 - - - - - - 683 760 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 10.9 10.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 748 1616 - - 719
HCM Lane V/C Ratio 0.19 0.007 - - 0.071
HCM Control Delay (s/veh) 10.9 7.2 0 - 10.4
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.7 0 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Conditions
39: Union Street & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 80 5 0 0 0 0 90 8 15 39 0
Future Vol, veh/h 8 80 5 0 0 0 0 90 8 15 39 0
C o n f l i c t i n g P e d s , # / h r 101000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 9 8 850000 9 99 1 6 4 30
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 111 49 114 113 -
Stage 1 - - - - 110 - 1 1 -
Stage 2 - - - - 1 - 113 112 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1620 - - 0 778 1009 851 776 0
Stage 1 - - - 0 803 - - - 0
Stage 2 - - - 0 - - 880 802 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - - 772 1008 757 770 -
Mov Cap-2 Maneuver - - - - 772 - 757 770 -
Stage 1 - - - - 797 - - - -
Stage 2 - - - - - - 759 796 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 10.3 10.1

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 787 1618 - - 766
HCM Lane V/C Ratio 0.137 0.005 - - 0.077
HCM Control Delay (s/veh) 10.3 7.2 0 - 10.1
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.5 0 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Conditions
40: Pilgrim Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 6 1 0 02000089 1 340
F u t u r e V o l , v e h / h 6 1 0 02000089 1 340
C o n f l i c t i n g P e d s , # / h r 301000009900
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 67 67 67 67 67 67 67 67 67 67 67 67
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 9 149 3 0 0 0 0 12 13 19 6 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 3 0 0 - 173 86 111 174 -
Stage 1 - - - - 170 - 3 3 -
Stage 2 - - - - 3 - 108 171 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1618 - - 0 719 956 855 718 0
Stage 1 - - - 0 757 - - - 0
Stage 2 - - - 0 - - 886 756 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1613 - - - 712 955 826 711 -
Mov Cap-2 Maneuver - - - - 712 - 826 711 -
Stage 1 - - - - 752 - - - -
Stage 2 - - - - - - 855 751 -
Approach EB NB SB
HCM Control Delay, s/v 0.4 9.5 9.7

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 823 1613 - - 796
HCM Lane V/C Ratio 0.031 0.006 - - 0.032
HCM Control Delay (s/veh) 9.5 7.2 0 - 9.7
HCM Lane LOS A A A - A
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 41: Airport Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 2 6 7 6 1 90000 8 1 5 3 9 7 7 5 9 10 F u t u r e V o l u m e ( v e h / h ) 2 6 7 6 1 90000 8 1 5 3 9 7 7 5 9 10 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 29 84 21 0 906 43 86 657 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 58 172 44 0 2805 133 283 2089 0
Arrive On Green 0.08 0.08 0.08 0.00 0.81 0.81 1.00 1.00 0.00 Sat Flow, veh/h 752 2240 575 0 3547 164 287 2656 0
Grp Volume(v), veh/h 71 0 63 0 466 483 329 414 0
Grp Sat Flow(s),veh/h/ln 1833 0 1735 0 1777 1841 1241 1617 0 Q Serve(g_s), s 3.3 0.0 3.2 0.0 6.0 6.0 0.2 0.0 0.0
Cycle Q Clear(g_c), s 3.3 0.0 3.2 0.0 6.0 6.0 6.2 0.0 0.0 Prop In Lane 0.41 0.33 0.00 0.09 0.26 0.00
Lane Grp Cap(c), veh/h 140 0 133 0 1443 1495 1058 1313 0 V/C Ratio(X) 0.50 0.00 0.48 0.00 0.32 0.32 0.31 0.32 0.00 Avail Cap(c_a), veh/h 448 0 424 0 1443 1495 1058 1313 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 39.9 0.0 39.8 0.0 2.1 2.1 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 1.0 0.0 0.6 0.6 0.7 0.6 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 0.0 1.4 0.0 1.2 1.3 0.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.9 0.0 40.8 0.0 2.7 2.7 0.7 0.6 0.0 L n G r p L O S D D AAAA
Approach Vol, veh/h 134 949 743
Approach Delay, s/veh 40.9 2.7 0.7
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 78.1 78.1 11.9
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 8.2 8.0 5.3
Green Ext Time (p_c), s 1.0 0.9 0.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 4.7
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Conditions
42: Sierra Nevada Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 178 2 0 0 0 0 15 15 24 7 0
Future Vol, veh/h 14 178 2 0 0 0 0 15 15 24 7 0
C o n f l i c t i n g P e d s , # / h r 202000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 16 200 2 0 0 0 0 17 17 27 8 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 237 103 143 238 -
Stage 1 - - - - 235 - 2 2 -
Stage 2 - - - - 2 - 141 236 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 663 932 812 662 0
Stage 1 - - - 0 709 - - - 0
Stage 2 - - - 0 - - 847 708 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 653 930 774 652 -
Mov Cap-2 Maneuver - - - - 653 - 774 652 -
Stage 1 - - - - 700 - - - -
Stage 2 - - - - - - 803 699 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 9.9 10.1

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 767 1616 - - 743
HCM Lane V/C Ratio 0.044 0.01 - - 0.047
HCM Control Delay (s/veh) 9.9 7.3 0 - 10.1
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 5 1 4 0 5 00000 6 8 6 6 3 1 1 8 6 2 30 F u t u r e V o l u m e ( v e h / h ) 1 5 1 4 0 5 00000 6 8 6 6 3 1 1 8 6 2 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 16 149 53 0 730 67 126 663 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 24 229 84 0 2141 196 157 2822 0
Arrive On Green 0.03 0.03 0.03 0.00 0.65 0.65 0.12 1.00 0.00 Sat Flow, veh/h 256 2420 886 0 3384 302 1781 3647 0
Grp Volume(v), veh/h 116 0 102 0 394 403 126 663 0
Grp Sat Flow(s),veh/h/ln 1858 0 1704 0 1777 1815 1781 1777 0 Q Serve(g_s), s 5.6 0.0 5.3 0.0 9.0 9.0 6.2 0.0 0.0
Cycle Q Clear(g_c), s 5.6 0.0 5.3 0.0 9.0 9.0 6.2 0.0 0.0 Prop In Lane 0.14 0.52 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 176 0 161 0 1156 1181 157 2822 0 V/C Ratio(X) 0.66 0.00 0.63 0.00 0.34 0.34 0.80 0.23 0.00 Avail Cap(c_a), veh/h 433 0 398 0 1156 1181 257 2822 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.98 0.98 0.00 Uniform Delay (d), s/veh 42.2 0.0 42.0 0.0 7.1 7.1 39.0 0.0 0.0 Incr Delay (d2), s/veh 1.6 0.0 1.5 0.0 0.8 0.8 3.6 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 2.4 0.0 3.3 3.4 2.8 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.7 0.0 43.6 0.0 7.9 7.8 42.6 0.2 0.0 LnGrp LOS D D A A D A
Approach Vol, veh/h 218 797 789
Approach Delay, s/veh 43.7 7.9 7.0
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.9 63.6 76.5 13.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 8.2 11.0 2.0 7.6
Green Ext Time (p_c), s 0.1 14.0 15.0 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 11.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
HCM 6th TWSC Existing Conditions
44: S Eugenia Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 304 16 0 0 0 37
Future Vol, veh/h 304 16 0 0 0 37
Conflicting Peds, #/hr 0 2 0 0 0 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - ---- 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 330 17 0 0 0 40
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 177
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 835
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 833
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 9.5

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 833 - -
HCM Lane V/C Ratio 0.048 - -
HCM Control Delay (s/veh) 9.5 - -
HCM Lane LOS A - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
HCM 6th TWSC Existing Conditions
45: Della Street & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 5 4 2 5 6 1 20000325 5 40 F u t u r e V o l , v e h / h 5 4 2 5 6 1 20000325 5 40 C o n f l i c t i n g P e d s , # / h r 004000002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 6 1 2 8 8 1 30000326 6 10
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 421 157 270 427 -
Stage 1 - - - - 421 - 0 0 -
Stage 2 - - - - 0 - 270 427 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver - - - 0 522 861 661 518 0
Stage 1 - - - 0 587 - - - 0
Stage 2 - - - 0 - - 713 584 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 520 858 656 516 -
Mov Cap-2 Maneuver - - - - 520 - 656 516 -
Stage 1 - - - - 585 - - - -
Stage 2 - - - - - - 707 582 -
Approach EB NB SB
HCM Control Delay, s/v 10.9 12.8

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 617 - - - 526
HCM Lane V/C Ratio 0.009 - - - 0.126
HCM Control Delay (s/veh) 10.9 - - - 12.8
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0 - - - 0.4

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 13 38 7 121 0 0 128 18
Future Volume (vph) 0 0 0 23 13 38 7 121 0 0 128 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.97 1.00 0.99
Flpb, ped/bikes 0.97 0.99 1.00
Frt 0.92 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3055 3526 3461
Flt Permitted 0.98 0.94 1.00
Satd. Flow (perm) 3055 3332 3461
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 26 15 43 8 138 0 0 145 20
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 8 400 1 4 600 1 6 50
Confl. Peds. (#/hr) 16 10 28 28
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 4.8 29.2 29.2
Effective Green, g (s) 4.8 29.2 29.2
Actuated g/C Ratio 0.07 0.42 0.42
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 209 1389 1443
v/s Ratio Prot c0.05
v/s Ratio Perm 0.03 0.04
v/c Ratio 0.40 0.10 0.11
Uniform Delay, d1 31.2 12.4 12.4
Progression Factor 1.01 0.72 1.00
Incremental Delay, d2 0.4 0.1 0.1
Delay (s) 32.1 9.1 12.6
Level of Service C A B
Approach Delay (s/veh) 0.0 32.1 9.1 12.6
Approach LOS A C A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.09
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 20.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 28 12 13 134 0 0 85 23
Future Volume (vph) 0 0 0 23 28 12 13 134 0 0 85 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.98
Flpb, ped/bikes 0.98 0.99 1.00
Frt 0.97 1.00 0.96
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3302 1847 3377
Flt Permitted 0.98 0.97 1.00
Satd. Flow (perm) 3302 1800 3377
Peak-hour factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph) 0 0 0 29 35 15 16 170 0 0 108 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 7 900 1 8 600 1 3 70
Confl. Peds. (#/hr) 24 14 52 52
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 707 488 916
v/s Ratio Prot 0.04
v/s Ratio Perm 0.02 c0.10
v/c Ratio 0.11 0.38 0.14
Uniform Delay, d1 22.1 20.7 19.3
Progression Factor 0.65 0.68 1.00
Incremental Delay, d2 0.3 2.2 0.3
Delay (s) 14.8 16.4 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 14.8 16.4 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 26.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 4: California Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 27 42 24 9 216 0 0 249 8
Future Volume (vph) 0 0 0 27 42 24 9 216 0 0 249 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 3328 3531 3521
Flt Permitted 0.98 0.93 1.00
Satd. Flow (perm) 3328 3321 3521
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 0 0 0 31 48 28 10 248 0 0 286 9
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 1 0 700 2 5 800 2 9 50
Confl. Peds. (#/hr) 2 9 9 9
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 713 901 955
v/s Ratio Prot c0.08
v/s Ratio Perm 0.03 0.08
v/c Ratio 0.15 0.28 0.30
Uniform Delay, d1 22.3 20.1 20.2
Progression Factor 1.74 0.83 1.00
Incremental Delay, d2 0.4 0.7 0.8
Delay (s) 39.4 17.5 21.1
Level of Service D B C
Approach Delay (s/veh) 0.0 39.4 17.5 21.1
Approach LOS A D B C
Intersection Summary
HCM 2000 Control Delay (s/veh) 22.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 24.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 5: S American Street/N American Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 22 73 19 3 24 0 0 12 15
Future Volume (vph) 0 0 0 22 73 19 3 24 0 0 12 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.98
Flpb, ped/bikes 0.99 0.99 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 0.99 0.99 1.00 1.00
Satd. Flow (prot) 3375 1851 1863 1561
Flt Permitted 0.99 0.98 1.00 1.00
Satd. Flow (perm) 3375 1829 1863 1561
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 0 0 0 26 86 22 4 28 0 0 14 18
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 1 3 400 3 200 1 4 1 8
Confl. Peds. (#/hr) 15 5 2 2
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 11.0 23.0 23.0 23.0
Effective Green, g (s) 11.0 23.0 23.0 23.0
Actuated g/C Ratio 0.16 0.33 0.33 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 530 600 612 512
v/s Ratio Prot 0.01
v/s Ratio Perm 0.04 c0.02 0.01
v/c Ratio 0.25 0.05 0.02 0.03
Uniform Delay, d1 25.8 16.0 15.8 15.9
Progression Factor 0.91 0.52 1.00 1.00
Incremental Delay, d2 1.1 0.1 0.0 0.1
Delay (s) 24.7 8.6 15.9 16.0
Level of Service C A B B
Approach Delay (s/veh) 0.0 24.7 8.6 16.0
Approach LOS A C A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 20.7 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.07
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 22.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 66 53 12 39 249 0 0 295 8
Future Volume (vph) 0 0 0 66 53 12 39 249 0 0 295 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.98 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 3397 3514 3523
Flt Permitted 0.97 0.87 1.00
Satd. Flow (perm) 3397 3104 3523
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 72 58 13 42 271 0 0 321 9
RTOR Reduction (vph) 000080000030
Lane Group Flow (vph) 0000 1 3 500 3 1 300 3 2 70
Confl. Peds. (#/hr) 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1213 1552 1761
v/s Ratio Prot 0.09
v/s Ratio Perm 0.04 c0.10
v/c Ratio 0.11 0.20 0.18
Uniform Delay, d1 15.0 9.7 9.6
Progression Factor 1.00 0.80 1.00
Incremental Delay, d2 0.1 0.2 0.2
Delay (s) 15.2 8.1 9.8
Level of Service B A A
Approach Delay (s/veh) 0.0 15.2 8.1 9.8
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 37.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 7 109 11 10 21 0 0 31 25
Future Vol, veh/h 0 0 0 7 109 11 10 21 0 0 31 25
C o n f l i c t i n g P e d s , # / h r 000101000000
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 10 156 16 14 30 0 0 44 36
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 121 194 - - 186 87
Stage 1 - - - 1 1 - - 185 -
Stage 2 - - - 120 193 - - 1 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
C r i t i c a l H d w y S t g 1 ------- 5 . 5 4-
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1620 - - 842 700 0 0 707 954
Stage 1 ----- 0 0 7 4 6-
Stage 2 - - - 872 740 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - 766 694 - - 701 953
Mov Cap-2 Maneuver - - - 766 694 - - 701 -
Stage 1 ------- 7 4 0-
Stage 2 - - - 784 734 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.4 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 716 1618 - - 795
HCM Lane V/C Ratio 0.062 0.006 - - 0.101
HCM Control Delay (s/veh) 10.4 7.2 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 15 60 1 12 96 0 0 38 5
Future Vol, veh/h 0 0 0 15 60 1 12 96 0 0 38 5
C o n f l i c t i n g P e d s , # / h r 000801100001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 18 72 1 14 116 0 0 46 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 8 0 0 104 118 - - 118 39
Stage 1 - - - 8 8 - - 110 -
Stage 2 - - - 96 110 - - 8 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
C r i t i c a l H d w y S t g 1 ------- 5 . 5 4-
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1611 - - 865 771 0 0 771 1024
Stage 1 ----- 0 0 8 0 3-
Stage 2 - - - 900 803 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1599 - - 806 755 - - 755 1023
Mov Cap-2 Maneuver - - - 806 755 - - 755 -
Stage 1 ------- 7 9 3-
Stage 2 - - - 833 793 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.4 10.7 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 760 1599 - - 779
HCM Lane V/C Ratio 0.171 0.011 - - 0.067
HCM Control Delay (s/veh) 10.7 7.3 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.6 0 - - 0.2

ATTACHMENT B
HCM 6th AWSC Existing Conditions
9: Union Street & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Intersection Delay, s/veh 8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 13 63 15 13 108 0 0 76 7
Future Vol, veh/h 0 0 0 13 63 15 13 108 0 0 76 7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 14 66 16 14 114 0 0 80 7
Number of Lanes 000020010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 2
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 2 0
HCM Control Delay, s/veh 8 8.1 7.8

HCM LOS A A A
Lane NBLn1 WBLn1 WBLn2 SBLn1
Vol Left, % 11% 29% 0% 0%
Vol Thru, % 89% 71% 68% 92%
Vol Right, % 0% 0% 32% 8%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 121 45 47 83
L T V o l 1 3 1 300
Through Vol 108 32 32 76
RT Vol 0 0 15 7
Lane Flow Rate 127 47 49 87
G e o m e t r y G r p 2552
Degree of Util (X) 0.152 0.067 0.065 0.103
Departure Headway (Hd) 4.29 5.159 4.786 4.26
Convergence, Y/N Yes Yes Yes Yes
Cap 839 697 751 845
Service Time 2.296 2.871 2.497 2.267
HCM Lane V/C Ratio 0.151 0.067 0.065 0.103
HCM Control Delay, s/veh 8.1 8.2 7.8 7.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.5 0.2 0.2 0.3

ATTACHMENT B
HCM 6th TWSC Existing Conditions
10: Pilgrim Street & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 18 82 15 8 16 0 0 20 5
Future Vol, veh/h 0 0 0 18 82 15 8 16 0 0 20 5
C o n f l i c t i n g P e d s , # / h r 000401300003
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 23 104 19 10 20 0 0 25 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 118 174 - - 165 66
Stage 1 - - - 4 4 - - 161 -
Stage 2 - - - 114 170 - - 4 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
C r i t i c a l H d w y S t g 1 ------- 5 . 5 4-
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1616 - - 846 718 0 0 727 984
Stage 1 ----- 0 0 7 6 4-
Stage 2 - - - 879 757 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1610 - - 805 704 - - 712 983
Mov Cap-2 Maneuver - - - 805 704 - - 712 -
Stage 1 ------- 7 5 2-
Stage 2 - - - 831 745 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.1 10.1 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 735 1610 - - 754
HCM Lane V/C Ratio 0.041 0.014 - - 0.042
HCM Control Delay (s/veh) 10.1 7.3 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 11: Airport Way & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 41 78 61 10 869 0 0 749 17 Future Volume (veh/h) 0 0 0 41 78 61 10 869 0 0 749 17
I n i t i a l Q ( Q b ) , v e h 000000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 43 82 64 11 915 0 0 788 18
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 77 147 115 51 2727 0 0 2805 64
Arrive On Green 0.10 0.10 0.10 1.00 1.00 0.00 0.00 0.79 0.79 Sat Flow, veh/h 777 1486 1167 13 3537 0 0 3644 81
Grp Volume(v), veh/h 101 0 88 494 432 0 0 394 412
Grp Sat Flow(s),veh/h/ln 1832 0 1598 1847 1617 0 0 1777 1855 Q Serve(g_s), s 4.7 0.0 4.7 0.0 0.0 0.0 0.0 5.4 5.4
Cycle Q Clear(g_c), s 4.7 0.0 4.7 0.0 0.0 0.0 0.0 5.4 5.4 Prop In Lane 0.42 0.73 0.02 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 181 0 158 1500 1277 0 0 1404 1466 V/C Ratio(X) 0.56 0.00 0.55 0.33 0.34 0.00 0.00 0.28 0.28 Avail Cap(c_a), veh/h 448 0 391 1500 1277 0 0 1404 1466 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.94 0.94 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 38.7 0.0 38.7 0.0 0.0 0.0 0.0 2.6 2.6 Incr Delay (d2), s/veh 1.0 0.0 1.1 0.6 0.7 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.2 0.0 1.9 0.2 0.2 0.0 0.0 1.3 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.7 0.0 39.8 0.6 0.7 0.0 0.0 3.1 3.0 LnGrp LOS D D A A A A
Approach Vol, veh/h 189 926 806
Approach Delay, s/veh 39.7 0.6 3.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 76.1 13.9 76.1
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 6.7 7.4
Green Ext Time (p_c), s 0.9 0.6 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 5.5
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Conditions
12: Sierra Nevada Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 30 139 40 9 37 0 0 49 32
Future Vol, veh/h 0 0 0 30 139 40 9 37 0 0 49 32
C o n f l i c t i n g P e d s , # / h r 000603900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 32 148 43 10 39 0 0 52 34
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 6 0 0 179 264 - - 243 108
Stage 1 - - - 6 6 - - 237 -
Stage 2 - - - 173 258 - - 6 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
C r i t i c a l H d w y S t g 1 ------- 5 . 5 4-
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1613 - - 766 640 0 0 658 925
Stage 1 ----- 0 0 7 0 8-
Stage 2 - - - 812 693 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1604 - - 676 620 - - 638 922
Mov Cap-2 Maneuver - - - 676 620 - - 638 -
Stage 1 ------- 6 9 0-
Stage 2 - - - 707 676 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.1 11.2 10.6

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 630 1604 - - 726
HCM Lane V/C Ratio 0.078 0.02 - - 0.119
HCM Control Delay (s/veh) 11.2 7.3 0.1 - 10.6
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0.4

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 13: S Wilson Way & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 111 183 27 936 0 0 933 29 Future Volume (veh/h) 0 0 0 107 111 183 27 936 0 0 933 29 I n i t i a l Q ( Q b ) , v e h 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 110 114 189 28 965 0 0 962 30
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 247 284 236 444 2629 0 0 2602 81
Arrive On Green 0.15 0.15 0.15 1.00 1.00 0.00 0.00 0.74 0.74 Sat Flow, veh/h 1660 1904 1582 567 3647 0 0 3611 110
Grp Volume(v), veh/h 118 106 189 28 965 0 0 486 506
Grp Sat Flow(s),veh/h/ln 1787 1777 1582 567 1777 0 0 1777 1850 Q Serve(g_s), s 5.4 4.8 10.4 0.6 0.0 0.0 0.0 8.8 8.8
Cycle Q Clear(g_c), s 5.4 4.8 10.4 9.4 0.0 0.0 0.0 8.8 8.8 Prop In Lane 0.93 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 266 265 236 444 2629 0 0 1315 1369 V/C Ratio(X) 0.44 0.40 0.80 0.06 0.37 0.00 0.00 0.37 0.37 Avail Cap(c_a), veh/h 457 454 404 444 2629 0 0 1315 1369 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 34.9 34.6 37.0 0.6 0.0 0.0 0.0 4.2 4.2 Incr Delay (d2), s/veh 0.4 0.4 2.4 0.2 0.3 0.0 0.0 0.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 2.1 4.1 0.0 0.1 0.0 0.0 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.3 35.0 39.4 0.8 0.3 0.0 0.0 5.0 5.0 LnGrp LOS D D D A A A A
Approach Vol, veh/h 413 993 992
Approach Delay, s/veh 37.1 0.3 5.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.6 18.4 71.6
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 11.4 12.4 10.8
Green Ext Time (p_c), s 3.4 0.9 2.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh 8.6
HCM 6th LOS A

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 14: Market Street/E Market Street & Main St/Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 0000 3 6 3197000 2 7 F u t u r e V o l u m e ( v p h ) 0000 3 6 3197000 2 7 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00
Frpb, ped/bikes 0.99 1.00 0.94
Flpb, ped/bikes 1.00 0.98 1.00
Frt 0.99 1.00 0.86
Flt Protected 1.00 0.97 1.00
Satd. Flow (prot) 3538 1774 1530
Flt Permitted 1.00 0.97 1.00
Satd. Flow (perm) 3538 1774 1530
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 A d j . F l o w ( v p h ) 0000 3 8 61 1 07000 2 9
RTOR Reduction (vph) 0000000 1 6000 2 8
Lane Group Flow (vph) 0000 3 8 70010001
Confl. Peds. (#/hr) 1 4 4
Confl. Bikes (#/hr) 2 1
Turn Type NA Perm NA Perm
Protected Phases 6 4 5
Permitted Phases 5 5
Actuated Green, G (s) 27.4 1.4 1.4
Effective Green, g (s) 27.4 1.4 1.4
Actuated g/C Ratio 0.71 0.04 0.04
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 2498 64 55
v/s Ratio Prot c0.11
v/s Ratio Perm 0.00 c0.00
v/c Ratio 0.15 0.00 0.01
Uniform Delay, d1 1.8 18.0 18.0
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.0 0.0 0.0
Delay (s) 1.9 18.0 18.0
Level of Service A B B
Approach Delay (s/veh) 0.0 1.9 18.0 18.0
Approach LOS AABB
Intersection Summary
HCM 2000 Control Delay (s/veh) 3.7 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 38.8 Sum of lost time (s) 20.0 Intersection Capacity Utilization 29.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
15: B Street/E Washington Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 392 32 15 311 1 28 2 38 1 2 14
Future Vol, veh/h 5 392 32 15 311 1 28 2 38 1 2 14
C o n f l i c t i n g P e d s , # / h r 101101300003
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 5 417 34 16 331 1 30 2 40 1 2 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 333 0 0 452 0 0 647 810 227 585 827 170 Stage 1 - ----- 4 4 5 4 4 5- 3 6 5 3 6 5-
Stage 2 - ----- 2 0 2 3 6 5- 2 2 0 4 6 2-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1223 - - 1105 - - 356 312 776 394 305 844 Stage 1 - ----- 5 6 2 5 7 3- 6 2 7 6 2 2-
Stage 2 - ----- 7 8 1 6 2 2- 7 6 2 5 6 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1222 - - 1104 - - 340 304 775 364 297 841 Mov Cap-2 Maneuver - ----- 3 4 0 3 0 4- 3 6 4 2 9 7-
Stage 1 - ----- 5 5 9 5 7 0- 6 2 3 6 1 0-
Stage 2 - ----- 7 4 9 6 1 0- 7 1 6 5 6 0-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.5 13.6 10.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 493 1222 - - 1104 - - 651
HCM Lane V/C Ratio 0.147 0.004 - - 0.014 - - 0.028
HCM Control Delay (s/veh) 13.6 8 0 - 8.3 0.1 - 10.7
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.5 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Conditions
16: E Lafayette Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 40 370 9 25 318 12 11 4 31 0 3 15
Future Vol, veh/h 40 370 9 25 318 12 11 4 31 0 3 15
C o n f l i c t i n g P e d s , # / h r 100001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 41 378 9 26 324 12 11 4 32 0 3 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 337 0 0 387 0 0 681 854 194 656 852 169 Stage 1 - ----- 4 6 5 4 6 5- 3 8 3 3 8 3-
Stage 2 - ----- 2 1 6 3 8 9- 2 7 3 4 6 9-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1219 - - 1168 - - 336 294 815 351 295 845 Stage 1 - ----- 5 4 7 5 6 1- 6 1 1 6 1 0-
Stage 2 - ----- 7 6 6 6 0 7- 7 1 0 5 5 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1218 - - 1168 - - 310 273 815 316 274 844 Mov Cap-2 Maneuver - ----- 3 1 0 2 7 3- 3 1 6 2 7 4-
Stage 1 - ----- 5 2 3 5 3 7- 5 8 4 5 9 3-
Stage 2 - ----- 7 2 8 5 9 0- 6 4 8 5 3 5-
Approach EB WB NB SB
HCM Control Delay, s/v 0.9 0.7 12.6 10.9

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 522 1218 - - 1168 - - 627
HCM Lane V/C Ratio 0.09 0.034 - - 0.022 - - 0.029
HCM Control Delay (s/veh) 12.6 8.1 0.1 - 8.2 0.1 - 10.9 HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0.1 - - 0.1

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 17: Main Street & D Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 9 426 355 15 8 8
Future Volume (vph) 9 426 355 15 8 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00
Frpb, ped/bikes 1.00 0.99 1.00
Flpb, ped/bikes 0.99 1.00 1.00
Frt 1.00 0.99 0.93
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 3535 3515 1695
Flt Permitted 0.94 1.00 0.97
Satd. Flow (perm) 3332 3515 1695
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 10 453 378 16 9 9
RTOR Reduction (vph) 006090
Lane Group Flow (vph) 0 463 38 8090
Confl. Peds. (#/hr) 1 1
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 9.8 9.8 0.6
Effective Green, g (s) 9.8 9.8 0.6
Actuated g/C Ratio 0.48 0.48 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 1600 1688 49
v/s Ratio Prot 0.11
v/s Ratio Perm c0.14 c0.01
v/c Ratio 0.28 0.23 0.18
Uniform Delay, d1 3.1 3.0 9.6
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.2 0.1 0.6
Delay (s) 3.4 3.2 10.3
Level of Service A A B
Approach Delay (s/veh) 3.4 3.2 10.3
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 3.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.28
Actuated Cycle Length (s) 20.4 Sum of lost time (s) 10.0 Intersection Capacity Utilization 29.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
18: Marsh Street/E Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 6 404 0 18 317 37 4 3 18 51 8 25
Future Vol, veh/h 6 404 0 18 317 37 4 3 18 51 8 25
C o n f l i c t i n g P e d s , # / h r 105501100001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - ----- 0-- 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 7 439 0 20 345 40 4 3 20 55 9 27
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 386 0 0 444 0 0 676 884 225 641 864 195 Stage 1 - ----- 4 5 8 4 5 8- 4 0 6 4 0 6-
Stage 2 - ----- 2 1 8 4 2 6- 2 3 5 4 5 8-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1169 - - 1112 - - 339 283 778 360 291 814 Stage 1 - ----- 5 5 2 5 6 5- 5 9 3 5 9 6-
Stage 2 - ----- 7 6 4 5 8 4- 7 4 7 5 6 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1168 - - 1107 - - 311 273 774 339 280 812 Mov Cap-2 Maneuver - ----- 3 1 1 2 7 3- 3 3 9 2 8 0-
Stage 1 - ----- 5 4 5 5 5 8- 5 8 8 5 8 2-
Stage 2 - ----- 7 1 0 5 7 0- 7 1 8 5 5 8-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.5 12.1 16.6

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 531 1168 - - 1107 - - 400
HCM Lane V/C Ratio 0.051 0.006 - - 0.018 - - 0.228
HCM Control Delay (s/veh) 12.1 8.1 0 - 8.3 0.1 - 16.6
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0.1 - - 0.9

ATTACHMENT B
HCM 6th TWSC Existing Conditions
19: Alma Street/F Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 434 1 31 316 12 2 0 17 17 2 3
Future Vol, veh/h 13 434 1 31 316 12 2 0 17 17 2 3
C o n f l i c t i n g P e d s , # / h r 005500001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - ----- 0-- 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 14 477 1 34 347 13 2 0 19 19 2 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 360 0 0 483 0 0 754 939 245 690 933 180 Stage 1 - ----- 5 1 1 5 1 1- 4 2 2 4 2 2-
Stage 2 - ----- 2 4 3 4 2 8- 2 6 8 5 1 1-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1195 - - 1076 - - 298 263 755 331 265 832 Stage 1 - ----- 5 1 4 5 3 5- 5 8 0 5 8 7-
Stage 2 - ----- 7 3 9 5 8 3- 7 1 4 5 3 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1195 - - 1071 - - 281 247 751 309 249 832 Mov Cap-2 Maneuver - ----- 2 8 1 2 4 7- 3 0 9 2 4 9-
Stage 1 - ----- 5 0 3 5 2 4- 5 7 1 5 6 4-
Stage 2 - ----- 7 0 4 5 6 0- 6 8 4 5 2 4-
Approach EB WB NB SB
HCM Control Delay, s/v 0.3 0.8 10.8 16.8

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 639 1195 - - 1071 - - 330
HCM Lane V/C Ratio 0.033 0.012 - - 0.032 - - 0.073
HCM Control Delay (s/veh) 10.8 8 0.1 - 8.5 0.1 - 16.8
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0.1 - - 0.2

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 20: S Filbert Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 55 373 16 2 304 237 17 49 10 390 35 71 Future Volume (vph) 55 373 16 2 304 237 17 49 10 390 35 71 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.0 6.0 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 1.00 1.00 1.00
Frpb, ped/bikes 0.99 0.98 1.00 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00 1.00 1.00
Frt 0.99 0.93 0.98 1.00 0.89
Flt Protected 0.99 0.99 0.98 0.95 1.00
Satd. Flow (prot) 3494 3272 1809 1770 1661
Flt Permitted 0.81 0.95 0.98 0.95 1.00
Satd. Flow (perm) 2859 3120 1809 1770 1661
Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 58 393 17 2 320 249 18 52 11 411 37 75
RTOR Reduction (vph) 0300 1 3 200500 5 10
Lane Group Flow (vph) 0 465 0 0 439 0 0 76 0 411 61 0
Confl. Peds. (#/hr) 4 5 5 4 1 1
Confl. Bikes (#/hr) 2
Turn Type Perm NA Perm NA Split NA Split NA
Protected Phases 2 6 4 4 3 3
Permitted Phases 2 6
Actuated Green, G (s) 20.9 20.9 6.1 20.4 20.4
Effective Green, g (s) 20.9 20.9 6.1 20.4 20.4
Actuated g/C Ratio 0.33 0.33 0.10 0.32 0.32
Clearance Time (s) 6.0 6.0 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0 2.0 2.0
Lane Grp Cap (vph) 942 1028 174 569 534
v/s Ratio Prot c0.04 c0.23 0.04
v/s Ratio Perm c0.16 0.14
v/c Ratio 0.49 0.42 0.43 0.72 0.11
Uniform Delay, d1 17.0 16.5 27.0 18.9 15.1
Progression Factor 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.8 0.6 3.8 0.0
Delay (s) 18.1 17.3 27.6 22.8 15.1
Level of Service B B C C B
Approach Delay (s/veh) 18.1 17.3 27.6 21.1
Approach LOS B B C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 19.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 63.4 Sum of lost time (s) 16.0 Intersection Capacity Utilization 72.8% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
21: Burkett Avenue & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 699 30 11 528 11 8 2 16 5 0 7
Future Vol, veh/h 17 699 30 11 528 11 8 2 16 5 0 7
C o n f l i c t i n g P e d s , # / h r 303303000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 18 752 32 12 568 12 9 2 17 5 0 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 583 0 0 787 0 0 1115 1414 395 1014 1424 293 Stage 1 - ----- 8 0 7 8 0 7- 6 0 1 6 0 1-
Stage 2 - ----- 3 0 8 6 0 7- 4 1 3 8 2 3-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 987 - - 828 - - 163 136 604 193 135 703 Stage 1 - ----- 3 4 1 3 9 2- 4 5 4 4 8 8-
Stage 2 - ----- 6 7 7 4 8 5- 5 8 7 3 8 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 984 - - 826 - - 154 128 602 177 127 701 Mov Cap-2 Maneuver - ----- 1 5 4 1 2 8- 1 7 7 1 2 7-
Stage 1 - ----- 3 2 9 3 7 8- 4 3 8 4 7 6-
Stage 2 - ----- 6 5 6 4 7 3- 5 4 8 3 7 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.3 0.3 19.5 17

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 276 984 - - 826 - - 314
HCM Lane V/C Ratio 0.101 0.019 - - 0.014 - - 0.041
HCM Control Delay (s/veh) 19.5 8.7 0.1 - 9.4 0.1 - 17
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0.1 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Conditions
22: Shasta Avenue & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
Future Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
C o n f l i c t i n g P e d s , # / h r 304403100001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 9 757 16 5 588 11 5 0 13 3 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 602 0 0 777 0 0 1093 1399 391 1004 1402 304 Stage 1 - ----- 7 8 7 7 8 7- 6 0 7 6 0 7-
Stage 2 - ----- 3 0 6 6 1 2- 3 9 7 7 9 5-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 971 - - 835 - - 169 139 608 196 139 692 Stage 1 - ----- 3 5 1 4 0 1- 4 5 0 4 8 5-
Stage 2 - ----- 6 7 9 4 8 2- 6 0 0 3 9 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 968 - - 832 - - 163 135 606 188 135 689 Mov Cap-2 Maneuver - ----- 1 6 3 1 3 5- 1 8 8 1 3 5-
Stage 1 - ----- 3 4 4 3 9 3- 4 4 1 4 7 9-
Stage 2 - ----- 6 6 5 4 7 6- 5 7 8 3 9 0-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 16.3 17.7

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 337 968 - - 832 - - 294
HCM Lane V/C Ratio 0.055 0.009 - - 0.007 - - 0.033
HCM Control Delay (s/veh) 16.3 8.8 0.1 - 9.4 0 - 17.7
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Conditions
23: David Avenue & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 8 6 9 1 1 04 5 4 18 1 111215 F u t u r e V o l , v e h / h 8 6 9 1 1 04 5 4 18 1 111215 C o n f l i c t i n g P e d s , # / h r 104401002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 9 7 5 1 1 14 5 8 89 1 211215
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 598 0 0 766 0 0 1082 1385 387 998 1386 300 Stage 1 - ----- 7 7 9 7 7 9- 6 0 2 6 0 2-
Stage 2 - ----- 3 0 3 6 0 6- 3 9 6 7 8 4-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 975 - - 843 - - 172 142 611 198 142 696 Stage 1 - ----- 3 5 5 4 0 4- 4 5 3 4 8 7-
Stage 2 - ----- 6 8 1 4 8 5- 6 0 1 4 0 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 974 - - 840 - - 166 138 608 192 138 695 Mov Cap-2 Maneuver - ----- 1 6 6 1 3 8- 1 9 2 1 3 8-
Stage 1 - ----- 3 4 8 3 9 6- 4 4 5 4 8 3-
Stage 2 - ----- 6 6 9 4 8 1- 5 8 8 3 9 4-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 27.7 16.5

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 173 974 - - 840 - - 322
HCM Lane V/C Ratio 0.082 0.009 - - 0.005 - - 0.027
HCM Control Delay (s/veh) 27.7 8.7 0.1 - 9.3 0 - 16.5
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Conditions
24: Rendon Avenue & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
Future Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
C o n f l i c t i n g P e d s , # / h r 407704003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 11 704 37 19 557 13 17 4 12 6 3 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 574 0 0 748 0 0 1070 1364 381 985 1376 289 Stage 1 - ----- 7 5 2 7 5 2- 6 0 6 6 0 6-
Stage 2 - ----- 3 1 8 6 1 2- 3 7 9 7 7 0-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 995 - - 856 - - 175 146 617 202 144 708 Stage 1 - ----- 3 6 8 4 1 6- 4 5 1 4 8 5-
Stage 2 - ----- 6 6 8 4 8 2- 6 1 5 4 0 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 991 - - 850 - - 161 137 611 185 135 705 Mov Cap-2 Maneuver - ----- 1 6 1 1 3 7- 1 8 5 1 3 5-
Stage 1 - ----- 3 5 8 4 0 5- 4 4 1 4 6 7-
Stage 2 - ----- 6 3 0 4 6 4- 5 8 4 3 9 7-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.4 25.2 18.3

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 211 991 - - 850 - - 293
HCM Lane V/C Ratio 0.158 0.011 - - 0.023 - - 0.077
HCM Control Delay (s/veh) 25.2 8.7 0.1 - 9.3 0.1 - 18.3 HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.5 0 - - 0.1 - - 0.2

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 25: Golden Gate Avenue & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 486 190 23 399 9 128 23 24 13 30 8 Future Volume (veh/h) 8 486 190 23 399 9 128 23 24 13 30 8 I n i t i a l Q ( Q b ) , v e h 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 517 202 24 424 10 136 24 26 14 32 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 17 1165 453 41 1715 40 320 52 39 138 234 54
Arrive On Green 0.01 0.47 0.47 0.02 0.48 0.48 0.19 0.19 0.19 0.19 0.19 0.19 Sat Flow, veh/h 1781 2481 964 1781 3548 84 998 277 207 224 1243 287 Grp Volume(v), veh/h 9 370 349 24 212 222 186 0 0 55 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1668 1781 1777 1855 1482 0 0 1754 0 0 Q Serve(g_s), s 0.2 6.5 6.6 0.6 3.3 3.3 4.1 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.2 6.5 6.6 0.6 3.3 3.3 5.3 0.0 0.0 1.2 0.0 0.0 Prop In Lane 1.00 0.58 1.00 0.05 0.73 0.14 0.25 0.16
Lane Grp Cap(c), veh/h 17 835 784 41 859 896 411 0 0 426 0 0 V/C Ratio(X) 0.54 0.44 0.45 0.59 0.25 0.25 0.45 0.00 0.00 0.13 0.00 0.00 Avail Cap(c_a), veh/h 759 1816 1704 759 1816 1896 1362 0 0 1171 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 23.2 8.3 8.4 22.7 7.1 7.1 17.5 0.0 0.0 16.0 0.0 0.0 Incr Delay (d2), s/veh 9.5 1.3 1.4 4.9 0.5 0.5 0.3 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 2.1 2.0 0.3 1.0 1.0 1.7 0.0 0.0 0.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.6 9.7 9.8 27.7 7.7 7.6 17.8 0.0 0.0 16.0 0.0 0.0 L n G r p L O S CAACAAB B
Approach Vol, veh/h 728 458 186 55
Approach Delay, s/veh 10.0 8.7 17.8 16.0
Approach LOS BABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 27.1 13.8 5.4 27.7 13.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 2.6 8.6 7.3 2.2 5.3 3.2
Green Ext Time (p_c), s 0.0 13.5 0.8 0.0 7.3 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 10.8
HCM 6th LOS B

ATTACHMENT B
HCM 6th TWSC Existing Conditions
26: Windsor Avenue & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 7 5 0 0 2 64 4 1 74 1 105427 F u t u r e V o l , v e h / h 7 5 0 0 2 64 4 1 74 1 105427 C o n f l i c t i n g P e d s , # / h r 606606000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 7 5 1 5 2 74 4 3 04 1 105427
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 440 0 0 548 0 0 773 997 277 718 1008 223 Stage 1 - ----- 5 4 9 5 4 9- 4 4 6 4 4 6-
Stage 2 - ----- 2 2 4 4 4 8- 2 7 2 5 6 2-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1116 - - 1018 - - 289 243 720 316 239 780 Stage 1 - ----- 4 8 8 5 1 5- 5 6 1 5 7 2-
Stage 2 - ----- 7 5 8 5 7 1- 7 1 1 5 0 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1110 - - 1012 - - 280 237 716 309 233 776 Mov Cap-2 Maneuver - ----- 2 8 0 2 3 7- 3 0 9 2 3 3-
Stage 1 - ----- 4 8 1 5 0 7- 5 5 3 5 6 6-
Stage 2 - ----- 7 4 4 5 6 5- 7 0 0 5 0 0-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 15.9 13.7

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 346 1110 - - 1012 - - 426
HCM Lane V/C Ratio 0.048 0.007 - - 0.004 - - 0.031
HCM Control Delay (s/veh) 15.9 8.3 0 - 8.6 0 - 13.7
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 27: Netherton Avenue & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 448 27 38 387 5 21 6 67 27 12 48 Future Volume (vph) 11 448 27 38 387 5 21 6 67 27 12 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.99
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.92
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.98
Satd. Flow (prot) 1770 3504 1770 3532 1647 1685
Flt Permitted 0.95 1.00 0.95 1.00 0.89 0.86
Satd. Flow (perm) 1770 3504 1770 3532 1497 1472
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 11 453 27 38 391 5 21 6 68 27 12 48
RTOR Reduction (vph) 0400100 5 600 4 00
Lane Group Flow (vph) 11 476 0 38 395 0 0 39 0 0 47 0
Confl. Peds. (#/hr) 4 1 2 6 6 2
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.6 15.0 0.7 15.1 6.5 6.5
Effective Green, g (s) 0.6 15.0 0.7 15.1 6.5 6.5
Actuated g/C Ratio 0.02 0.40 0.02 0.41 0.17 0.17
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 28 1412 33 1433 261 257
v/s Ratio Prot 0.01 c0.14 c0.02 0.11
v/s Ratio Perm 0.03 c0.03
v/c Ratio 0.39 0.33 1.15 0.27 0.14 0.18
Uniform Delay, d1 18.1 7.6 18.2 7.3 13.0 13.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.2 0.4 205.6 0.2 0.0 0.1
Delay (s) 21.4 8.0 223.8 7.6 13.1 13.2
Level of Service C A F A B B
Approach Delay (s/veh) 8.3 26.6 13.1 13.2
Approach LOS A C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.32
Actuated Cycle Length (s) 37.2 Sum of lost time (s) 15.0 Intersection Capacity Utilization 39.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
28: Broadway Avenue & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 478 6 10 392 16 12 2 11 13 5 14
Future Vol, veh/h 26 478 6 10 392 16 12 2 11 13 5 14
C o n f l i c t i n g P e d s , # / h r 80 1 4 1 408003300 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 27 493 6 10 404 16 12 2 11 13 5 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 428 0 0 513 0 0 789 1012 267 745 1007 218 Stage 1 - ----- 5 6 4 5 6 4- 4 4 0 4 4 0-
Stage 2 - ----- 2 2 5 4 4 8- 3 0 5 5 6 7-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 1128 - - 1049 - - 281 238 731 302 239 786 Stage 1 - ----- 4 7 8 5 0 7- 5 6 6 5 7 6-
Stage 2 - ----- 7 5 7 5 7 1- 6 8 0 5 0 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1119 - - 1035 - - 259 223 719 283 224 780 Mov Cap-2 Maneuver - ----- 2 5 9 2 2 3- 2 8 3 2 2 4-
Stage 1 - ----- 4 5 6 4 8 4- 5 4 3 5 6 6-
Stage 2 - ----- 7 2 9 5 6 1- 6 4 3 4 8 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.5 0.2 16 15.6

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 354 1119 - - 1035 - - 371
HCM Lane V/C Ratio 0.073 0.024 - - 0.01 - - 0.089
HCM Control Delay (s/veh) 16 8.3 0.1 - 8.5 - - 15.6
HCM Lane LOS C A A - A - - C
HCM 95th %tile Q (veh) 0.2 0.1 - - 0 - - 0.3

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 29: S Center Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 0 3 9 5 8000000 5 6 1771 0 F u t u r e V o l u m e ( v p h ) 0 3 9 5 8000000 5 6 1771 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 0.91
Frpb, ped/bikes 0.98 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.91 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 3176 5076
Flt Permitted 1.00 0.99
Satd. Flow (perm) 3176 5076
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 A d j . F l o w ( v p h ) 0 4 3 6 4000000 6 2 1946 0
RTOR Reduction (vph) 0900000000 1 00
Lane Group Flow (vph) 0 9 800000000 1998 0
Confl. Peds. (#/hr) 5 11 11
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 24.0 51.0
Effective Green, g (s) 24.0 51.0
Actuated g/C Ratio 0.28 0.60
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 896 3045
v/s Ratio Prot c0.03
v/s Ratio Perm 0.39
v/c Ratio 0.10 0.65
Uniform Delay, d1 22.5 11.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.2 1.1
Delay (s) 22.8 12.3
Level of Service C B
Approach Delay (s/veh) 22.8 0.0 0.0 12.3
Approach LOS C A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 30: S El Dorado Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 6 7 5 700000 1446 39000 F u t u r e V o l u m e ( v p h ) 6 7 5 700000 1446 39000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 0.86
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 3439 6378
Flt Permitted 0.97 1.00
Satd. Flow (perm) 3439 6378
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 A d j . F l o w ( v p h ) 7 0 5 900000 1506 41000
RTOR Reduction (vph) 0 240000040000
Lane Group Flow (vph) 0 10 500000 1 5 4 30000
Confl. Peds. (#/hr) 3 10
Confl. Bikes (#/hr) 2 3
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 25.0 50.0
Effective Green, g (s) 25.0 50.0
Actuated g/C Ratio 0.29 0.59
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1011 3751
v/s Ratio Prot c0.24
v/s Ratio Perm 0.03
v/c Ratio 0.10 0.41
Uniform Delay, d1 21.8 9.5
Progression Factor 1.00 1.00
Incremental Delay, d2 0.1 0.3
Delay (s) 22.0 9.8
Level of Service C A
Approach Delay (s/veh) 22.0 0.0 9.8 0.0
Approach LOS C A A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 33.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th AWSC Existing Conditions
31: S Hunter Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Intersection Delay, s/veh 7.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 0 8 2 1 300000 2 4 3 2 3 60 F u t u r e V o l , v e h / h 0 8 2 1 300000 2 4 3 2 3 60 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 0 9 6 1 500000 2 8 3 8 4 20
Number of Lanes 0 2 0 0 00001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 2 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 2
HCM Control Delay, s/veh 7.8 7.5 8

HCM LOS A A A
Lane NBLn1 EBLn1 EBLn2 SBLn1 SBLn2
Vol Left, % 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 68% 0% 100%
Vol Right, % 100% 0% 32% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 24 55 40 32 36
LT Vol 0 0 0 32 0
Through Vol 0 55 27 0 36
R T V o l 2 40 1 300
Lane Flow Rate 28 64 47 38 42
Geometry Grp 4b 5 5 5 5
Degree of Util (X) 0.034 0.084 0.059 0.055 0.056
Departure Headway (Hd) 4.3 4.717 4.491 5.241 4.74
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 838 749 786 676 746
Service Time 2.3 2.509 2.283 3.031 2.53
HCM Lane V/C Ratio 0.033 0.085 0.06 0.056 0.056
HCM Control Delay, s/veh 7.5 7.9 7.6 8.3 7.8
HCM Lane LOS AAAAA
HCM 95th-tile Q 0.1 0.3 0.2 0.2 0.2

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 32: S San Joaquin Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 2 1 8 1 3 60000 1 1 8 4 8 1 5 1 2 90 F u t u r e V o l u m e ( v p h ) 2 1 8 1 3 60000 1 1 8 4 8 1 5 1 2 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.98 0.97 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.96 0.95 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 3319 3284 3495
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 3319 3284 3248
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 A d j . F l o w ( v p h ) 2 4 9 2 4 10000 1 3 4 5 5 1 7 1 4 70 RTOR Reduction (vph) 0 2700000 2 70000
Lane Group Flow (vph) 0 13 000000 1 6 200 1 6 40
Confl. Peds. (#/hr) 19 49 78 78
Confl. Bikes (#/hr) 4
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1137 1688 1670
v/s Ratio Prot 0.05
v/s Ratio Perm 0.04 c0.05
v/c Ratio 0.11 0.09 0.09
Uniform Delay, d1 15.7 8.6 8.6
Progression Factor 1.00 1.00 0.36
Incremental Delay, d2 0.2 0.1 0.1
Delay (s) 15.9 8.8 3.2
Level of Service B A A
Approach Delay (s/veh) 15.9 0.0 8.8 3.2
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 9.2 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.10
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 33: S Sutter Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 1 8 9 7 3 00000 1 1 2 4 1 1 8 1 2 40 F u t u r e V o l u m e ( v p h ) 1 8 9 7 3 00000 1 1 2 4 1 1 8 1 2 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 1.00 0.95
Frpb, ped/bikes 0.97 1.00 0.88 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.98
Frt 0.96 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 3281 1863 1399 3478
Flt Permitted 0.99 1.00 1.00 0.91
Satd. Flow (perm) 3281 1863 1399 3204
Peak-hour factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 A d j . F l o w ( v p h ) 2 4 1 2 8 3 90000 1 4 7 5 4 2 4 1 6 30 RTOR Reduction (vph) 0 22000000 3 1000
Lane Group Flow (vph) 0 16 900000 1 4 7 2 30 1 8 70
Confl. Peds. (#/hr) 35 123 81 81
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 1406 798 599 1373
v/s Ratio Prot c0.08
v/s Ratio Perm 0.05 0.02 0.06
v/c Ratio 0.11 0.18 0.03 0.13
Uniform Delay, d1 12.0 12.4 11.6 12.1
Progression Factor 1.34 1.00 1.00 0.69
Incremental Delay, d2 0.1 0.5 0.1 0.2
Delay (s) 16.4 12.9 11.7 8.6
Level of Service B B B A
Approach Delay (s/veh) 16.4 0.0 12.6 8.6
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.15
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 34: California Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 27 107 18 0 0 0 0 190 32 31 247 0 Future Volume (veh/h) 27 107 18 0 0 0 0 190 32 31 247 0 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 30 119 20 0 211 36 34 274 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 169 695 121 0 1782 299 228 1769 0
Arrive On Green 0.27 0.27 0.27 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 621 2560 446 0 3136 511 283 3105 0
Grp Volume(v), veh/h 89 0 80 0 122 125 162 146 0
Grp Sat Flow(s),veh/h/ln1839 0 1788 0 1777 1777 1685 1617 0 Q Serve(g_s), s 2.6 0.0 2.4 0.0 2.1 2.2 0.0 0.0 0.0
Cycle Q Clear(g_c), s 2.6 0.0 2.4 0.0 2.1 2.2 0.0 0.0 0.0 Prop In Lane 0.34 0.25 0.00 0.29 0.21 0.00
Lane Grp Cap(c), veh/h 499 0 485 0 1041 1041 1049 947 0 V/C Ratio(X) 0.18 0.00 0.17 0.00 0.12 0.12 0.15 0.15 0.00 Avail Cap(c_a), veh/h 499 0 485 0 1041 1041 1049 947 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 19.5 0.0 19.5 0.0 6.4 6.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.0 0.7 0.0 0.2 0.2 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 0.0 1.1 0.0 0.7 0.8 0.1 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.3 0.0 20.2 0.0 6.7 6.7 0.3 0.3 0.0 L n G r p L O S C C AAAA
Approach Vol, veh/h 169 247 308
Approach Delay, s/veh 20.2 6.7 0.3
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 4.2 4.6 2.0
Green Ext Time (p_c), s 0.3 0.2 0.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.1
HCM 6th LOS A

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 35: S American Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 2 5 1 5 40000000 3 810 F u t u r e V o l u m e ( v p h ) 2 5 1 5 40000000 3 810 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 0.95 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.99
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 3510 1762
Flt Permitted 0.99 0.77
Satd. Flow (perm) 3510 1430
Peak-hour factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 A d j . F l o w ( v p h ) 3 6 2 2 00000000 5 410
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 25 600000000 5 50
Confl. Peds. (#/hr) 5 1 6 6
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 2005 408
v/s Ratio Prot
v/s Ratio Perm 0.07 c0.04
v/c Ratio 0.12 0.13
Uniform Delay, d1 6.9 18.5
Progression Factor 0.61 0.78
Incremental Delay, d2 0.1 0.6
Delay (s) 4.3 15.2
Level of Service A B
Approach Delay (s/veh) 4.3 0.0 0.0 15.2
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 6.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.13
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Existing Conditions 36: S Stanislaus Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 1 7 1 1 1 6 40000 2 6 3 3 26 3 6 50 F u t u r e V o l u m e ( v p h ) 1 7 1 1 1 6 40000 2 6 3 3 26 3 6 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.95 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 3325 3475 3536
Flt Permitted 0.99 1.00 0.94
Satd. Flow (perm) 3325 3475 3361
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 A d j . F l o w ( v p h ) 2 1 1 3 5 7 80000 3 2 1 3 97 4 4 50 RTOR Reduction (vph) 0 5000000 1 40000
Lane Group Flow (vph) 0 18 400000 3 4 700 4 5 20
Confl. Peds. (#/hr) 4 5 5 5
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 1187 1737 1680
v/s Ratio Prot 0.10
v/s Ratio Perm 0.06 c0.13
v/c Ratio 0.15 0.19 0.26
Uniform Delay, d1 15.3 9.7 10.1
Progression Factor 0.46 1.00 0.72
Incremental Delay, d2 0.2 0.2 0.3
Delay (s) 7.3 9.9 7.7
Level of Service A A A
Approach Delay (s/veh) 7.3 0.0 9.9 7.7
Approach LOS AAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 8.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.22
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Conditions
37: S Grant Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 2 4 1 2 52000025 2 6 1 00 F u t u r e V o l , v e h / h 2 4 1 2 52000025 2 6 1 00 C o n f l i c t i n g P e d s , # / h r 201000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 2 9 1 4 92000026 3 1 1 20
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 211 77 136 212 -
Stage 1 - - - - 209 - 2 2 -
Stage 2 - - - - 2 - 134 210 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 685 968 822 684 0
Stage 1 - - - 0 728 - - - 0
Stage 2 - - - 0 - - 855 727 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 669 967 801 668 -
Mov Cap-2 Maneuver - - - - 669 - 801 668 -
Stage 1 - - - - 713 - - - -
Stage 2 - - - - - - 830 712 -
Approach EB NB SB
HCM Control Delay, s/v 1.2 9.2 10

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 858 1616 - - 759
HCM Lane V/C Ratio 0.01 0.018 - - 0.056
HCM Control Delay (s/veh) 9.2 7.3 0.1 - 10
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0 0.1 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Conditions
38: S Aurora Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 104 21 0 0 0 0 115 28 8 53 0
Future Vol, veh/h 26 104 21 0 0 0 0 115 28 8 53 0
C o n f l i c t i n g P e d s , # / h r 101000002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 28 112 23 0 0 0 0 124 30 9 57 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 182 71 177 193 -
Stage 1 - - - - 181 - 1 1 -
Stage 2 - - - - 1 - 176 192 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1620 - - 0 711 977 769 701 0
Stage 1 - - - 0 749 - - - 0
Stage 2 - - - 0 - - 809 740 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - - 696 976 634 686 -
Mov Cap-2 Maneuver - - - - 696 - 634 686 -
Stage 1 - - - - 734 - - - -
Stage 2 - - - - - - 640 725 -
Approach EB NB SB
HCM Control Delay, s/v 1.3 11.2 10.9

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 737 1618 - - 679
HCM Lane V/C Ratio 0.209 0.017 - - 0.097
HCM Control Delay (s/veh) 11.2 7.3 0 - 10.9
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.8 0.1 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Conditions
39: Union Street & Market Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 142 7 0 0 0 0 87 27 16 91 0
Future Vol, veh/h 17 142 7 0 0 0 0 87 27 16 91 0
C o n f l i c t i n g P e d s , # / h r 003000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 18 153 8 0 0 0 0 94 29 17 98 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 196 85 161 200 -
Stage 1 - - - - 196 - 0 0 -
Stage 2 - - - - 0 - 161 200 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver - - - 0 698 957 789 695 0
Stage 1 - - - 0 737 - - - 0
Stage 2 - - - 0 - - 825 735 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 696 954 686 693 -
Mov Cap-2 Maneuver - - - - 696 - 686 693 -
Stage 1 - - - - 735 - - - -
Stage 2 - - - - - - 698 733 -
Approach EB NB SB
HCM Control Delay, s/v 10.8 11.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 744 - - - 692
HCM Lane V/C Ratio 0.165 - - - 0.166
HCM Control Delay (s/veh) 10.8 - - - 11.2
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0.6 - - - 0.6

ATTACHMENT B
HCM 6th TWSC Existing Conditions
40: Pilgrim Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 172 3 0 0 0 0 11 10 15 8 0
Future Vol, veh/h 11 172 3 0 0 0 0 11 10 15 8 0
C o n f l i c t i n g P e d s , # / h r 001000008800
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 12 185 3 0 0 0 0 12 11 16 9 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 212 103 131 213 -
Stage 1 - - - - 212 - 0 0 -
Stage 2 - - - - 0 - 131 213 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver - - - 0 684 932 828 683 0
Stage 1 - - - 0 726 - - - 0
Stage 2 - - - 0 - - 859 725 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 683 931 807 682 -
Mov Cap-2 Maneuver - - - - 683 - 807 682 -
Stage 1 - - - - 725 - - - -
Stage 2 - - - - - - 835 724 -
Approach EB NB SB
HCM Control Delay, s/v 9.7 9.9

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 782 - - - 759
HCM Lane V/C Ratio 0.029 - - - 0.033
HCM Control Delay (s/veh) 9.7 - - - 9.9
HCM Lane LOS A - - - A
HCM 95th %tile Q (veh) 0.1 - - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 41: Airport Way & Market Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 2 3 1 3 6 2 20000 8 4 5 5 3 9 7 6 8 80 F u t u r e V o l u m e ( v e h / h ) 2 3 1 3 6 2 20000 8 4 5 5 3 9 7 6 8 80 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 25 149 24 0 929 58 107 756 0
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 39 242 40 0 2714 169 289 1972 0
Arrive On Green 0.09 0.09 0.09 0.00 0.80 0.80 1.00 1.00 0.00 Sat Flow, veh/h 443 2729 456 0 3485 212 297 2549 0
Grp Volume(v), veh/h 104 0 94 0 487 500 367 496 0
Grp Sat Flow(s),veh/h/ln 1848 0 1779 0 1777 1826 1144 1617 0 Q Serve(g_s), s 4.9 0.0 4.6 0.0 6.8 6.8 1.3 0.0 0.0
Cycle Q Clear(g_c), s 4.9 0.0 4.6 0.0 6.8 6.8 8.1 0.0 0.0 Prop In Lane 0.24 0.26 0.00 0.12 0.29 0.00
Lane Grp Cap(c), veh/h 164 0 158 0 1422 1461 967 1294 0 V/C Ratio(X) 0.64 0.00 0.59 0.00 0.34 0.34 0.38 0.38 0.00 Avail Cap(c_a), veh/h 452 0 435 0 1422 1461 967 1294 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 39.6 0.0 39.5 0.0 2.5 2.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.5 0.0 1.3 0.0 0.7 0.6 1.1 0.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.3 0.0 2.0 0.0 1.5 1.6 0.3 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.1 0.0 40.8 0.0 3.1 3.1 1.1 0.8 0.0 L n G r p L O S D D AAAA
Approach Vol, veh/h 198 987 863
Approach Delay, s/veh 41.0 3.1 0.9
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 77.0 77.0 13.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 10.1 8.8 6.9
Green Ext Time (p_c), s 1.3 0.9 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 5.9
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Conditions
42: Sierra Nevada Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 260 5 0 0 0 0 20 15 70 26 0
Future Vol, veh/h 23 260 5 0 0 0 0 20 15 70 26 0
C o n f l i c t i n g P e d s , # / h r 103000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 24 277 5 0 0 0 0 21 16 74 28 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 332 144 198 334 -
Stage 1 - - - - 331 - 1 1 -
Stage 2 - - - - 1 - 197 333 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1620 - - 0 586 877 743 585 0
Stage 1 - - - 0 644 - - - 0
Stage 2 - - - 0 - - 786 642 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1618 - - - 573 874 698 572 -
Mov Cap-2 Maneuver - - - - 573 - 698 572 -
Stage 1 - - - - 630 - - - -
Stage 2 - - - - - - 732 629 -
Approach EB NB SB
HCM Control Delay, s/v 0.7 10.7 11.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 672 1618 - - 659
HCM Lane V/C Ratio 0.055 0.015 - - 0.155
HCM Control Delay (s/veh) 10.7 7.3 0.1 - 11.5
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.5

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Conditions 43: S Wilson Way & Market Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 8 2 3 8 7 50000 8 5 0 1 1 2 1 8 8 8 1 40 F u t u r e V o l u m e ( v e h / h ) 3 8 2 3 8 7 50000 8 5 0 1 1 2 1 8 8 8 1 40 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 40 251 79 0 895 118 198 857 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 57 367 120 0 1743 230 228 2615 0
Arrive On Green 0.05 0.05 0.05 0.00 0.55 0.55 0.26 1.00 0.00 Sat Flow, veh/h 373 2399 786 0 3249 416 1781 3647 0
Grp Volume(v), veh/h 198 0 172 0 504 509 198 857 0
Grp Sat Flow(s),veh/h/ln 1852 0 1707 0 1777 1795 1781 1777 0 Q Serve(g_s), s 9.5 0.0 8.9 0.0 16.0 16.0 9.6 0.0 0.0
Cycle Q Clear(g_c), s 9.5 0.0 8.9 0.0 16.0 16.0 9.6 0.0 0.0 Prop In Lane 0.20 0.46 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 283 0 261 0 981 991 228 2615 0
V/C Ratio(X) 0.70 0.00 0.66 0.00 0.51 0.51 0.87 0.33 0.00 Avail Cap(c_a), veh/h 432 0 398 0 981 991 257 2615 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.93 0.93 0.00 Uniform Delay (d), s/veh 40.7 0.0 40.4 0.0 12.6 12.6 32.7 0.0 0.0 Incr Delay (d2), s/veh 1.2 0.0 1.1 0.0 1.9 1.9 20.6 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 0.0 4.1 0.0 6.5 6.6 4.9 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.9 0.0 41.5 0.0 14.5 14.5 53.3 0.3 0.0 LnGrp LOS D D B B D A
Approach Vol, veh/h 370 1013 1055
Approach Delay, s/veh 41.7 14.5 10.3
Approach LOS D B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.5 54.7 71.2 18.8
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 11.6 18.0 2.0 11.5
Green Ext Time (p_c), s 0.0 15.1 21.3 1.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.8
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
HCM 6th TWSC Existing Conditions
44: S Eugenia Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 550 12 0 0 0 42
Future Vol, veh/h 550 12 0 0 0 42
Conflicting Peds, #/hr 0 6 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - ---- 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 598 13 0 0 0 46
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 312
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 684
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 680
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 10.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 680 - -
HCM Lane V/C Ratio 0.067 - -
HCM Control Delay (s/veh) 10.7 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
HCM 6th TWSC Existing Conditions
45: Della Street & Market Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 5 5 5 1 1 1 8000011 3 4 4 40 F u t u r e V o l , v e h / h 5 5 5 1 1 1 8000011 3 4 4 40 C o n f l i c t i n g P e d s , # / h r 201000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 6 2 5 7 4 2 0000011 3 8 4 90
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 711 299 415 721 -
Stage 1 - - - - 709 - 2 2 -
Stage 2 - - - - 2 - 413 719 -
Critical Hdwy 4.14 - - - 6.54 6.94 7.54 6.54 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 4----
Critical Hdwy Stg 2 - - - - - - 6.54 5.54 -
Follow-up Hdwy 2.22 - - - 4.02 3.32 3.52 4.02 -
Pot Cap-1 Maneuver 1619 - - 0 357 697 522 352 0
Stage 1 - - - 0 435 - - - 0
Stage 2 - - - 0 - - 587 431 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1616 - - - 336 696 496 331 -
Mov Cap-2 Maneuver - - - - 336 - 496 331 -
Stage 1 - - - - 410 - - - -
Stage 2 - - - - - - 551 406 -
Approach EB NB SB
HCM Control Delay, s/v 0.9 13 17

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 453 1616 - - 387
HCM Lane V/C Ratio 0.005 0.038 - - 0.226
HCM Control Delay (s/veh) 13 7.3 0.2 - 17
HCM Lane LOS B A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 0.9

ATTACHMENT B
Queues Existing Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 71 250 256
v/c Ratio 0.34 0.20 0.19
Control Delay (s/veh) 35.2 11.2 13.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 35.2 11.2 13.5
Queue Length 50th (ft) 16 26 34
Queue Length 95th (ft) 34 42 60
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 492 1225 1342
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.20 0.19
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 55 102 144
v/c Ratio 0.07 0.22 0.15
Control Delay (s/veh) 10.6 15.4 20.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 10.6 15.4 20.0
Queue Length 50th (ft) 7 20 24
Queue Length 95th (ft) 16 36 41
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 724 455 915
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.08 0.22 0.16
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
4: California Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 143 307 255
v/c Ratio 0.20 0.34 0.26
Control Delay (s/veh) 34.7 17.0 20.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 34.7 17.0 20.9
Queue Length 50th (ft) 31 56 45
Queue Length 95th (ft) m47 85 70
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 701 897 952
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.20 0.34 0.27
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Conditions
5: S American Street/N American Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 327 58 53 34
v/c Ratio 0.70 0.10 0.08 0.06
Control Delay (s/veh) 38.4 9.0 16.8 16.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 38.4 9.0 16.8 16.7
Queue Length 50th (ft) 72 8 16 10
Queue Length 95th (ft) 72 11 24 18
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 463 539 612 508
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.71 0.11 0.09 0.07
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 179 712 311
v/c Ratio 0.14 0.48 0.17
Control Delay (s/veh) 15.1 10.2 9.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 15.1 10.2 9.4
Queue Length 50th (ft) 25 64 34
Queue Length 95th (ft) 36 73 42
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 1234 1455 1757
Starvation Cap Reductn 0 46 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.15 0.51 0.18
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
11: Airport Way & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 218 866 728
v/c Ratio 0.25 0.40 0.32
Control Delay (s/veh) 9.7 5.9 7.5
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 9.7 6.0 7.5
Queue Length 50th (ft) 8 119 86
Queue Length 95th (ft) 54 11 115
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 864 2125 2274
Starvation Cap Reductn 0 440 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.25 0.51 0.32
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
13: S Wilson Way & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 245 215 33 753 689
v/c Ratio 0.51 0.52 0.06 0.28 0.26
Control Delay (s/veh) 38.5 9.4 9.1 7.6 4.4
Queue Delay 0.0 0.0 0.0 0.3 0.0
Total Delay (s/veh) 38.5 9.4 9.1 8.0 4.4
Queue Length 50th (ft) 70 0 4 51 45
Queue Length 95th (ft) 91 53 36 215 112
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 215 70
Base Capacity (vph) 879 564 538 2651 2638
Starvation Cap Reductn 0 0 0 1275 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.28 0.38 0.06 0.55 0.26
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
14: Market Street/E Market Street & Main St/Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NET SWR
Lane Group Flow (vph) 478 18 37
v/c Ratio 0.16 0.05 0.05
Control Delay (s/veh) 2.2 0.2 0.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.2 0.2 0.1
Queue Length 50th (ft) 17 0 0
Queue Length 95th (ft) 26 0 0
Internal Link Dist (ft) 87 10
Turn Bay Length (ft)
Base Capacity (vph) 3369 1130 1136
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.02 0.03
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
17: Main Street & D Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 291 447 15
v/c Ratio 0.12 0.14 0.03
Control Delay (s/veh) 2.1 1.5 7.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.1 1.5 7.1
Queue Length 50th (ft) 1 0 1
Queue Length 95th (ft) 20 29 9
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 3315 3490 1542
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.09 0.13 0.01
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
20: S Filbert Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 284 625 67 247 82
v/c Ratio 0.27 0.47 0.23 0.56 0.18
Control Delay (s/veh) 16.0 12.8 24.8 26.5 11.3
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 16.0 12.8 24.8 26.5 11.3
Queue Length 50th (ft) 33 55 18 68 6
Queue Length 95th (ft) 95 159 61 193 46
Internal Link Dist (ft) 616 739 220 239
Turn Bay Length (ft) 50
Base Capacity (vph) 2102 2466 749 1263 1192
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.14 0.25 0.09 0.20 0.07
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
25: Golden Gate Avenue & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 3 452 29 522 124 54
v/c Ratio 0.01 0.25 0.09 0.27 0.29 0.11
Control Delay (s/veh) 23.0 9.7 21.1 10.0 12.9 11.0
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 23.0 9.7 21.1 10.0 12.9 11.0
Queue Length 50th (ft) 1 21 4 27 16 6
Queue Length 95th (ft) 9 117 35 137 65 33
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 1113 3193 1113 3308 1279 1503
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.14 0.03 0.16 0.10 0.04
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
27: Netherton Avenue & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 4 370 32 515 77 108
v/c Ratio 0.01 0.19 0.09 0.26 0.18 0.25
Control Delay (s/veh) 21.5 9.5 19.5 9.2 6.6 7.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.5 9.5 19.5 9.2 6.6 7.6
Queue Length 50th (ft) 1 14 4 20 3 5
Queue Length 95th (ft) 10 100 36 132 28 39
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1364 3175 1562 3240 1348 1368
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.12 0.02 0.16 0.06 0.08
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
29: S Center Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 111 1500
v/c Ratio 0.12 0.48
Control Delay (s/veh) 14.4 9.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 14.4 9.3
Queue Length 50th (ft) 13 140
Queue Length 95th (ft) 32 169
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 924 3111
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.12 0.48
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
30: S El Dorado Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT
Lane Group Flow (vph) 236 1974
v/c Ratio 0.25 0.49
Control Delay (s/veh) 22.0 9.1
Queue Delay 0.0 0.0
Total Delay (s/veh) 22.0 9.1
Queue Length 50th (ft) 50 147
Queue Length 95th (ft) 80 163
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 909 3964
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.26 0.50
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
32: S San Joaquin Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 271 262 155
v/c Ratio 0.23 0.14 0.09
Control Delay (s/veh) 14.7 7.4 3.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 14.7 7.4 3.8
Queue Length 50th (ft) 36 23 5
Queue Length 95th (ft) 54 35 8
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 1169 1747 1563
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.23 0.15 0.10
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
33: S Sutter Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 244 136 21 132
v/c Ratio 0.18 0.17 0.03 0.09
Control Delay (s/veh) 13.5 13.0 3.6 3.5
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 13.5 13.0 3.6 3.5
Queue Length 50th (ft) 25 35 0 3
Queue Length 95th (ft) 42 55 6 5
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 1352 798 626 1434
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.18 0.17 0.03 0.09
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
34: California Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 131 450 327
v/c Ratio 0.13 0.22 0.18
Control Delay (s/veh) 8.9 5.8 0.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 8.9 5.8 0.5
Queue Length 50th (ft) 9 34 1
Queue Length 95th (ft) 14 43 1
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 943 2034 1777
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.22 0.18
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
35: S American Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 317 200
v/c Ratio 0.15 0.49
Control Delay (s/veh) 6.5 17.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 6.5 17.8
Queue Length 50th (ft) 26 90
Queue Length 95th (ft) 27 55
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 1997 401
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.16 0.50
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
36: S Stanislaus Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 352 783 312
v/c Ratio 0.28 0.44 0.19
Control Delay (s/veh) 9.2 11.9 7.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 9.2 11.9 7.1
Queue Length 50th (ft) 21 103 15
Queue Length 95th (ft) 30 106 18
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 1255 1753 1628
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.28 0.45 0.19
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
41: Airport Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 134 949 743
v/c Ratio 0.38 0.34 0.35
Control Delay (s/veh) 33.5 3.8 3.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 33.5 3.8 3.5
Queue Length 50th (ft) 33 45 35
Queue Length 95th (ft) 50 158 56
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 847 2787 2071
Starvation Cap Reductn 0 0 228
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.16 0.34 0.40
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 218 797 126 663
v/c Ratio 0.48 0.38 0.62 0.24
Control Delay (s/veh) 35.0 11.2 46.4 4.5
Queue Delay 0.0 0.0 0.0 0.1
Total Delay (s/veh) 35.0 11.2 46.4 4.7
Queue Length 50th (ft) 52 106 71 67
Queue Length 95th (ft) 61 211 126 135
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 824 2095 255 2720
Starvation Cap Reductn 0 0 0 1161
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.26 0.38 0.49 0.43
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 84 146 165
v/c Ratio 0.38 0.10 0.11
Control Delay (s/veh) 36.5 9.5 13.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 36.5 9.5 13.0
Queue Length 50th (ft) 19 13 22
Queue Length 95th (ft) 37 21 40
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 492 1387 1441
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.17 0.11 0.11
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 79 186 137
v/c Ratio 0.11 0.38 0.14
Control Delay (s/veh) 15.0 16.8 19.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 15.0 16.8 19.9
Queue Length 50th (ft) 14 37 23
Queue Length 95th (ft) 27 55 38
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 708 488 916
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.11 0.38 0.15
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
4: California Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 107 258 295
v/c Ratio 0.15 0.28 0.30
Control Delay (s/veh) 39.8 17.7 21.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 39.8 17.7 21.3
Queue Length 50th (ft) 25 48 53
Queue Length 95th (ft) 47 75 81
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 713 900 955
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.15 0.29 0.31
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
5: S American Street/N American Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 134 32 14 18
v/c Ratio 0.25 0.05 0.02 0.03
Control Delay (s/veh) 25.0 8.7 16.1 16.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 25.0 8.7 16.1 16.3
Queue Length 50th (ft) 26445
Queue Length 95th (ft) 49 11 14 17
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 530 600 612 512
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.25 0.05 0.02 0.04
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 143 313 330
v/c Ratio 0.11 0.20 0.18
Control Delay (s/veh) 14.0 8.2 9.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 14.0 8.2 9.8
Queue Length 50th (ft) 19 26 37
Queue Length 95th (ft) 37 40 59
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 1220 1553 1764
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.12 0.20 0.19
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
11: Airport Way & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 189 926 806
v/c Ratio 0.22 0.43 0.35
Control Delay (s/veh) 10.8 5.7 7.8
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 10.8 5.8 7.8
Queue Length 50th (ft) 14 129 98
Queue Length 95th (ft) 51 10 130
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 851 2153 2274
Starvation Cap Reductn 0 381 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.22 0.52 0.35
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
13: S Wilson Way & Main Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 224 189 28 965 992
v/c Ratio 0.48 0.56 0.07 0.36 0.37
Control Delay (s/veh) 38.3 16.1 11.4 10.3 4.9
Queue Delay 0.0 0.0 0.0 0.9 0.0
Total Delay (s/veh) 38.3 16.1 11.4 11.2 4.9
Queue Length 50th (ft) 64 22 5 112 71
Queue Length 95th (ft) 84 72 m23 286 176
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 215 70
Base Capacity (vph) 882 508 380 2668 2655
Starvation Cap Reductn 0 0 0 1334 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.25 0.37 0.07 0.72 0.37
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Conditions
14: Market Street/E Market Street & Main St/Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NET SWR
Lane Group Flow (vph) 387 17 29
v/c Ratio 0.12 0.04 0.04
Control Delay (s/veh) 1.5 0.2 0.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 1.5 0.2 0.1
Queue Length 50th (ft) 0 0 0
Queue Length 95th (ft) 21 0 0
Internal Link Dist (ft) 87 10
Turn Bay Length (ft)
Base Capacity (vph) 3369 1131 1166
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.11 0.02 0.02
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
17: Main Street & D Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 463 394 18
v/c Ratio 0.15 0.12 0.03
Control Delay (s/veh) 1.5 1.5 7.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 1.5 1.5 7.2
Queue Length 50th (ft) 0 0 1
Queue Length 95th (ft) 32 26 10
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 3281 3459 1541
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.11 0.01
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
20: S Filbert Street & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT WBT NBT SBL SBT
Lane Group Flow (vph) 468 571 81 411 112
v/c Ratio 0.49 0.49 0.35 0.72 0.19
Control Delay (s/veh) 21.4 14.2 33.7 28.7 8.7
Queue Delay 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 21.4 14.2 33.7 28.7 8.7
Queue Length 50th (ft) 75 57 27 139 10
Queue Length 95th (ft) 161 138 84 289 47
Internal Link Dist (ft) 616 739 220 239
Turn Bay Length (ft) 50
Base Capacity (vph) 1906 2142 642 1076 1039
Starvation Cap Reductn 00000
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.25 0.27 0.13 0.38 0.11
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
25: Golden Gate Avenue & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 9 719 24 434 186 55
v/c Ratio 0.04 0.48 0.11 0.25 0.50 0.12
Control Delay (s/veh) 29.2 12.4 28.5 9.6 21.8 14.9
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 29.2 12.4 28.5 9.6 21.8 14.9
Queue Length 50th (ft) 2 44 5 26 33 8
Queue Length 95th (ft) 18 185 33 110 122 39
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 811 2971 811 3113 1141 1373
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.01 0.24 0.03 0.14 0.16 0.04
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
27: Netherton Avenue & Main Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 11 480 38 396 95 87
v/c Ratio 0.03 0.26 0.10 0.21 0.21 0.21
Control Delay (s/veh) 20.1 9.8 18.7 9.3 6.6 7.8
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 20.1 9.8 18.7 9.3 6.6 7.8
Queue Length 50th (ft) 1 18 4 15 3 4
Queue Length 95th (ft) 19 130 40 103 33 35
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1413 3151 1571 3237 1331 1311
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.01 0.15 0.02 0.12 0.07 0.07
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
29: S Center Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 107 2008
v/c Ratio 0.11 0.65
Control Delay (s/veh) 20.2 12.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 20.2 12.3
Queue Length 50th (ft) 19 232
Queue Length 95th (ft) 38 281
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 905 3054
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.12 0.66
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
30: S El Dorado Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT
Lane Group Flow (vph) 129 1547
v/c Ratio 0.12 0.41
Control Delay (s/veh) 16.5 9.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 16.5 9.8
Queue Length 50th (ft) 17 118
Queue Length 95th (ft) m33 142
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 1036 3755
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.12 0.41
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Conditions
32: S San Joaquin Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 157 189 164
v/c Ratio 0.13 0.11 0.09
Control Delay (s/veh) 12.0 6.3 3.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 12.0 6.3 3.3
Queue Length 50th (ft) 17 14 4
Queue Length 95th (ft) 35 28 7
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 1164 1714 1669
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.13 0.11 0.10
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
33: S Sutter Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 191 147 54 187
v/c Ratio 0.13 0.18 0.08 0.13
Control Delay (s/veh) 13.2 13.2 4.2 8.7
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 13.2 13.2 4.2 8.7
Queue Length 50th (ft) 21 38 0 13
Queue Length 95th (ft) 35 59 13 20
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 1428 798 630 1374
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.13 0.18 0.09 0.14
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
34: California Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 169 247 308
v/c Ratio 0.17 0.12 0.16
Control Delay (s/veh) 12.3 5.6 0.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 12.3 5.6 0.2
Queue Length 50th (ft) 14 18 0
Queue Length 95th (ft) 28 33 0
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 947 2036 1877
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.18 0.12 0.16
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
35: S American Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 256 55
v/c Ratio 0.12 0.13
Control Delay (s/veh) 4.4 15.6
Queue Delay 0.0 0.0
Total Delay (s/veh) 4.4 15.6
Queue Length 50th (ft) 17 12
Queue Length 95th (ft) 21 28
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 2005 408
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.13 0.13
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
36: S Stanislaus Street & Market Street Timing Plan: PM Peak Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 234 360 452
v/c Ratio 0.18 0.20 0.26
Control Delay (s/veh) 5.1 9.3 7.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 5.1 9.3 7.8
Queue Length 50th (ft) 0 38 24
Queue Length 95th (ft) 1 55 32
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 1238 1751 1681
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.19 0.21 0.27
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
41: Airport Way & Market Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 198 987 863
v/c Ratio 0.51 0.36 0.44
Control Delay (s/veh) 37.9 4.1 4.3
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 37.9 4.1 4.4
Queue Length 50th (ft) 53 56 41
Queue Length 95th (ft) 72 167 67
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 854 2736 1938
Starvation Cap Reductn 0 0 2
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.23 0.36 0.45
Intersection Summary

ATTACHMENT B
Queues Existing Conditions
43: S Wilson Way & Market Street Timing Plan: PM Peak
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 370 1013 198 857
v/c Ratio 0.66 0.54 0.74 0.33
Control Delay (s/veh) 42.6 16.3 50.3 6.4
Queue Delay 0.2 0.0 0.0 0.2
Total Delay (s/veh) 42.8 16.3 50.3 6.6
Queue Length 50th (ft) 104 191 109 113
Queue Length 95th (ft) 97 286 #220 191
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 818 1842 280 2594
Starvation Cap Reductn 0 0 0 917
Spillback Cap Reductn 92 69 0 0
Storage Cap Reductn 0000
Reduced v/c Ratio 0.51 0.57 0.71 0.51
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 13 25 28 55 175 0 0 119 117
Future Volume (vph) 0 0 0 13 25 28 55 175 0 0 119 117
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.95 1.00 0.96
Flpb, ped/bikes 0.96 0.99 1.00
Frt 0.94 1.00 0.92
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 1601 3469 3166
Flt Permitted 0.99 0.83 1.00
Satd. Flow (perm) 1601 2914 3166
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 14 27 30 60 190 0 0 129 127
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 7 100 2 5 000 2 5 60
Confl. Peds. (#/hr) 45 31 39 39
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 6.0 28.0 28.0
Effective Green, g (s) 6.0 28.0 28.0
Actuated g/C Ratio 0.09 0.40 0.40
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 137 1165 1266
v/s Ratio Prot 0.08
v/s Ratio Perm 0.04 c0.09
v/c Ratio 0.51 0.21 0.20
Uniform Delay, d1 30.6 13.7 13.7
Progression Factor 0.88 0.81 1.00
Incremental Delay, d2 1.3 0.4 0.3
Delay (s) 28.5 11.6 14.0
Level of Service C B B
Approach Delay (s/veh) 0.0 28.5 11.6 14.0
Approach LOS A C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 14.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.16
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 32.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 0009 3 06 2 0 6 400 9 4 2 4 F u t u r e V o l u m e ( v p h ) 0009 3 06 2 0 6 400 9 4 2 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.97
Flpb, ped/bikes 0.98 0.97 1.00
Frt 0.98 1.00 0.96
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 1783 1796 3332
Flt Permitted 0.99 0.91 1.00
Satd. Flow (perm) 1783 1662 3332
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 0 0 0 11 37 7 24 78 0 0 115 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 5 500 1 0 200 1 4 40
Confl. Peds. (#/hr) 36 13 69 69
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 382 451 904
v/s Ratio Prot 0.04
v/s Ratio Perm 0.03 c0.06
v/c Ratio 0.14 0.22 0.15
Uniform Delay, d1 22.2 19.7 19.4
Progression Factor 0.50 0.68 1.00
Incremental Delay, d2 0.7 1.1 0.3
Delay (s) 12.0 14.7 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 12.0 14.7 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.11
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 4: California Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 63 26 34 13 251 0 0 208 11
Future Volume (vph) 0 0 0 63 26 34 13 251 0 0 208 11
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 1719 1858 1847
Flt Permitted 0.97 0.97 1.00
Satd. Flow (perm) 1719 1821 1847
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Adj. Flow (vph) 0 0 0 73 30 40 15 292 0 0 242 13
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 1 4 300 3 0 700 2 5 50
Confl. Peds. (#/hr) 7 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 368 494 501
v/s Ratio Prot 0.14
v/s Ratio Perm 0.08 c0.17
v/c Ratio 0.38 0.62 0.50
Uniform Delay, d1 23.5 22.3 21.5
Progression Factor 1.51 0.71 1.00
Incremental Delay, d2 2.1 5.3 3.6
Delay (s) 37.8 21.3 25.2
Level of Service D C C
Approach Delay (s/veh) 0.0 37.8 21.3 25.2
Approach LOS A D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 26.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 5: S American Street/N American Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 82 87 24 16 18 0 0 31 20
Future Volume (vph) 0 0 0 82 87 24 16 18 0 0 31 20
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.96
Flpb, ped/bikes 0.90 0.99 1.00 1.00
Frt 0.98 1.00 1.00 0.85
Flt Protected 0.97 0.97 1.00 1.00
Satd. Flow (prot) 1617 1804 1863 1520
Flt Permitted 0.97 0.87 1.00 1.00
Satd. Flow (perm) 1617 1620 1863 1520
Peak-hour factor, PHF 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 0.59 Adj. Flow (vph) 0 0 0 139 147 41 27 31 0 0 53 34
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 3 2 700 5 800 5 3 3 4
Confl. Peds. (#/hr) 96 2 11 11
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 15.0 19.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 346 439 505 412
v/s Ratio Prot 0.03
v/s Ratio Perm 0.20 c0.04 0.02
v/c Ratio 0.94 0.13 0.10 0.08
Uniform Delay, d1 27.0 19.2 19.1 19.0
Progression Factor 1.01 0.97 1.00 1.00
Incremental Delay, d2 35.6 0.6 0.4 0.3
Delay (s) 63.2 19.3 19.5 19.3
Level of Service E B B B
Approach Delay (s/veh) 0.0 63.2 19.3 19.4
Approach LOS AEBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 49.8 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.29
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 29.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 46 78 5 86 427 0 0 209 15
Future Volume (vph) 0 0 0 46 78 5 86 427 0 0 209 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.99 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.99 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1816 3504 3495
Flt Permitted 0.98 0.82 1.00
Satd. Flow (perm) 1816 2906 3495
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 Adj. Flow (vph) 0 0 0 64 108 7 119 593 0 0 290 21
RTOR Reduction (vph) 000000000080
Lane Group Flow (vph) 0000 1 7 900 7 1 200 3 0 40
Confl. Peds. (#/hr) 5 2 7 7
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 648 1453 1747
v/s Ratio Prot 0.09
v/s Ratio Perm 0.10 c0.24
v/c Ratio 0.27 0.49 0.17
Uniform Delay, d1 16.0 11.5 9.5
Progression Factor 1.00 0.72 1.00
Incremental Delay, d2 1.0 1.0 0.2
Delay (s) 17.1 9.5 9.7
Level of Service B A A
Approach Delay (s/veh) 0.0 17.1 9.5 9.7
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.40
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 55.1% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 6 107 7 9 43 0 0 16 16
Future Vol, veh/h 0 0 0 6 107 7 9 43 0 0 16 16
C o n f l i c t i n g P e d s , # / h r 000205400004
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 65 65 65 65 65 65 65 65 65 65 65 65
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 9 165 11 14 66 0 0 25 25
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 2 0 0 220 201 - - 196 180
Stage 1 - - - 2 2 - - 194 -
Stage 2 - - - 218 199 - - 2 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1620 - - 736 695 0 0 699 863
Stage 1 ----- 0 0 7 4 0-
Stage 2 - - - 784 736 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - 691 686 - - 690 859
Mov Cap-2 Maneuver - - - 691 686 - - 690 -
Stage 1 ------- 7 3 2-
Stage 2 - - - 732 728 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.9 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 687 1617 - - 765
HCM Lane V/C Ratio 0.116 0.006 - - 0.064
HCM Control Delay (s/veh) 10.9 7.2 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.4 0 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 103 4 24 103 0 0 34 6
Future Vol, veh/h 0 0 0 9 103 4 24 103 0 0 34 6
C o n f l i c t i n g P e d s , # / h r 000104200002
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 73 73 73 73 73 73 73 73 73 73 73 73
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 12 141 5 33 141 0 0 47 8
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 198 175 - - 173 150
Stage 1 - - - 1 1 - - 172 -
Stage 2 - - - 197 174 - - 1 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1622 - - 761 718 0 0 720 896
Stage 1 ----- 0 0 7 5 6-
Stage 2 - - - 805 755 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - 712 709 - - 711 893
Mov Cap-2 Maneuver - - - 712 709 - - 711 -
Stage 1 ------- 7 4 7-
Stage 2 - - - 742 746 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.6 11.7 10.3

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 710 1620 - - 733
HCM Lane V/C Ratio 0.245 0.008 - - 0.075
HCM Control Delay (s/veh) 11.7 7.2 0 - 10.3
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 1 0 - - 0.2

ATTACHMENT B
HCM 6th AWSC Existing Build Conditions
9: Union Street & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Intersection Delay, s/veh 8.1
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 12 96 14 9 90 0 0 66 9
Future Vol, veh/h 0 0 0 12 96 14 9 90 0 0 66 9
Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 14 112 16 10 105 0 0 77 10
Number of Lanes 000010010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 8.2 8.1 7.8

HCM LOS A A A
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 9% 10% 0%
Vol Thru, % 91% 79% 88%
Vol Right, % 0% 11% 12%
Sign Control Stop Stop Stop
Traffic Vol by Lane 99 122 75
LT Vol 9 12 0
Through Vol 90 96 66
RT Vol 0 14 9
Lane Flow Rate 115 142 87
Geometry Grp 1 1 1
Degree of Util (X) 0.14 0.171 0.105
Departure Headway (Hd) 4.374 4.342 4.315
Convergence, Y/N Yes Yes Yes
Cap 823 828 834
Service Time 2.385 2.353 2.326
HCM Lane V/C Ratio 0.14 0.171 0.104
HCM Control Delay, s/veh 8.1 8.2 7.8
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.6 0.4

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
10: Pilgrim Street & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 0009 1 2 253700 1 10
F u t u r e V o l , v e h / h 0009 1 2 253700 1 10
C o n f l i c t i n g P e d s , # / h r 000404300003
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 13 174 7 4 10 0 0 16 0
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 219 215 - - 212 185
Stage 1 - - - 4 4 - - 208 -
Stage 2 - - - 215 211 - - 4 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1618 - - 737 683 0 0 685 857
Stage 1 ----- 0 0 7 3 0-
Stage 2 - - - 787 728 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1612 - - 716 671 - - 673 854
Mov Cap-2 Maneuver - - - 716 671 - - 673 -
Stage 1 ------- 7 2 1-
Stage 2 - - - 763 719 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.5 10.4 10.5

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 684 1612 - - 673
HCM Lane V/C Ratio 0.021 0.008 - - 0.023
HCM Control Delay (s/veh) 10.4 7.3 0 - 10.5
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 11: Airport Way & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 35 103 64 18 788 0 0 662 15 Future Volume (veh/h) 0 0 0 35 103 64 18 788 0 0 662 15 I n i t i a l Q ( Q b ) , v e h 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 38 111 69 19 847 0 0 712 16
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 48 141 88 67 2481 0 0 2593 58
Arrive On Green 0.05 0.05 0.05 1.00 1.00 0.00 0.00 0.73 0.73 Sat Flow, veh/h 305 889 553 34 3484 0 0 3646 80
Grp Volume(v), veh/h 218 0 0 459 407 0 0 356 372
Grp Sat Flow(s),veh/h/ln 1747 0 0 1816 1617 0 0 1777 1856 Q Serve(g_s), s 11.1 0.0 0.0 0.0 0.0 0.0 0.0 6.1 6.1
Cycle Q Clear(g_c), s 11.1 0.0 0.0 0.0 0.0 0.0 0.0 6.1 6.1 Prop In Lane 0.17 0.32 0.04 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 278 0 0 1367 1180 0 0 1297 1354
V/C Ratio(X) 0.78 0.00 0.00 0.34 0.35 0.00 0.00 0.27 0.27 Avail Cap(c_a), veh/h 427 0 0 1367 1180 0 0 1297 1354
HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.94 0.94 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 41.1 0.0 0.0 0.0 0.0 0.0 0.0 4.1 4.1 Incr Delay (d2), s/veh 2.3 0.0 0.0 0.6 0.8 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.4 0.0 0.0 0.2 0.2 0.0 0.0 1.8 1.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.4 0.0 0.0 0.6 0.8 0.0 0.0 4.6 4.6 LnGrp LOS D A A A A
Approach Vol, veh/h 218 866 728
Approach Delay, s/veh 43.4 0.7 4.6
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 70.7 19.3 70.7
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 13.1 8.1
Green Ext Time (p_c), s 0.8 0.6 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.4
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
12: Sierra Nevada Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 9 172 12 17 17 0 0 33 11
Future Vol, veh/h 0 0 0 9 172 12 17 17 0 0 33 11
C o n f l i c t i n g P e d s , # / h r 000 1 306000000 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 87 87 87 87 87 87 87 87 87 87 87 87
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 10 198 14 20 20 0 0 38 13
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 13 0 0 264 251 - - 244 211
Stage 1 - - - 13 13 - - 231 -
Stage 2 - - - 251 238 - - 13 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1606 - - 689 652 0 0 658 829
Stage 1 ----- 0 0 7 1 3-
Stage 2 - - - 753 708 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1586 - - 637 636 - - 642 824
Mov Cap-2 Maneuver - - - 637 636 - - 642 -
Stage 1 ------- 7 0 4-
Stage 2 - - - 697 699 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.3 11 10.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 636 1586 - - 680
HCM Lane V/C Ratio 0.061 0.007 - - 0.074
HCM Control Delay (s/veh) 11 7.3 0 - 10.7
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.2

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 13: S Wilson Way & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 115 122 209 32 730 0 0 648 20 Future Volume (veh/h) 0 0 0 115 122 209 32 730 0 0 648 20 I n i t i a l Q ( Q b ) , v e h 000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 119 126 215 33 753 0 0 668 21
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 153 162 270 570 2546 0 0 2519 79
Arrive On Green 0.17 0.17 0.17 1.00 1.00 0.00 0.00 0.72 0.72 Sat Flow, veh/h 887 939 1566 754 3647 0 0 3610 111
Grp Volume(v), veh/h 245 0 215 33 753 0 0 337 352
Grp Sat Flow(s),veh/h/ln 1826 0 1566 754 1777 0 0 1777 1850 Q Serve(g_s), s 11.5 0.0 11.9 0.4 0.0 0.0 0.0 6.0 6.0
Cycle Q Clear(g_c), s 11.5 0.0 11.9 6.4 0.0 0.0 0.0 6.0 6.0 Prop In Lane 0.49 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 315 0 270 570 2546 0 0 1273 1326 V/C Ratio(X) 0.78 0.00 0.80 0.06 0.30 0.00 0.00 0.27 0.27 Avail Cap(c_a), veh/h 467 0 400 570 2546 0 0 1273 1326
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.91 0.91 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 35.6 0.0 35.7 0.3 0.0 0.0 0.0 4.5 4.5 Incr Delay (d2), s/veh 2.5 0.0 3.7 0.2 0.3 0.0 0.0 0.5 0.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.3 0.0 4.7 0.0 0.1 0.0 0.0 2.0 2.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.1 0.0 39.4 0.5 0.3 0.0 0.0 5.0 5.0 LnGrp LOS D D A A A A
Approach Vol, veh/h 460 786 689
Approach Delay, s/veh 38.7 0.3 5.0
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 69.5 20.5 69.5
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 8.4 13.9 8.0
Green Ext Time (p_c), s 2.5 1.0 1.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 11.1
HCM 6th LOS B

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
15: B Street/E Washington Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 3 239 18 16 406 2 23 0 30 0 0 9
Future Vol, veh/h 3 239 18 16 406 2 23 0 30 0 0 9
C o n f l i c t i n g P e d s , # / h r 402204401104
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 3 257 19 17 437 2 25 0 32 0 0 10
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 443 0 0 278 0 0 756 752 270 766 760 446 Stage 1 - ----- 2 7 5 2 7 5- 4 7 6 4 7 6-
Stage 2 - ----- 4 8 1 4 7 7- 2 9 0 2 8 4-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1117 - - 1285 - - 325 339 769 320 336 612 Stage 1 - ----- 7 3 1 6 8 3- 5 7 0 5 5 7-
Stage 2 - ----- 5 6 6 5 5 6- 7 1 8 6 7 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1113 - - 1283 - - 313 330 767 300 327 607 Mov Cap-2 Maneuver - ----- 3 1 3 3 3 0- 3 0 0 3 2 7-
Stage 1 - ----- 7 2 7 6 8 0- 5 6 6 5 4 5-
Stage 2 - ----- 5 4 5 5 4 4- 6 8 5 6 7 3-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.3 13.7 11

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 471 1113 - - 1283 - - 607
HCM Lane V/C Ratio 0.121 0.003 - - 0.013 - - 0.016
HCM Control Delay (s/veh) 13.7 8.2 0 - 7.8 0 - 11
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.4 0 - - 0 - - 0

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
16: E Lafayette Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 36 224 4 18 370 0 13 10 17 0 4 42
Future Vol, veh/h 36 224 4 18 370 0 13 10 17 0 4 42
C o n f l i c t i n g P e d s , # / h r 000000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 40 246 4 20 407 0 14 11 19 0 4 46
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 407 0 0 250 0 0 800 775 248 790 777 407 Stage 1 - ----- 3 2 8 3 2 8- 4 4 7 4 4 7-
Stage 2 - ----- 4 7 2 4 4 7- 3 4 3 3 3 0-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1152 - - 1316 - - 303 329 791 308 328 644 Stage 1 - ----- 6 8 5 6 4 7- 5 9 1 5 7 3-
Stage 2 - ----- 5 7 3 5 7 3- 6 7 2 6 4 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1152 - - 1316 - - 266 310 791 279 309 644 Mov Cap-2 Maneuver - ----- 2 6 6 3 1 0- 2 7 9 3 0 9-
Stage 1 - ----- 6 5 8 6 2 1- 5 6 7 5 6 2-
Stage 2 - ----- 5 1 7 5 6 2- 6 1 9 6 2 0-
Approach EB WB NB SB
HCM Control Delay, s/v 1.1 0.4 15.4 11.7

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 390 1152 - - 1316 - - 589
HCM Lane V/C Ratio 0.113 0.034 - - 0.015 - - 0.086
HCM Control Delay (s/veh) 15.4 8.2 0 - 7.8 0 - 11.7
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.4 0.1 - - 0 - - 0.3

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 17: Main Street & D Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
T r a f f i c V o l u m e ( v p h ) 3 2 6 2 4 0 2567
F u t u r e V o l u m e ( v p h ) 3 2 6 2 4 0 2567
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frt 1.00 0.99 0.92
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 1862 1860 1689
Flt Permitted 0.99 1.00 0.97
Satd. Flow (perm) 1851 1860 1689
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91
A d j . F l o w ( v p h ) 3 2 8 8 4 4 2578
RTOR Reduction (vph) 000080
Lane Group Flow (vph) 0 291 44 7070
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 10.8 10.8 0.6
Effective Green, g (s) 10.8 10.8 0.6
Actuated g/C Ratio 0.50 0.50 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 934 938 47
v/s Ratio Prot c0.24
v/s Ratio Perm 0.16 c0.00
v/c Ratio 0.31 0.47 0.15
Uniform Delay, d1 3.1 3.4 10.1
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 0.5 1.0 0.5
Delay (s) 3.6 4.5 10.7
Level of Service A A B
Approach Delay (s/veh) 3.6 4.5 10.7
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 4.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.46
Actuated Cycle Length (s) 21.4 Sum of lost time (s) 10.0 Intersection Capacity Utilization 33.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
18: Marsh Street/E Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 16 231 1 12 372 42 0 0 10 28 3 10
Future Vol, veh/h 16 231 1 12 372 42 0 0 10 28 3 10
C o n f l i c t i n g P e d s , # / h r 201102000001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - ----- 0-- 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 19 275 1 14 443 50 0 0 12 33 4 12
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 495 0 0 277 0 0 820 838 277 818 813 471 Stage 1 - ----- 3 1 5 3 1 5- 4 9 8 4 9 8-
Stage 2 - ----- 5 0 5 5 2 3- 3 2 0 3 1 5-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1069 - - 1286 - - 294 302 762 295 313 593 Stage 1 - ----- 6 9 6 6 5 6- 5 5 4 5 4 4-
Stage 2 - ----- 5 4 9 5 3 0- 6 9 2 6 5 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1067 - - 1285 - - 277 290 761 282 301 591 Mov Cap-2 Maneuver - ----- 2 7 7 2 9 0- 2 8 2 3 0 1-
Stage 1 - ----- 6 8 1 6 4 2- 5 4 1 5 3 5-
Stage 2 - ----- 5 2 6 5 2 1- 6 6 7 6 4 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.5 0.2 9.8 18

HCM LOS A C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 761 1067 - - 1285 - - 325
HCM Lane V/C Ratio 0.016 0.018 - - 0.011 - - 0.15
HCM Control Delay (s/veh) 9.8 8.4 0 - 7.8 0 - 18
HCM Lane LOS A A A - A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 0 - - 0.5

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
19: Alma Street/F Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 13 262 0 18 386 10 0 2 13 5 4 3
Future Vol, veh/h 13 262 0 18 386 10 0 2 13 5 4 3
C o n f l i c t i n g P e d s , # / h r 405504005502
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - ----- 0-- 0--
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 14 285 0 20 420 11 0 2 14 5 4 3
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 435 0 0 290 0 0 789 793 295 796 788 432 Stage 1 - ----- 3 1 8 3 1 8- 4 7 0 4 7 0-
Stage 2 - ----- 4 7 1 4 7 5- 3 2 6 3 1 8-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1125 - - 1272 - - 308 321 744 305 323 624 Stage 1 - ----- 6 9 3 6 5 4- 5 7 4 5 6 0-
Stage 2 - ----- 5 7 3 5 5 7- 6 8 7 6 5 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1121 - - 1266 - - 293 307 737 287 309 620 Mov Cap-2 Maneuver - ----- 2 9 3 3 0 7- 2 8 7 3 0 9-
Stage 1 - ----- 6 7 9 6 4 1- 5 6 3 5 4 6-
Stage 2 - ----- 5 5 3 5 4 3- 6 5 8 6 4 1-
Approach EB WB NB SB
HCM Control Delay, s/v 0.4 0.3 11 16

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 621 1121 - - 1266 - - 341
HCM Lane V/C Ratio 0.026 0.013 - - 0.015 - - 0.038
HCM Control Delay (s/veh) 11 8.3 0 - 7.9 0 - 16
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
21: Burkett Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 9 4 2 0 1 4 1 3 5 8 1 1 292652 1 3 F u t u r e V o l , v e h / h 1 9 4 2 0 1 4 1 3 5 8 1 1 292652 1 3 C o n f l i c t i n g P e d s , # / h r 700007201102
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 2 0 4 4 2 1 5 1 4 6 1 2 1 392652 1 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 632 0 0 457 0 0 1147 1150 451 1149 1151 628 Stage 1 - ----- 4 9 0 4 9 0- 6 5 4 6 5 4-
Stage 2 - ----- 6 5 7 6 6 0- 4 9 5 4 9 7-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 951 - - 1104 - - 176 198 608 176 198 483 Stage 1 - ----- 5 6 0 5 4 9- 4 5 6 4 6 3-
Stage 2 - ----- 4 5 4 4 6 0- 5 5 6 5 4 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 945 - - 1104 - - 163 188 607 165 188 479 Mov Cap-2 Maneuver - ----- 1 6 3 1 8 8- 1 6 5 1 8 8-
Stage 1 - ----- 5 4 4 5 3 4- 4 4 0 4 5 1-
Stage 2 - ----- 4 3 0 4 4 8- 5 3 2 5 3 0-
Approach EB WB NB SB
HCM Control Delay, s/v 0.4 0.2 22.5 18.2

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 224 945 - - 1104 - - 294
HCM Lane V/C Ratio 0.08 0.021 - - 0.012 - - 0.072
HCM Control Delay (s/veh) 22.5 8.9 0 - 8.3 0 - 18.2
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0.1 - - 0 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
22: Shasta Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 2 4 2 654 5 9 75915202 F u t u r e V o l , v e h / h 2 4 2 654 5 9 75915202
C o n f l i c t i n g P e d s , # / h r 702207103301
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 2 4 6 854 6 5 65 1 015202
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 668 0 0 475 0 0 1146 1153 476 1155 1153 667 Stage 1 - ----- 4 7 7 4 7 7- 6 7 4 6 7 4-
Stage 2 - ----- 6 6 9 6 7 6- 4 8 1 4 7 9-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 922 - - 1087 - - 176 197 589 174 197 459 Stage 1 - ----- 5 6 9 5 5 6- 4 4 4 4 5 4-
Stage 2 - ----- 4 4 7 4 5 3- 5 6 6 5 5 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 916 - - 1085 - - 174 193 586 169 193 456 Mov Cap-2 Maneuver - ----- 1 7 4 1 9 3- 1 6 9 1 9 3-
Stage 1 - ----- 5 6 6 5 5 3- 4 4 0 4 4 8-
Stage 2 - ----- 4 4 2 4 4 7- 5 5 6 5 5 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.1 21.9 19.8

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 229 916 - - 1085 - - 247
HCM Lane V/C Ratio 0.072 0.002 - - 0.004 - - 0.018
HCM Control Delay (s/veh) 21.9 8.9 0 - 8.3 0 - 19.8
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
23: David Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 4 3 263 5 8 75 1 014309 F u t u r e V o l , v e h / h 1 4 3 263 5 8 75 1 014309 C o n f l i c t i n g P e d s , # / h r 303303301103
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 1 4 7 073 6 3 85 1 11430 1 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 646 0 0 480 0 0 1134 1131 478 1129 1132 647 Stage 1 - ----- 4 7 9 4 7 9- 6 5 0 6 5 0-
Stage 2 - ----- 6 5 5 6 5 2- 4 7 9 4 8 2-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 939 - - 1082 - - 180 203 587 181 203 471 Stage 1 - ----- 5 6 8 5 5 5- 4 5 8 4 6 5-
Stage 2 - ----- 4 5 5 4 6 4- 5 6 8 5 5 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 936 - - 1079 - - 175 201 585 178 201 468 Mov Cap-2 Maneuver - ----- 1 7 5 2 0 1- 1 7 8 2 0 1-
Stage 1 - ----- 5 6 6 5 5 3- 4 5 6 4 6 2-
Stage 2 - ----- 4 4 2 4 6 1- 5 6 2 5 5 1-
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 22.8 16.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 218 936 - - 1079 - - 333
HCM Lane V/C Ratio 0.075 0.001 - - 0.003 - - 0.039
HCM Control Delay (s/veh) 22.8 8.9 0 - 8.3 0 - 16.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
24: Rendon Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 411 12 8 572 9 11 3 3 13 1 18
Future Vol, veh/h 11 411 12 8 572 9 11 3 3 13 1 18
C o n f l i c t i n g P e d s , # / h r 501105000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 12 447 13 9 622 10 12 3 3 14 1 20
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 637 0 0 461 0 0 1135 1134 455 1131 1135 632 Stage 1 - ----- 4 7 9 4 7 9- 6 5 0 6 5 0-
Stage 2 - ----- 6 5 6 6 5 5- 4 8 1 4 8 5-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 947 - - 1100 - - 179 203 605 181 202 480 Stage 1 - ----- 5 6 8 5 5 5- 4 5 8 4 6 5-
Stage 2 - ----- 4 5 4 4 6 3- 5 6 6 5 5 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 942 - - 1099 - - 167 196 604 173 195 478 Mov Cap-2 Maneuver - ----- 1 6 7 1 9 6- 1 7 3 1 9 5-
Stage 1 - ----- 5 5 8 5 4 5- 4 4 8 4 5 7-
Stage 2 - ----- 4 2 9 4 5 5- 5 5 0 5 4 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 25.2 20.2

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 197 942 - - 1099 - - 271
HCM Lane V/C Ratio 0.094 0.013 - - 0.008 - - 0.128
HCM Control Delay (s/veh) 25.2 8.9 0 - 8.3 - - 20.2
HCM Lane LOS D A A - A - - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.4

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 25: Golden Gate Avenue & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 3 337 92 28 491 5 74 17 27 12 32 7 Future Volume (veh/h) 3 337 92 28 491 5 74 17 27 12 32 7 I n i t i a l Q ( Q b ) , v e h 000000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 3 355 97 29 517 5 78 18 28 13 34 7 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 6 662 181 49 911 9 262 35 43 146 159 29
Arrive On Green 0.00 0.47 0.47 0.03 0.49 0.49 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1781 1414 386 1781 1849 18 908 282 347 263 1278 230 Grp Volume(v), veh/h 3 0 452 29 0 522 124 0 0 54 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1800 1781 0 1867 1538 0 0 1771 0 0 Q Serve(g_s), s 0.1 0.0 7.0 0.6 0.0 7.8 1.9 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.1 0.0 7.0 0.6 0.0 7.8 2.9 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 0.21 1.00 0.01 0.63 0.23 0.24 0.13
Lane Grp Cap(c), veh/h 6 0 843 49 0 919 340 0 0 334 0 0 V/C Ratio(X) 0.51 0.00 0.54 0.59 0.00 0.57 0.36 0.00 0.00 0.16 0.00 0.00 Avail Cap(c_a), veh/h 901 0 2186 901 0 2267 1640 0 0 1398 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 19.7 0.0 7.5 19.0 0.0 7.1 16.4 0.0 0.0 15.6 0.0 0.0 Incr Delay (d2), s/veh 23.6 0.0 1.9 4.1 0.0 2.0 0.2 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.0 2.1 0.3 0.0 2.3 1.0 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.2 0.0 9.4 23.1 0.0 9.1 16.6 0.0 0.0 15.7 0.0 0.0 LnGrp LOS D A C A B B
Approach Vol, veh/h 455 551 124 54
Approach Delay, s/veh 9.6 9.8 16.6 15.7
Approach LOS AABB
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.1 23.5 9.9 5.1 24.5 9.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 2.6 9.0 4.9 2.1 9.8 3.1
Green Ext Time (p_c), s 0.0 8.3 0.5 0.0 9.7 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 10.7
HCM 6th LOS B

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
26: Windsor Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 2 3 5 1 1 5 1 3 5 1 5381563 1 3 F u t u r e V o l , v e h / h 2 3 5 1 1 5 1 3 5 1 5381563 1 3 C o n f l i c t i n g P e d s , # / h r 903309000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 2 3 6 9 1 6 1 4 5 4 2381563 1 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 554 0 0 388 0 0 964 966 380 965 973 553 Stage 1 - ----- 3 8 4 3 8 4- 5 8 1 5 8 1-
Stage 2 - ----- 5 8 0 5 8 2- 3 8 4 3 9 2-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1016 - - 1170 - - 235 255 667 234 252 533 Stage 1 - ----- 6 3 9 6 1 1- 4 9 9 5 0 0-
Stage 2 - ----- 5 0 0 4 9 9- 6 3 9 6 0 6-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1007 - - 1167 - - 223 247 665 226 244 528 Mov Cap-2 Maneuver - ----- 2 2 3 2 4 7- 2 2 6 2 4 4-
Stage 1 - ----- 6 3 5 6 0 7- 4 9 3 4 8 7-
Stage 2 - ----- 4 7 6 4 8 6- 6 3 1 6 0 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.2 17.8 16.1

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 295 1007 - - 1167 - - 347
HCM Lane V/C Ratio 0.05 0.002 - - 0.012 - - 0.067
HCM Control Delay (s/veh) 17.8 8.6 0 - 8.1 0 - 16.1
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.2

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 27: Netherton Avenue & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 4 333 4 29 466 3 11 7 52 19 18 61
Future Volume (vph) 4 333 4 29 466 3 11 7 52 19 18 61
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.91
Flt Protected 0.95 1.00 0.95 1.00 0.99 0.99
Satd. Flow (prot) 1770 1859 1770 1861 1642 1667
Flt Permitted 0.95 1.00 0.95 1.00 0.92 0.91
Satd. Flow (perm) 1770 1859 1770 1861 1531 1536
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Adj. Flow (vph) 4 366 4 32 512 3 12 8 57 21 20 67
RTOR Reduction (vph) 0000000 4 800 5 70
Lane Group Flow (vph) 4 370 0 32 515 0 0 29 0 0 51 0
Confl. Peds. (#/hr) 2 10 1 11 11 1
Confl. Bikes (#/hr) 2
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.5 20.7 2.0 22.2 6.8 6.8
Effective Green, g (s) 0.5 20.7 2.0 22.2 6.8 6.8
Actuated g/C Ratio 0.01 0.47 0.04 0.50 0.15 0.15
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 19 864 79 928 233 234
v/s Ratio Prot 0.00 0.20 c0.02 c0.28
v/s Ratio Perm 0.02 c0.03
v/c Ratio 0.21 0.42 0.40 0.55 0.12 0.21
Uniform Delay, d1 21.8 7.9 20.6 7.7 16.2 16.5
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 2.0 0.9 1.2 1.5 0.0 0.1
Delay (s) 23.8 8.9 21.9 9.2 16.3 16.6
Level of Service C A C A B B
Approach Delay (s/veh) 9.0 10.0 16.3 16.6
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 44.5 Sum of lost time (s) 15.0 Intersection Capacity Utilization 44.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
28: Broadway Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 0 5 2 8 85 1 2 4 3 2 5 1336 2 45 4 9 F u t u r e V o l , v e h / h 1 0 5 2 8 85 1 2 4 3 2 5 1336 2 45 4 9 Conflicting Peds, #/hr 13 0 4 4 0 13 0 0 13 13 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 88 88 88 88 88 88 88 88 88 88 88 88
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 1 1 9 3 2 76 1 4 4 9 1 5 8337 2 76 5 6 Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 562 0 0 337 0 0 1151 1162 347 1118 1107 504 Stage 1 - ----- 5 7 2 5 7 2- 5 3 2 5 3 2-
Stage 2 - ----- 5 7 9 5 9 0- 5 8 6 5 7 5-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1009 - - 1222 - - 175 195 696 184 210 568 Stage 1 - ----- 5 0 5 5 0 4- 5 3 1 5 2 6-
Stage 2 - ----- 5 0 1 4 9 5- 4 9 6 5 0 3-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 997 - - 1217 - - 138 167 685 158 180 561 Mov Cap-2 Maneuver - ----- 1 3 8 1 6 7- 1 5 8 1 8 0-
Stage 1 - ----- 4 4 3 4 4 2- 4 6 2 5 1 3-
Stage 2 - ----- 4 4 1 4 8 3- 4 2 4 4 4 1-
Approach EB WB NB SB
HCM Control Delay, s/v 2.4 0.2 20.4 22.6

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 248 997 - - 1217 - - 292
HCM Lane V/C Ratio 0.055 0.12 - - 0.011 - - 0.304
HCM Control Delay (s/veh) 20.4 9.1 - - 8 - - 22.6
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q (veh) 0.2 0.4 - - 0 - - 1.2

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 29: S Center Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 0 5 5 4 4000000 1 6 6 1169 0 F u t u r e V o l u m e ( v p h ) 0 5 5 4 4000000 1 6 6 1169 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 0.99 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.94 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 1741 5048
Flt Permitted 1.00 0.99
Satd. Flow (perm) 1741 5048
Peak-hour factor, PHF 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 A d j . F l o w ( v p h ) 0 6 2 4 9000000 1 8 7 1313 0 RTOR Reduction (vph) 0 3400000000 2 20
Lane Group Flow (vph) 0 7 700000000 1478 0
Confl. Peds. (#/hr) 2 6
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 23.0 52.0
Effective Green, g (s) 23.0 52.0
Actuated g/C Ratio 0.27 0.61
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 471 3088
v/s Ratio Prot c0.04
v/s Ratio Perm 0.29
v/c Ratio 0.16 0.47
Uniform Delay, d1 23.6 9.0
Progression Factor 1.00 1.00
Incremental Delay, d2 0.7 0.5
Delay (s) 24.4 9.5
Level of Service C A
Approach Delay (s/veh) 24.4 0.0 0.0 9.5
Approach LOS C A A A
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.38
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 53.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 30: S El Dorado Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 9 6 1 0 700000 1598 100000 F u t u r e V o l u m e ( v p h ) 9 6 1 0 700000 1598 100000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 1811 5028
Flt Permitted 0.97 1.00
Satd. Flow (perm) 1811 5028
Peak-hour factor, PHF 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 A d j . F l o w ( v p h ) 1 1 2 1 2 400000 1858 116000 RTOR Reduction (vph) 0 190000080000
Lane Group Flow (vph) 0 21 700000 1 9 6 60000
Confl. Peds. (#/hr) 9 11
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 22.0 53.0
Effective Green, g (s) 22.0 53.0
Actuated g/C Ratio 0.26 0.62
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 468 3135
v/s Ratio Prot c0.39
v/s Ratio Perm 0.12
v/c Ratio 0.46 0.62
Uniform Delay, d1 26.5 9.8
Progression Factor 0.96 1.00
Incremental Delay, d2 3.0 0.9
Delay (s) 28.7 10.8
Level of Service C B
Approach Delay (s/veh) 28.7 0.0 10.8 0.0
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.8 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.58
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 52.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th AWSC Existing Build Conditions
31: S Hunter Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 0 1 3 3 6 600000 2 9 6 2 8 40 F u t u r e V o l , v e h / h 0 1 3 3 6 600000 2 9 6 2 8 40 Peak Hour Factor 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 0.73 H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 0 1 8 2 9 000000 4 0 8 5 1 1 50
Number of Lanes 010000001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 9.5 7.6 9.1

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0%
Vol Thru, % 0% 67% 0% 100%
Vol Right, % 100% 33% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 29 199 62 84
LT Vol 0 0 62 0
Through Vol 0 133 0 84
R T V o l 2 9 6 600
Lane Flow Rate 40 273 85 115
G e o m e t r y G r p 4 a255
Degree of Util (X) 0.048 0.328 0.134 0.166
Departure Headway (Hd) 4.309 4.336 5.691 5.187
Convergence, Y/N Yes Yes Yes Yes
Cap 828 831 630 692
Service Time 2.349 2.354 3.426 2.922
HCM Lane V/C Ratio 0.048 0.329 0.135 0.166
HCM Control Delay, s/veh 7.6 9.5 9.3 9
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 1.4 0.5 0.6

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 32: S San Joaquin Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 6 6 1 1 4 3 60000 1 7 0 3 9 2 5 9 90 F u t u r e V o l u m e ( v p h ) 6 6 1 1 4 3 60000 1 7 0 3 9 2 5 9 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.98 0.95 1.00
Flpb, ped/bikes 0.99 1.00 0.97
Frt 0.97 0.97 1.00
Flt Protected 0.98 1.00 0.99
Satd. Flow (prot) 1763 3291 3399
Flt Permitted 0.98 1.00 0.87
Satd. Flow (perm) 1763 3291 3004
Peak-hour factor, PHF 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 A d j . F l o w ( v p h ) 8 2 1 4 2 4 50000 2 1 2 4 9 3 1 1 2 40 RTOR Reduction (vph) 0 1100000 2 40000
Lane Group Flow (vph) 0 26 000000 2 3 800 1 5 50
Confl. Peds. (#/hr) 23 61 111 111
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 604 1692 1544
v/s Ratio Prot c0.07
v/s Ratio Perm 0.15 0.05
v/c Ratio 0.43 0.14 0.10
Uniform Delay, d1 17.7 8.9 8.7
Progression Factor 1.00 1.00 0.42
Incremental Delay, d2 2.2 0.1 0.1
Delay (s) 19.9 9.0 3.8
Level of Service B A A
Approach Delay (s/veh) 19.9 0.0 9.0 3.8
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.2 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.26
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 49.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 33: S Sutter Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 2 2 8 1 8 00000 1 0 2 1 64 9 50 F u t u r e V o l u m e ( v p h ) 2 2 8 1 8 00000 1 0 2 1 64 9 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95
Frpb, ped/bikes 0.92 1.00 0.82 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.99
Frt 0.94 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 1597 1863 1312 3516
Flt Permitted 0.99 1.00 1.00 0.94
Satd. Flow (perm) 1597 1863 1312 3340
Peak-hour factor, PHF 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 0.75 A d j . F l o w ( v p h ) 2 9 1 0 8 1 0 70000 1 3 6 2 15 1 2 70 RTOR Reduction (vph) 0 40000000 1 2000
Lane Group Flow (vph) 0 20 400000 1 3 690 1 3 20
Confl. Peds. (#/hr) 24 154 70 70
Confl. Bikes (#/hr) 1 2
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 684 798 562 1431
v/s Ratio Prot c0.07
v/s Ratio Perm 0.13 0.01 0.04
v/c Ratio 0.29 0.17 0.01 0.09
Uniform Delay, d1 13.1 12.3 11.5 11.8
Progression Factor 1.66 1.00 1.00 0.27
Incremental Delay, d2 1.0 0.4 0.0 0.1
Delay (s) 22.8 12.7 11.5 3.4
Level of Service C B B A
Approach Delay (s/veh) 22.8 0.0 12.6 3.4
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 15.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.23
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 34: California Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/09/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 6 7 0 1 40000 2 6 8 7 4 3 4 2 1 40 F u t u r e V o l u m e ( v e h / h ) 1 6 7 0 1 40000 2 6 8 7 4 3 4 2 1 40 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 21 92 18 0 353 97 45 282 0
Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 79 344 67 0 826 227 153 908 0
Arrive On Green 0.27 0.27 0.27 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 290 1269 248 0 1411 388 161 1551 0
Grp Volume(v), veh/h 131 0 0 0 0 450 327 0 0
Grp Sat Flow(s),veh/h/ln 1806 0 0 0 0 1798 1711 0 0
Q Serve(g_s), s 4.0 0.0 0.0 0.0 0.0 9.7 0.0 0.0 0.0
Cycle Q Clear(g_c), s 4.0 0.0 0.0 0.0 0.0 9.7 0.0 0.0 0.0 Prop In Lane 0.16 0.14 0.00 0.22 0.14 0.00
Lane Grp Cap(c), veh/h 490 0 0 0 0 1053 1061 0 0
V/C Ratio(X) 0.27 0.00 0.00 0.00 0.00 0.43 0.31 0.00 0.00 Avail Cap(c_a), veh/h 490 0 0 0 0 1053 1061 0 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.96 0.00 0.00 0.00 0.00 1.00 0.85 0.00 0.00 Uniform Delay (d), s/veh 20.0 0.0 0.0 0.0 0.0 8.0 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.0 0.0 0.0 1.3 0.6 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.8 0.0 0.0 0.0 0.0 3.5 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.3 0.0 0.0 0.0 0.0 9.3 0.6 0.0 0.0 LnGrp LOS C A A
Approach Vol, veh/h 131 450 327
Approach Delay, s/veh 21.3 9.3 0.6
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 11.7 6.0 2.0
Green Ext Time (p_c), s 0.5 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 7.9
HCM 6th LOS A

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 35: S American Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 3 0 1 4 10000000 1 0 800 F u t u r e V o l u m e ( v p h ) 3 0 1 4 10000000 1 0 800 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.99
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 1840 1762
Flt Permitted 0.99 0.75
Satd. Flow (perm) 1840 1404
Peak-hour factor, PHF 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 0.54 A d j . F l o w ( v p h ) 5 6 2 6 10000000 2 0 000
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 31 700000000 2 0 00
Confl. Peds. (#/hr) 10 2 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1051 401
v/s Ratio Prot
v/s Ratio Perm 0.17 c0.14
v/c Ratio 0.30 0.49
Uniform Delay, d1 7.7 20.8
Progression Factor 1.03 0.71
Incremental Delay, d2 0.7 3.1
Delay (s) 8.7 18.0
Level of Service A B
Approach Delay (s/veh) 8.7 0.0 0.0 18.0
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.37
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 36: S Stanislaus Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 5 1 9 4 1 0 80000 5 1 2 5 29 2 1 50 F u t u r e V o l u m e ( v p h ) 5 1 9 4 1 0 80000 5 1 2 5 29 2 1 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.94 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 1720 3483 3532
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 1720 3483 3256
Peak-hour factor, PHF 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 0.72 A d j . F l o w ( v p h ) 7 1 1 3 1 1 5 00000 7 1 1 7 2 1 2 2 9 90 RTOR Reduction (vph) 0000000 1 10000
Lane Group Flow (vph) 0 35 200000 7 7 200 3 1 20
Confl. Peds. (#/hr) 13 4 2 2
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 614 1741 1628
v/s Ratio Prot c0.22
v/s Ratio Perm 0.20 0.10
v/c Ratio 0.57 0.44 0.19
Uniform Delay, d1 18.1 11.2 9.6
Progression Factor 0.85 1.00 0.69
Incremental Delay, d2 3.6 0.8 0.2
Delay (s) 19.1 12.0 7.0
Level of Service B B A
Approach Delay (s/veh) 19.1 0.0 12.0 7.0
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.7 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 39.2% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
37: S Grant Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 5 2 1 0 20000080950
F u t u r e V o l , v e h / h 5 2 1 0 20000080950
C o n f l i c t i n g P e d s , # / h r 1 000000004400 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 74 146 0 0 0 0 0 11 0 13 7 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 10 0 0 - 304 150 314 304 -
Stage 1 - - - - 294 - 10 10 -
Stage 2 - - - - 10 - 304 294 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1610 - - 0 609 896 639 609 0
Stage 1 - - - 0 670 - - - 0
Stage 2 - - - 0 - - 705 670 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1595 - - - 573 896 599 573 -
Mov Cap-2 Maneuver - - - - 573 - 599 573 -
Stage 1 - - - - 637 - - - -
Stage 2 - - - - - - 658 637 -
Approach EB NB SB
HCM Control Delay, s/v 2.5 11.4 11.3

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 573 1595 - - 589
HCM Lane V/C Ratio 0.02 0.047 - - 0.034
HCM Control Delay (s/veh) 11.4 7.4 0 - 11.3
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0.1 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
38: S Aurora Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 88 15 0 0 0 0 102 9 4 36 0
Future Vol, veh/h 9 88 15 0 0 0 0 102 9 4 36 0
C o n f l i c t i n g P e d s , # / h r 201000002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 78 78 78 78 78 78 78 78 78 78 78 78
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 12 113 19 0 0 0 0 131 12 5 46 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 150 126 222 159 -
Stage 1 - - - - 148 - 2 2 -
Stage 2 - - - - 2 - 220 157 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 742 924 734 733 0
Stage 1 - - - 0 775 - - - 0
Stage 2 - - - 0 - - 782 768 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 734 923 621 725 -
Mov Cap-2 Maneuver - - - - 734 - 621 725 -
Stage 1 - - - - 768 - - - -
Stage 2 - - - - - - 636 761 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 11 10.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 746 1617 - - 713
HCM Lane V/C Ratio 0.191 0.007 - - 0.072
HCM Control Delay (s/veh) 11 7.2 0 - 10.4
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.7 0 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
39: Union Street & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 80 5 0 0 0 0 90 8 15 39 0
Future Vol, veh/h 8 80 5 0 0 0 0 90 8 15 39 0
C o n f l i c t i n g P e d s , # / h r 101000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 9 8 850000 9 99 1 6 4 30
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 111 93 165 113 -
Stage 1 - - - - 110 - 1 1 -
Stage 2 - - - - 1 - 164 112 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1622 - - 0 779 964 800 777 0
Stage 1 - - - 0 804 - - - 0
Stage 2 - - - 0 - - 838 803 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 773 963 711 771 -
Mov Cap-2 Maneuver - - - - 773 - 711 771 -
Stage 1 - - - - 798 - - - -
Stage 2 - - - - - - 723 797 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 10.3 10.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 786 1620 - - 753
HCM Lane V/C Ratio 0.137 0.005 - - 0.079
HCM Control Delay (s/veh) 10.3 7.2 0 - 10.2
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.5 0 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
40: Pilgrim Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 6 1 0 02000089 1 340
F u t u r e V o l , v e h / h 6 1 0 02000089 1 340
C o n f l i c t i n g P e d s , # / h r 301000009900
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 67 67 67 67 67 67 67 67 67 67 67 67
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 9 149 3 0 0 0 0 12 13 19 6 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 3 0 0 - 173 161 193 174 -
Stage 1 - - - - 170 - 3 3 -
Stage 2 - - - - 3 - 190 171 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1619 - - 0 720 884 767 719 0
Stage 1 - - - 0 758 - - - 0
Stage 2 - - - 0 - - 812 757 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1614 - - - 713 883 740 712 -
Mov Cap-2 Maneuver - - - - 713 - 740 712 -
Stage 1 - - - - 753 - - - -
Stage 2 - - - - - - 782 752 -
Approach EB NB SB
HCM Control Delay, s/v 0.4 9.7 10.1

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 794 1614 - - 733
HCM Lane V/C Ratio 0.032 0.006 - - 0.035
HCM Control Delay (s/veh) 9.7 7.2 0 - 10.1
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 41: Airport Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 2 6 7 6 1 90000 8 1 5 3 9 7 7 5 9 10 F u t u r e V o l u m e ( v e h / h ) 2 6 7 6 1 90000 8 1 5 3 9 7 7 5 9 10 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 29 84 21 0 906 43 86 657 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 42 120 30 0 2699 128 270 2003 0
Arrive On Green 0.11 0.11 0.11 0.00 0.78 0.78 1.00 1.00 0.00 Sat Flow, veh/h 387 1121 280 0 3547 164 281 2648 0
Grp Volume(v), veh/h 134 0 0 0 466 483 329 414 0
Grp Sat Flow(s),veh/h/ln 1788 0 0 0 1777 1840 1227 1617 0 Q Serve(g_s), s 6.5 0.0 0.0 0.0 7.0 7.0 0.7 0.0 0.0
Cycle Q Clear(g_c), s 6.5 0.0 0.0 0.0 7.0 7.0 7.7 0.0 0.0 Prop In Lane 0.22 0.16 0.00 0.09 0.26 0.00
Lane Grp Cap(c), veh/h 192 0 0 0 1389 1439 1009 1264 0
V/C Ratio(X) 0.70 0.00 0.00 0.00 0.34 0.34 0.33 0.33 0.00 Avail Cap(c_a), veh/h 437 0 0 0 1389 1439 1009 1264 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.96 0.96 0.00 Uniform Delay (d), s/veh 38.8 0.0 0.0 0.0 2.9 2.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.0 0.7 0.6 0.8 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.9 0.0 0.0 0.0 1.7 1.8 0.2 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.5 0.0 0.0 0.0 3.6 3.5 0.8 0.7 0.0 L n G r p L O S D AAAA
Approach Vol, veh/h 134 949 743
Approach Delay, s/veh 40.5 3.6 0.7
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 75.3 75.3 14.7
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 9.7 9.0 8.5
Green Ext Time (p_c), s 1.0 0.9 0.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 5.1
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
42: Sierra Nevada Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 14 178 2 0 0 0 0 15 15 24 7 0
Future Vol, veh/h 14 178 2 0 0 0 0 15 15 24 7 0
C o n f l i c t i n g P e d s , # / h r 202000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 16 200 2 0 0 0 0 17 17 27 8 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 237 203 252 238 -
Stage 1 - - - - 235 - 2 2 -
Stage 2 - - - - 2 - 250 236 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 664 838 701 663 0
Stage 1 - - - 0 710 - - - 0
Stage 2 - - - 0 - - 754 710 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 654 836 667 653 -
Mov Cap-2 Maneuver - - - - 654 - 667 653 -
Stage 1 - - - - 701 - - - -
Stage 2 - - - - - - 713 701 -
Approach EB NB SB
HCM Control Delay, s/v 0.5 10.1 10.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 734 1617 - - 664
HCM Lane V/C Ratio 0.046 0.01 - - 0.052
HCM Control Delay (s/veh) 10.1 7.2 0 - 10.7
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.2

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 5 1 4 0 5 00000 6 8 6 6 3 1 1 8 6 2 30 F u t u r e V o l u m e ( v e h / h ) 1 5 1 4 0 5 00000 6 8 6 6 3 1 1 8 6 2 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 16 149 53 0 730 67 126 663 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 20 183 65 0 1958 180 157 2624 0
Arrive On Green 0.05 0.05 0.05 0.00 0.59 0.59 0.12 0.98 0.00 Sat Flow, veh/h 131 1219 434 0 3384 302 1781 3647 0
Grp Volume(v), veh/h 218 0 0 0 394 403 126 663 0
Grp Sat Flow(s),veh/h/ln 1784 0 0 0 1777 1815 1781 1777 0 Q Serve(g_s), s 10.9 0.0 0.0 0.0 10.4 10.4 6.2 0.4 0.0
Cycle Q Clear(g_c), s 10.9 0.0 0.0 0.0 10.4 10.4 6.2 0.4 0.0 Prop In Lane 0.07 0.24 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 268 0 0 0 1057 1080 157 2624 0
V/C Ratio(X) 0.81 0.00 0.00 0.00 0.37 0.37 0.80 0.25 0.00 Avail Cap(c_a), veh/h 416 0 0 0 1057 1080 257 2624 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 41.5 0.0 0.0 0.0 9.5 9.5 39.0 0.2 0.0 Incr Delay (d2), s/veh 3.5 0.0 0.0 0.0 1.0 1.0 3.5 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 5.5 0.0 0.0 0.0 4.1 4.2 2.8 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 45.0 0.0 0.0 0.0 10.5 10.5 42.5 0.4 0.0 LnGrp LOS D B B D A
Approach Vol, veh/h 218 797 789
Approach Delay, s/veh 45.0 10.5 7.2
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.9 58.5 71.5 18.5
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 8.2 12.4 2.4 12.9
Green Ext Time (p_c), s 0.1 13.6 15.0 0.5
Intersection Summary
HCM 6th Ctrl Delay, s/veh 13.2
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
44: S Eugenia Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 304 16 0 0 0 37
Future Vol, veh/h 304 16 0 0 0 37
Conflicting Peds, #/hr 0 2 0 0 0 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - ---- 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 330 17 0 0 0 40
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 342
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.22
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.318
Pot Cap-1 Maneuver - - 0 701
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 700
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 10.5

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 700 - -
HCM Lane V/C Ratio 0.057 - -
HCM Control Delay (s/veh) 10.5 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
45: Della Street & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 5 4 2 5 6 1 20000325 5 40 F u t u r e V o l , v e h / h 5 4 2 5 6 1 20000325 5 40 C o n f l i c t i n g P e d s , # / h r 004000002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 6 1 2 8 8 1 30000326 6 10
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 421 301 421 427 -
Stage 1 - - - - 421 - 0 0 -
Stage 2 - - - - 0 - 421 427 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver - - - 0 524 739 543 520 0
Stage 1 - - - 0 589 - - - 0
Stage 2 - - - 0 - - 610 585 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 522 736 539 518 -
Mov Cap-2 Maneuver - - - - 522 - 539 518 -
Stage 1 - - - - 587 - - - -
Stage 2 - - - - - - 605 583 -
Approach EB NB SB
HCM Control Delay, s/v 11.2 12.9

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 591 - - - 520
HCM Lane V/C Ratio 0.01 - - - 0.127
HCM Control Delay (s/veh) 11.2 - - - 12.9
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0 - - - 0.4

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 13 38 7 121 0 0 128 18
Future Volume (vph) 0 0 0 23 13 38 7 121 0 0 128 18
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.97 1.00 0.99
Flpb, ped/bikes 0.98 0.99 1.00
Frt 0.93 1.00 0.98
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1641 3524 3451
Flt Permitted 0.98 0.94 1.00
Satd. Flow (perm) 1641 3329 3451
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Adj. Flow (vph) 0 0 0 26 15 43 8 138 0 0 145 20
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 8 400 1 4 600 1 6 50
Confl. Peds. (#/hr) 16 10 28 28
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 6.5 27.5 27.5
Effective Green, g (s) 6.5 27.5 27.5
Actuated g/C Ratio 0.09 0.39 0.39
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 152 1307 1355
v/s Ratio Prot c0.05
v/s Ratio Perm 0.05 0.04
v/c Ratio 0.55 0.11 0.12
Uniform Delay, d1 30.3 13.4 13.5
Progression Factor 0.94 0.72 1.00
Incremental Delay, d2 2.4 0.1 0.1
Delay (s) 31.2 10.0 13.7
Level of Service C B B
Approach Delay (s/veh) 0.0 31.2 10.0 13.7
Approach LOS A C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.12
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 21.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 23 28 12 13 134 0 0 85 23
Future Volume (vph) 0 0 0 23 28 12 13 134 0 0 85 23
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.97
Flpb, ped/bikes 0.98 0.99 1.00
Frt 0.97 1.00 0.96
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1743 1842 3344
Flt Permitted 0.98 0.97 1.00
Satd. Flow (perm) 1743 1795 3344
Peak-hour factor, PHF 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Adj. Flow (vph) 0 0 0 29 35 15 16 170 0 0 108 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 7 900 1 8 600 1 3 70
Confl. Peds. (#/hr) 24 14 52 52
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 373 487 907
v/s Ratio Prot 0.04
v/s Ratio Perm 0.05 c0.10
v/c Ratio 0.21 0.38 0.15
Uniform Delay, d1 22.6 20.7 19.3
Progression Factor 0.66 0.68 1.00
Incremental Delay, d2 1.2 2.2 0.3
Delay (s) 16.2 16.3 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 16.2 16.3 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.5 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.18
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 26.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 4: California Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 27 42 24 9 216 0 0 249 8
Future Volume (vph) 0 0 0 27 42 24 9 216 0 0 249 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frpb, ped/bikes 0.98 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.96 1.00 0.99
Flt Protected 0.98 0.99 1.00
Satd. Flow (prot) 1750 1858 1853
Flt Permitted 0.98 0.98 1.00
Satd. Flow (perm) 1750 1830 1853
Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 0 0 0 31 48 28 10 248 0 0 286 9
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 1 0 700 2 5 800 2 9 50
Confl. Peds. (#/hr) 2 9 9 9
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 375 496 502
v/s Ratio Prot c0.16
v/s Ratio Perm 0.06 0.14
v/c Ratio 0.28 0.52 0.58
Uniform Delay, d1 23.0 21.6 22.1
Progression Factor 1.68 0.81 1.00
Incremental Delay, d2 1.7 3.8 4.9
Delay (s) 40.6 21.4 27.0
Level of Service D C C
Approach Delay (s/veh) 0.0 40.6 21.4 27.0
Approach LOS A D C C
Intersection Summary
HCM 2000 Control Delay (s/veh) 27.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.27
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 32.4% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 5: S American Street/N American Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 22 73 19 3 24 0 0 12 15
Future Volume (vph) 0 0 0 22 73 19 3 24 0 0 12 15
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00
Frpb, ped/bikes 0.99 1.00 1.00 0.97
Flpb, ped/bikes 0.99 0.99 1.00 1.00
Frt 0.97 1.00 1.00 0.85
Flt Protected 0.99 0.99 1.00 1.00
Satd. Flow (prot) 1777 1850 1863 1547
Flt Permitted 0.99 0.98 1.00 1.00
Satd. Flow (perm) 1777 1829 1863 1547
Peak-hour factor, PHF 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Adj. Flow (vph) 0 0 0 26 86 22 4 28 0 0 14 18
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 1 3 400 3 200 1 4 1 8
Confl. Peds. (#/hr) 15 5 2 2
Turn Type Perm NA Perm NA NA Perm
Protected Phases 2 4 4
Permitted Phases 2 4 4
Actuated Green, G (s) 11.0 23.0 23.0 23.0
Effective Green, g (s) 11.0 23.0 23.0 23.0
Actuated g/C Ratio 0.16 0.33 0.33 0.33
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 279 600 612 508
v/s Ratio Prot 0.01
v/s Ratio Perm 0.08 c0.02 0.01
v/c Ratio 0.48 0.05 0.02 0.03
Uniform Delay, d1 26.8 16.0 15.8 15.9
Progression Factor 0.88 0.82 1.00 1.00
Incremental Delay, d2 5.7 0.1 0.0 0.1
Delay (s) 29.6 13.4 15.9 16.0
Level of Service C B B B
Approach Delay (s/veh) 0.0 29.6 13.4 16.0
Approach LOS A C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 24.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.11
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 25.5% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 66 53 12 39 249 0 0 295 8
Future Volume (vph) 0 0 0 66 53 12 39 249 0 0 295 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 1.00 1.00 0.99
Flpb, ped/bikes 0.99 0.99 1.00
Frt 0.98 1.00 0.99
Flt Protected 0.97 0.99 1.00
Satd. Flow (prot) 1790 3512 3522
Flt Permitted 0.97 0.87 1.00
Satd. Flow (perm) 1790 3103 3522
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 72 58 13 42 271 0 0 321 9
RTOR Reduction (vph) 000000000030
Lane Group Flow (vph) 0000 1 4 300 3 1 300 3 2 70
Confl. Peds. (#/hr) 4 5 5
Turn Type Perm NA Perm NA NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 639 1551 1761
v/s Ratio Prot 0.09
v/s Ratio Perm 0.08 c0.10
v/c Ratio 0.22 0.20 0.18
Uniform Delay, d1 15.7 9.7 9.6
Progression Factor 1.00 0.79 1.00
Incremental Delay, d2 0.8 0.2 0.2
Delay (s) 16.5 7.9 9.8
Level of Service B A A
Approach Delay (s/veh) 0.0 16.5 7.9 9.8
Approach LOS ABAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 41.0% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
7: S Grant Street/N Grant Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 7 109 11 10 21 0 0 31 25
Future Vol, veh/h 0 0 0 7 109 11 10 21 0 0 31 25
C o n f l i c t i n g P e d s , # / h r 000101000000
Sign Control Stop Stop Stop Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 70 70 70 70 70 70 70 70 70 70 70 70
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 10 156 16 14 30 0 0 44 36
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 1 0 0 225 194 - - 186 165
Stage 1 - - - 1 1 - - 185 -
Stage 2 - - - 224 193 - - 1 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1622 - - 730 701 0 0 708 879
Stage 1 ----- 0 0 7 4 7-
Stage 2 - - - 779 741 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - 662 695 - - 702 878
Mov Cap-2 Maneuver - - - 662 695 - - 702 -
Stage 1 ------- 7 4 1-
Stage 2 - - - 698 735 - - - -
Approach WB NB SB
HCM Control Delay, s/v 0.4 10.6 10.2

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 684 1620 - - 771
HCM Lane V/C Ratio 0.065 0.006 - - 0.104
HCM Control Delay (s/veh) 10.6 7.2 0 - 10.2
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
8: S Aurora Street/N Aurora Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 15 60 1 12 96 0 0 38 5
Future Vol, veh/h 0 0 0 15 60 1 12 96 0 0 38 5
C o n f l i c t i n g P e d s , # / h r 000801100001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 83 83 83 83 83 83 83 83 83 83 83 83
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 18 72 1 14 116 0 0 46 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 8 0 0 144 118 - - 118 75
Stage 1 - - - 8 8 - - 110 -
Stage 2 - - - 136 110 - - 8 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1612 - - 825 772 0 0 772 986
Stage 1 ----- 0 0 8 0 4-
Stage 2 - - - 867 804 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1600 - - 769 756 - - 756 985
Mov Cap-2 Maneuver - - - 769 756 - - 756 -
Stage 1 ------- 7 9 4-
Stage 2 - - - 802 794 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.4 10.7 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 757 1600 - - 777
HCM Lane V/C Ratio 0.172 0.011 - - 0.067
HCM Control Delay (s/veh) 10.7 7.3 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.6 0 - - 0.2

ATTACHMENT B
HCM 6th AWSC Existing Build Conditions
9: Union Street & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Intersection Delay, s/veh 7.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 13 63 15 13 108 0 0 76 7
Future Vol, veh/h 0 0 0 13 63 15 13 108 0 0 76 7
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 14 66 16 14 114 0 0 80 7
Number of Lanes 000010010010
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 1 1 0
HCM Control Delay, s/veh 7.9 8 7.7

HCM LOS A A A
Lane NBLn1 WBLn1 SBLn1
Vol Left, % 11% 14% 0%
Vol Thru, % 89% 69% 92%
Vol Right, % 0% 16% 8%
Sign Control Stop Stop Stop
Traffic Vol by Lane 121 91 83
LT Vol 13 13 0
Through Vol 108 63 76
RT Vol 0 15 7
Lane Flow Rate 127 96 87
Geometry Grp 1 1 1
Degree of Util (X) 0.148 0.115 0.101
Departure Headway (Hd) 4.191 4.34 4.149
Convergence, Y/N Yes Yes Yes
Cap 844 830 850
Service Time 2.271 2.34 2.241
HCM Lane V/C Ratio 0.15 0.116 0.102
HCM Control Delay, s/veh 8 7.9 7.7
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.4 0.3

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
10: Pilgrim Street & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 18 82 15 8 16 0 0 20 5
Future Vol, veh/h 0 0 0 18 82 15 8 16 0 0 20 5
C o n f l i c t i n g P e d s , # / h r 000401300003
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 23 104 19 10 20 0 0 25 6
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 4 0 0 182 174 - - 165 118
Stage 1 - - - 4 4 - - 161 -
Stage 2 - - - 178 170 - - 4 -
Critical Hdwy 4.12 - - 7.12 6.52 - - 6.52 6.22
C r i t i c a l H d w y S t g 1 ------- 5 . 5 2-
Critical Hdwy Stg 2 - - - 6.12 5.52 - - - -
Follow-up Hdwy 2.218 - - 3.518 4.018 - - 4.018 3.318
Pot Cap-1 Maneuver 1618 - - 779 719 0 0 728 934
Stage 1 ----- 0 0 7 6 5-
Stage 2 - - - 824 758 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1612 - - 742 705 - - 713 933
Mov Cap-2 Maneuver - - - 742 705 - - 713 -
Stage 1 ------- 7 5 3-
Stage 2 - - - 779 746 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.1 10.2 10

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 717 1612 - - 748
HCM Lane V/C Ratio 0.042 0.014 - - 0.042
HCM Control Delay (s/veh) 10.2 7.3 0 - 10
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.1 0 - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 11: Airport Way & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 41 78 61 10 869 0 0 749 17 Future Volume (veh/h) 0 0 0 41 78 61 10 869 0 0 749 17
I n i t i a l Q ( Q b ) , v e h 000000000
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 43 82 64 11 915 0 0 788 18
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 58 110 86 51 2561 0 0 2635 60
Arrive On Green 0.05 0.05 0.05 1.00 1.00 0.00 0.00 0.74 0.74 Sat Flow, veh/h 392 747 583 13 3536 0 0 3644 81
Grp Volume(v), veh/h 189 0 0 494 432 0 0 394 412
Grp Sat Flow(s),veh/h/ln 1722 0 0 1847 1617 0 0 1777 1855 Q Serve(g_s), s 9.8 0.0 0.0 0.0 0.0 0.0 0.0 6.6 6.6
Cycle Q Clear(g_c), s 9.8 0.0 0.0 0.0 0.0 0.0 0.0 6.6 6.6 Prop In Lane 0.23 0.34 0.02 0.00 0.00 0.04
Lane Grp Cap(c), veh/h 253 0 0 1412 1200 0 0 1318 1376
V/C Ratio(X) 0.75 0.00 0.00 0.35 0.36 0.00 0.00 0.30 0.30 Avail Cap(c_a), veh/h 421 0 0 1412 1200 0 0 1318 1376
HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.93 0.93 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 41.2 0.0 0.0 0.0 0.0 0.0 0.0 3.8 3.8 Incr Delay (d2), s/veh 1.7 0.0 0.0 0.6 0.8 0.0 0.0 0.6 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.6 0.0 0.0 0.2 0.3 0.0 0.0 1.9 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.8 0.0 0.0 0.6 0.8 0.0 0.0 4.4 4.4 LnGrp LOS D A A A A
Approach Vol, veh/h 189 926 806
Approach Delay, s/veh 42.8 0.7 4.4
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.8 18.2 71.8
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 22.0 58.0
Max Q Clear Time (g_c+I1), s 2.0 11.8 8.6
Green Ext Time (p_c), s 0.9 0.5 0.7
Intersection Summary
HCM 6th Ctrl Delay, s/veh 6.4
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
12: Sierra Nevada Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 30 139 40 9 37 0 0 49 32
Future Vol, veh/h 0 0 0 30 139 40 9 37 0 0 49 32
C o n f l i c t i n g P e d s , # / h r 000603900009
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 0 0 0 32 148 43 10 39 0 0 52 34
Major/Minor Major2 Minor1 Minor2
Conflicting Flow All 6 0 0 179 264 - - 243 108
Stage 1 - - - 6 6 - - 237 -
Stage 2 - - - 173 258 - - 6 -
Critical Hdwy 4.14 - - 7.54 6.54 - - 6.54 6.94
C r i t i c a l H d w y S t g 1 ------- 5 . 5 4-
Critical Hdwy Stg 2 - - - 6.54 5.54 - - - -
Follow-up Hdwy 2.22 - - 3.52 4.02 - - 4.02 3.32
Pot Cap-1 Maneuver 1613 - - 766 640 0 0 658 925
Stage 1 ----- 0 0 7 0 8-
Stage 2 - - - 812 693 0 0 - -
Platoon blocked, % - -
Mov Cap-1 Maneuver 1604 - - 676 620 - - 638 922
Mov Cap-2 Maneuver - - - 676 620 - - 638 -
Stage 1 ------- 6 9 0-
Stage 2 - - - 707 676 - - - -
Approach WB NB SB
HCM Control Delay, s/v 1.1 11.2 10.6

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 WBL WBT WBR SBLn1
Capacity (veh/h) 630 1604 - - 726
HCM Lane V/C Ratio 0.078 0.02 - - 0.119
HCM Control Delay (s/veh) 11.2 7.3 0.1 - 10.6
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.3 0.1 - - 0.4

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 13: S Wilson Way & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 107 111 183 27 936 0 0 933 29 Future Volume (veh/h) 0 0 0 107 111 183 27 936 0 0 933 29 I n i t i a l Q ( Q b ) , v e h 000000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 0 0 1870 1870 Adj Flow Rate, veh/h 110 114 189 28 965 0 0 962 30
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 P e r c e n t H e a v y V e h , % 222220022
Cap, veh/h 136 141 241 442 2618 0 0 2591 81
Arrive On Green 0.15 0.15 0.15 1.00 1.00 0.00 0.00 0.74 0.74 Sat Flow, veh/h 896 929 1582 567 3647 0 0 3611 110
Grp Volume(v), veh/h 224 0 189 28 965 0 0 486 506
Grp Sat Flow(s),veh/h/ln 1826 0 1582 567 1777 0 0 1777 1850 Q Serve(g_s), s 10.7 0.0 10.4 0.6 0.0 0.0 0.0 8.9 8.9
Cycle Q Clear(g_c), s 10.7 0.0 10.4 9.6 0.0 0.0 0.0 8.9 8.9 Prop In Lane 0.49 1.00 1.00 0.00 0.00 0.06
Lane Grp Cap(c), veh/h 278 0 241 442 2618 0 0 1309 1363 V/C Ratio(X) 0.81 0.00 0.79 0.06 0.37 0.00 0.00 0.37 0.37 Avail Cap(c_a), veh/h 467 0 404 442 2618 0 0 1309 1363
HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.75 0.75 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 36.9 0.0 36.7 0.6 0.0 0.0 0.0 4.3 4.3 Incr Delay (d2), s/veh 2.1 0.0 2.1 0.2 0.3 0.0 0.0 0.8 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.8 0.0 4.1 0.0 0.1 0.0 0.0 2.9 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 39.0 0.0 38.9 0.8 0.3 0.0 0.0 5.1 5.1 LnGrp LOS D D A A A A
Approach Vol, veh/h 413 993 992
Approach Delay, s/veh 38.9 0.3 5.1
Approach LOS D A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 71.3 18.7 71.3
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 57.0 23.0 57.0
Max Q Clear Time (g_c+I1), s 11.6 12.7 10.9
Green Ext Time (p_c), s 3.4 0.9 2.6
Intersection Summary
HCM 6th Ctrl Delay, s/veh 8.9
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
15: B Street/E Washington Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 392 32 15 311 1 28 2 38 1 2 14
Future Vol, veh/h 5 392 32 15 311 1 28 2 38 1 2 14
C o n f l i c t i n g P e d s , # / h r 101101300003
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 5 417 34 16 331 1 30 2 40 1 2 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 333 0 0 452 0 0 820 810 435 830 827 336 Stage 1 - ----- 4 4 5 4 4 5- 3 6 5 3 6 5-
Stage 2 - ----- 3 7 5 3 6 5- 4 6 5 4 6 2-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1226 - - 1109 - - 294 314 621 289 307 706 Stage 1 - ----- 5 9 2 5 7 5- 6 5 4 6 2 3-
Stage 2 - ----- 6 4 6 6 2 3- 5 7 8 5 6 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1225 - - 1108 - - 280 306 620 264 299 703 Mov Cap-2 Maneuver - ----- 2 8 0 3 0 6- 2 6 4 2 9 9-
Stage 1 - ----- 5 8 8 5 7 2- 6 5 0 6 1 1-
Stage 2 - ----- 6 1 7 6 1 1- 5 3 6 5 6 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.4 15.8 11.7

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 405 1225 - - 1108 - - 559
HCM Lane V/C Ratio 0.179 0.004 - - 0.014 - - 0.032
HCM Control Delay (s/veh) 15.8 8 0 - 8.3 0 - 11.7
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.6 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
16: E Lafayette Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NEL NET NER SWL SWT SWR Lane Configurations
Traffic Vol, veh/h 40 370 9 25 318 12 11 4 31 0 3 15
Future Vol, veh/h 40 370 9 25 318 12 11 4 31 0 3 15
C o n f l i c t i n g P e d s , # / h r 100001000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 98 98 98 98 98 98 98 98 98 98 98 98
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 41 378 9 26 324 12 11 4 32 0 3 15
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 337 0 0 387 0 0 856 854 383 866 852 331 Stage 1 - ----- 4 6 5 4 6 5- 3 8 3 3 8 3-
Stage 2 - ----- 3 9 1 3 8 9- 4 8 3 4 6 9-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1222 - - 1171 - - 278 296 664 274 297 711 Stage 1 - ----- 5 7 8 5 6 3- 6 4 0 6 1 2-
Stage 2 - ----- 6 3 3 6 0 8- 5 6 5 5 6 1-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1221 - - 1171 - - 255 275 664 244 276 710 Mov Cap-2 Maneuver - ----- 2 5 5 2 7 5- 2 4 4 2 7 6-
Stage 1 - ----- 5 5 3 5 3 9- 6 1 2 5 9 5-
Stage 2 - ----- 6 0 0 5 9 1- 5 1 1 5 3 7-
Approach EB WB NE SW
HCM Control Delay, s/v 0.8 0.6 11.7 11.6

HCM LOS B B
Minor Lane/Major Mvmt NELn1 EBL EBT EBR WBL WBT WBRSWLn1 Capacity (veh/h) 572 1221 - - 1171 - - 563
HCM Lane V/C Ratio 0.062 0.033 - - 0.022 - - 0.033
HCM Control Delay (s/veh) 11.7 8.1 0 - 8.1 0 - 11.6
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q (veh) 0.2 0.1 - - 0.1 - - 0.1

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 17: Main Street & D Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (vph) 9 426 355 15 8 8
Future Volume (vph) 9 426 355 15 8 8
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00
Flpb, ped/bikes 0.99 1.00 1.00
Frt 1.00 0.99 0.93
Flt Protected 0.99 1.00 0.97
Satd. Flow (prot) 1861 1851 1695
Flt Permitted 0.98 1.00 0.97
Satd. Flow (perm) 1838 1851 1695
Peak-hour factor, PHF 0.94 0.94 0.94 0.94 0.94 0.94
Adj. Flow (vph) 10 453 378 16 9 9
RTOR Reduction (vph) 000090
Lane Group Flow (vph) 0 463 39 4090
Confl. Peds. (#/hr) 1 1
Turn Type Perm NA NA Perm
Protected Phases 2 6
Permitted Phases 2 4
Actuated Green, G (s) 11.2 11.2 0.6
Effective Green, g (s) 11.2 11.2 0.6
Actuated g/C Ratio 0.51 0.51 0.03
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 6.0 6.0 2.0
Lane Grp Cap (vph) 944 950 46
v/s Ratio Prot 0.21
v/s Ratio Perm c0.25 c0.01
v/c Ratio 0.49 0.41 0.20
Uniform Delay, d1 3.4 3.2 10.3
Progression Factor 1.00 1.00 1.00
Incremental Delay, d2 1.1 0.8 0.7
Delay (s) 4.5 4.1 11.1
Level of Service A A B
Approach Delay (s/veh) 4.5 4.1 11.1
Approach LOS A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 4.5 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.48
Actuated Cycle Length (s) 21.8 Sum of lost time (s) 10.0 Intersection Capacity Utilization 41.3% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
18: Marsh Street & Main Street & E Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 2.5
Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 6 404 0 18 317 37 51 8 3 18
Future Vol, veh/h 6 404 0 18 317 37 51 8 3 18
Conflicting Peds, #/hr 1 0 5 5 0 1 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - None - - - None
Storage Length - ----- 0- 0-
Veh in Median Storage, # - 0 - - 0 - 0 - 0 -
Grade, % - 0 - - 0 - 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 7 439 0 20 345 40 55 9 3 20
Major/Minor Major1 Major2 Minor2 Minor1
Conflicting Flow All 386 0 0 444 0 0 871 367 882 444
Stage 1 - ----- 4 0 6- 4 5 8-
Stage 2 - ----- 4 6 5- 4 2 4-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.22 7.12 6.22
C r i t i c a l H d w y S t g 1 ------ 6 . 1 2- 6 . 1 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2- 6 . 1 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 3.318 3.518 3.318 Pot Cap-1 Maneuver 1172 - - 1116 - - 271 678 267 614
Stage 1 - ----- 6 2 2- 5 8 3-
Stage 2 - ----- 5 7 8- 6 0 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1171 - - 1111 - - 254 677 243 611
Mov Cap-2 Maneuver - ----- 2 5 4- 2 4 3-
Stage 1 - ----- 6 1 6- 5 7 5-
Stage 2 - ----- 5 5 2- 5 6 1-
Approach EB WB SB NE
HCM Control Delay, s/v 0.1 0.4 20.1 12.3

HCM LOS C B
Minor Lane/Major Mvmt NELn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 519 1171 - - 1111 - - 320
HCM Lane V/C Ratio 0.044 0.006 - - 0.018 - - 0.258
HCM Control Delay (s/veh) 12.3 8.1 0 - 8.3 0 - 20.1
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0.1 - - 1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
19: Alma Street & Main Street & F Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR SBL SBR NEL NER
Lane Configurations
Traffic Vol, veh/h 13 434 1 31 316 12 17 2 0 17
Future Vol, veh/h 13 434 1 31 316 12 17 2 0 17
Conflicting Peds, #/hr 0 0 5 5 0 0 1 0 0 1
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop RT Channelized - - None - - None - - - None
Storage Length - ----- 0- 0-
Veh in Median Storage, # - 0 - - 0 - 0 - 0 -
Grade, % - 0 - - 0 - 0 - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 14 477 1 34 347 13 19 2 0 19
Major/Minor Major1 Major2 Minor2 Minor1
Conflicting Flow All 360 0 0 483 0 0 938 354 935 484
Stage 1 - ----- 4 2 2- 5 1 1-
Stage 2 - ----- 5 1 6- 4 2 4-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.22 7.12 6.22
C r i t i c a l H d w y S t g 1 ------ 6 . 1 2- 6 . 1 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2- 6 . 1 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 3.318 3.518 3.318 Pot Cap-1 Maneuver 1199 - - 1080 - - 244 690 246 583
Stage 1 - ----- 6 0 9- 5 4 5-
Stage 2 - ----- 5 4 2- 6 0 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1199 - - 1075 - - 226 690 232 580
Mov Cap-2 Maneuver - ----- 2 2 6- 2 3 2-
Stage 1 - ----- 5 9 9- 5 3 4-
Stage 2 - ----- 5 1 6- 5 7 9-
Approach EB WB SB NE
HCM Control Delay, s/v 0.2 0.7 20.7 12.5

HCM LOS C B
Minor Lane/Major Mvmt NELn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 501 1199 - - 1075 - - 251
HCM Lane V/C Ratio 0.042 0.012 - - 0.032 - - 0.088
HCM Control Delay (s/veh) 12.5 8 0 - 8.5 0 - 20.7
HCM Lane LOS B A A - A A - C
HCM 95th %tile Q (veh) 0.1 0 - - 0.1 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
21: Burkett Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 699 30 11 528 11 8 2 16 5 0 7
Future Vol, veh/h 17 699 30 11 528 11 8 2 16 5 0 7
C o n f l i c t i n g P e d s , # / h r 303303000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 18 752 32 12 568 12 9 2 17 5 0 8
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 583 0 0 787 0 0 1409 1414 771 1415 1424 577 Stage 1 - ----- 8 0 7 8 0 7- 6 0 1 6 0 1-
Stage 2 - ----- 6 0 2 6 0 7- 8 1 4 8 2 3-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 991 - - 832 - - 116 138 400 115 136 516 Stage 1 - ----- 3 7 5 3 9 4- 4 8 7 4 8 9-
Stage 2 - ----- 4 8 6 4 8 6- 3 7 2 3 8 8-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 988 - - 830 - - 109 130 399 104 128 515 Mov Cap-2 Maneuver - ----- 1 0 9 1 3 0- 1 0 4 1 2 8-
Stage 1 - ----- 3 6 2 3 8 0- 4 7 0 4 7 7-
Stage 2 - ----- 4 6 9 4 7 4- 3 4 3 3 7 4-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.2 25.7 24.8

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 202 988 - - 830 - - 195
HCM Lane V/C Ratio 0.138 0.019 - - 0.014 - - 0.066
HCM Control Delay (s/veh) 25.7 8.7 0 - 9.4 0 - 24.8
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.5 0.1 - - 0 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
22: Shasta Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
Future Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
C o n f l i c t i n g P e d s , # / h r 304403100001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 9 757 16 5 588 11 5 0 13 3 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 602 0 0 777 0 0 1395 1399 769 1397 1402 598 Stage 1 - ----- 7 8 7 7 8 7- 6 0 7 6 0 7-
Stage 2 - ----- 6 0 8 6 1 2- 7 9 0 7 9 5-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 975 - - 839 - - 119 141 401 118 140 502 Stage 1 - ----- 3 8 5 4 0 3- 4 8 3 4 8 6-
Stage 2 - ----- 4 8 3 4 8 4- 3 8 3 3 9 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 972 - - 836 - - 114 136 399 112 136 500 Mov Cap-2 Maneuver - ----- 1 1 4 1 3 6- 1 1 2 1 3 6-
Stage 1 - ----- 3 7 7 3 9 5- 4 7 4 4 8 0-
Stage 2 - ----- 4 7 2 4 7 8- 3 6 5 3 9 1-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 22 23.5

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 230 972 - - 836 - - 204
HCM Lane V/C Ratio 0.08 0.009 - - 0.007 - - 0.048
HCM Control Delay (s/veh) 22 8.7 0 - 9.3 0 - 23.5
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
23: David Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 8 6 9 1 1 04 5 4 18 1 111215 F u t u r e V o l , v e h / h 8 6 9 1 1 04 5 4 18 1 111215 C o n f l i c t i n g P e d s , # / h r 104401002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 9 7 5 1 1 14 5 8 89 1 211215
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 598 0 0 766 0 0 1383 1385 763 1380 1386 594 Stage 1 - ----- 7 7 9 7 7 9- 6 0 2 6 0 2-
Stage 2 - ----- 6 0 4 6 0 6- 7 7 8 7 8 4-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 979 - - 847 - - 121 143 404 122 143 505 Stage 1 - ----- 3 8 9 4 0 6- 4 8 6 4 8 9-
Stage 2 - ----- 4 8 5 4 8 7- 3 8 9 4 0 4-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 978 - - 844 - - 117 139 402 118 139 505 Mov Cap-2 Maneuver - ----- 1 1 7 1 3 9- 1 1 8 1 3 9-
Stage 1 - ----- 3 8 1 3 9 8- 4 7 8 4 8 5-
Stage 2 - ----- 4 7 5 4 8 3- 3 8 0 3 9 6-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 37.4 20.9

HCM LOS E C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 125 978 - - 844 - - 235
HCM Lane V/C Ratio 0.113 0.009 - - 0.005 - - 0.037
HCM Control Delay (s/veh) 37.4 8.7 0 - 9.3 0 - 20.9
HCM Lane LOS E A A - A A - C
HCM 95th %tile Q (veh) 0.4 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
24: Rendon Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
Future Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
C o n f l i c t i n g P e d s , # / h r 407704003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 11 704 37 19 557 13 17 4 12 6 3 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 574 0 0 748 0 0 1362 1364 733 1362 1376 568 Stage 1 - ----- 7 5 2 7 5 2- 6 0 6 6 0 6-
Stage 2 - ----- 6 1 0 6 1 2- 7 5 6 7 7 0-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 999 - - 861 - - 125 148 421 125 145 522 Stage 1 - ----- 4 0 2 4 1 8- 4 8 4 4 8 7-
Stage 2 - ----- 4 8 2 4 8 4- 4 0 0 4 1 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 995 - - 855 - - 114 139 417 113 136 520 Mov Cap-2 Maneuver - ----- 1 1 4 1 3 9- 1 1 3 1 3 6-
Stage 1 - ----- 3 9 2 4 0 7- 4 7 3 4 6 9-
Stage 2 - ----- 4 5 1 4 6 6- 3 7 6 3 9 9-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.3 33.5 23.8

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 159 995 - - 855 - - 214
HCM Lane V/C Ratio 0.21 0.011 - - 0.023 - - 0.106
HCM Control Delay (s/veh) 33.5 8.7 0 - 9.3 0 - 23.8
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.8 0 - - 0.1 - - 0.3

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 25: Golden Gate Avenue & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 8 486 190 23 399 9 128 23 24 13 30 8 Future Volume (veh/h) 8 486 190 23 399 9 128 23 24 13 30 8 I n i t i a l Q ( Q b ) , v e h 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 0.99 0.99 0.99 0.99 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 9 517 202 24 424 10 136 24 26 14 32 9 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222222222222
Cap, veh/h 17 703 275 39 1030 24 284 46 37 119 218 51
Arrive On Green 0.01 0.55 0.55 0.02 0.57 0.57 0.18 0.18 0.18 0.18 0.18 0.18 Sat Flow, veh/h 1781 1270 496 1781 1820 43 1019 258 208 250 1224 289 Grp Volume(v), veh/h 9 0 719 24 0 434 186 0 0 55 0 0
Grp Sat Flow(s),veh/h/ln 1781 0 1766 1781 0 1862 1485 0 0 1763 0 0 Q Serve(g_s), s 0.3 0.0 18.7 0.8 0.0 8.0 5.4 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 0.0 18.7 0.8 0.0 8.0 7.0 0.0 0.0 1.6 0.0 0.0 Prop In Lane 1.00 0.28 1.00 0.02 0.73 0.14 0.25 0.16
Lane Grp Cap(c), veh/h 17 0 978 39 0 1055 367 0 0 388 0 0 V/C Ratio(X) 0.54 0.00 0.74 0.61 0.00 0.41 0.51 0.00 0.00 0.14 0.00 0.00 Avail Cap(c_a), veh/h 585 0 1392 585 0 1468 1052 0 0 908 0 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 30.0 0.0 10.2 29.5 0.0 7.5 23.3 0.0 0.0 21.2 0.0 0.0 Incr Delay (d2), s/veh 10.0 0.0 3.9 5.7 0.0 0.9 0.4 0.0 0.0 0.1 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.0 6.4 0.4 0.0 2.7 2.4 0.0 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.0 0.0 14.2 35.2 0.0 8.4 23.7 0.0 0.0 21.3 0.0 0.0 LnGrp LOS D B D A C C
Approach Vol, veh/h 728 458 186 55
Approach Delay, s/veh 14.5 9.8 23.7 21.3
Approach LOS B A C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 6.3 38.7 15.9 5.6 39.5 15.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 20.0 48.0 40.0 20.0 48.0 30.0 Max Q Clear Time (g_c+I1), s 2.8 20.7 9.0 2.3 10.0 3.6
Green Ext Time (p_c), s 0.0 13.1 0.8 0.0 7.7 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 14.4
HCM 6th LOS B

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
26: Windsor Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 7 5 0 0 2 64 4 1 74 1 105427 F u t u r e V o l , v e h / h 7 5 0 0 2 64 4 1 74 1 105427 C o n f l i c t i n g P e d s , # / h r 606606000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 7 5 1 5 2 74 4 3 04 1 105427
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 440 0 0 548 0 0 994 997 535 991 1008 438 Stage 1 - ----- 5 4 9 5 4 9- 4 4 6 4 4 6-
Stage 2 - ----- 4 4 5 4 4 8- 5 4 5 5 6 2-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1120 - - 1021 - - 224 244 545 225 240 619 Stage 1 - ----- 5 2 0 5 1 6- 5 9 1 5 7 4-
Stage 2 - ----- 5 9 2 5 7 3- 5 2 3 5 1 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1114 - - 1015 - - 216 238 542 219 234 615 Mov Cap-2 Maneuver - ----- 2 1 6 2 3 8- 2 1 9 2 3 4-
Stage 1 - ----- 5 1 2 5 0 8- 5 8 2 5 6 8-
Stage 2 - ----- 5 8 0 5 6 7- 5 1 3 5 0 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 19.4 16

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 266 1114 - - 1015 - - 340
HCM Lane V/C Ratio 0.062 0.006 - - 0.004 - - 0.039
HCM Control Delay (s/veh) 19.4 8.3 0 - 8.6 0 - 16
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 27: Netherton Avenue & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 11 448 27 38 387 5 21 6 67 27 12 48 Future Volume (vph) 11 448 27 38 387 5 21 6 67 27 12 48 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00
Frpb, ped/bikes 1.00 0.99 1.00 0.99 0.98 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 0.99 0.99
Frt 1.00 0.99 1.00 0.99 0.90 0.92
Flt Protected 0.95 1.00 0.95 1.00 0.98 0.98
Satd. Flow (prot) 1770 1844 1770 1859 1646 1676
Flt Permitted 0.95 1.00 0.95 1.00 0.89 0.86
Satd. Flow (perm) 1770 1844 1770 1859 1496 1465
Peak-hour factor, PHF 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Adj. Flow (vph) 11 453 27 38 391 5 21 6 68 27 12 48
RTOR Reduction (vph) 0000000 5 700 4 00
Lane Group Flow (vph) 11 480 0 38 396 0 0 38 0 0 47 0
Confl. Peds. (#/hr) 4 1 2 6 6 2
Confl. Bikes (#/hr) 1
Turn Type Prot NA Prot NA Perm NA Perm NA
Protected Phases 5 2 1 6 4 4
Permitted Phases 4 4
Actuated Green, G (s) 0.6 18.3 0.8 18.5 6.6 6.6
Effective Green, g (s) 0.6 18.3 0.8 18.5 6.6 6.6
Actuated g/C Ratio 0.01 0.45 0.02 0.45 0.16 0.16
Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0
Vehicle Extension (s) 2.0 6.0 2.0 6.0 2.0 2.0
Lane Grp Cap (vph) 26 829 34 845 242 237
v/s Ratio Prot 0.01 c0.26 c0.02 0.21
v/s Ratio Perm 0.03 c0.03
v/c Ratio 0.42 0.57 1.11 0.46 0.15 0.19
Uniform Delay, d1 19.8 8.3 19.9 7.6 14.6 14.7
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.9 1.9 191.7 1.1 0.1 0.1
Delay (s) 23.8 10.2 211.7 8.8 14.7 14.9
Level of Service C B F A B B
Approach Delay (s/veh) 10.5 26.6 14.7 14.9
Approach LOS B C B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 17.6 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.50
Actuated Cycle Length (s) 40.7 Sum of lost time (s) 15.0 Intersection Capacity Utilization 49.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
28: Broadway Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 478 6 10 392 16 12 2 11 13 5 14
Future Vol, veh/h 26 478 6 10 392 16 12 2 11 13 5 14
C o n f l i c t i n g P e d s , # / h r 80 1 4 1 408003300 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - - - 50 --------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 97 97 97 97 97 97 97 97 97 97 97 97
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 27 493 6 10 404 16 12 2 11 13 5 14
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 428 0 0 513 0 0 1006 1012 513 992 999 412 Stage 1 - ----- 5 6 4 5 6 4- 4 3 2 4 3 2-
Stage 2 - ----- 4 4 2 4 4 8- 5 6 0 5 6 7-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1131 - - 1052 - - 220 239 561 225 243 640 Stage 1 - ----- 5 1 0 5 0 8- 6 0 2 5 8 2-
Stage 2 - ----- 5 9 4 5 7 3- 5 1 3 5 0 7-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1122 - - 1038 - - 203 226 552 211 230 635 Mov Cap-2 Maneuver - ----- 2 0 3 2 2 6- 2 1 1 2 3 0-
Stage 1 - ----- 4 9 1 4 8 9- 5 8 3 5 7 2-
Stage 2 - ----- 5 7 0 5 6 3- 4 8 7 4 8 8-
Approach EB WB NB SB
HCM Control Delay, s/v 0.4 0.2 18.9 18.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 284 1122 - - 1038 - - 304
HCM Lane V/C Ratio 0.091 0.024 - - 0.01 - - 0.109
HCM Control Delay (s/veh) 18.9 8.3 - - 8.5 - - 18.3
HCM Lane LOS C A - - A - - C
HCM 95th %tile Q (veh) 0.3 0.1 - - 0 - - 0.4

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 29: S Center Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 0 3 9 5 8000000 5 6 1771 0 F u t u r e V o l u m e ( v p h ) 0 3 9 5 8000000 5 6 1771 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 0.98 1.00
Flpb, ped/bikes 1.00 0.99
Frt 0.91 1.00
Flt Protected 1.00 0.99
Satd. Flow (prot) 1688 5075
Flt Permitted 1.00 0.99
Satd. Flow (perm) 1688 5075
Peak-hour factor, PHF 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 A d j . F l o w ( v p h ) 0 4 3 6 4000000 6 2 1946 0
RTOR Reduction (vph) 0900000000 1 00
Lane Group Flow (vph) 0 9 800000000 1998 0
Confl. Peds. (#/hr) 5 11 11
Turn Type NA Perm NA
Protected Phases 2 1
Permitted Phases 1
Actuated Green, G (s) 24.0 51.0
Effective Green, g (s) 24.0 51.0
Actuated g/C Ratio 0.28 0.60
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 476 3045
v/s Ratio Prot c0.06
v/s Ratio Perm 0.39
v/c Ratio 0.20 0.65
Uniform Delay, d1 23.2 11.2
Progression Factor 1.00 1.00
Incremental Delay, d2 0.9 1.1
Delay (s) 24.2 12.3
Level of Service C B
Approach Delay (s/veh) 24.2 0.0 0.0 12.3
Approach LOS C A A B
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.9 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 62.9% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 30: S El Dorado Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 6 7 5 700000 1446 39000 F u t u r e V o l u m e ( v p h ) 6 7 5 700000 1446 39000 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 0.91
Frpb, ped/bikes 1.00 0.99
Flpb, ped/bikes 0.99 1.00
Frt 1.00 0.99
Flt Protected 0.97 1.00
Satd. Flow (prot) 1810 5060
Flt Permitted 0.97 1.00
Satd. Flow (perm) 1810 5060
Peak-hour factor, PHF 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 A d j . F l o w ( v p h ) 7 0 5 900000 1506 41000
RTOR Reduction (vph) 0 240000030000
Lane Group Flow (vph) 0 10 500000 1 5 4 40000
Confl. Peds. (#/hr) 3 10
Confl. Bikes (#/hr) 2 3
Turn Type Perm NA NA
Protected Phases 2 1
Permitted Phases 2
Actuated Green, G (s) 25.0 50.0
Effective Green, g (s) 25.0 50.0
Actuated g/C Ratio 0.29 0.59
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 532 2976
v/s Ratio Prot c0.31
v/s Ratio Perm 0.06
v/c Ratio 0.19 0.51
Uniform Delay, d1 22.4 10.3
Progression Factor 0.99 1.00
Incremental Delay, d2 0.7 0.6
Delay (s) 23.2 11.0
Level of Service C B
Approach Delay (s/veh) 23.2 0.0 11.0 0.0
Approach LOS C A B A
Intersection Summary
HCM 2000 Control Delay (s/veh) 12.0 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.41
Actuated Cycle Length (s) 85.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 43.9% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th AWSC Existing Build Conditions
31: S Hunter Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 0 8 2 1 300000 2 4 3 2 3 60 F u t u r e V o l , v e h / h 0 8 2 1 300000 2 4 3 2 3 60 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 0 9 6 1 500000 2 8 3 8 4 20
Number of Lanes 0 1 0 0 00001110
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 2 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 7.7 6.9 8

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0%
Vol Thru, % 0% 86% 0% 100%
Vol Right, % 100% 14% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 24 95 32 36
LT Vol 0 0 32 0
Through Vol 0 82 0 36
RT Vol 24 13 0 0
Lane Flow Rate 28 112 38 42
Geometry Grp 4a 2 5 5
Degree of Util (X) 0.029 0.125 0.055 0.056
Departure Headway (Hd) 3.69 4.033 5.247 4.746
Convergence, Y/N Yes Yes Yes Yes
Cap 954 876 680 750
Service Time 1.775 2.114 3.002 2.5
HCM Lane V/C Ratio 0.029 0.128 0.056 0.056
HCM Control Delay, s/veh 6.9 7.7 8.3 7.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.1 0.4 0.2 0.2

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 32: S San Joaquin Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 2 1 8 1 3 60000 1 1 8 4 8 1 5 1 2 90 F u t u r e V o l u m e ( v p h ) 2 1 8 1 3 60000 1 1 8 4 8 1 5 1 2 90 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.98 0.95 1.00
Flpb, ped/bikes 0.99 1.00 0.98
Frt 0.96 0.95 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 1754 3216 3478
Flt Permitted 0.99 1.00 0.92
Satd. Flow (perm) 1754 3216 3232
Peak-hour factor, PHF 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 A d j . F l o w ( v p h ) 2 4 9 2 4 10000 1 3 4 5 5 1 7 1 4 70 RTOR Reduction (vph) 0 1800000 2 70000
Lane Group Flow (vph) 0 13 900000 1 6 200 1 6 40
Confl. Peds. (#/hr) 19 49 78 78
Confl. Bikes (#/hr) 4
Turn Type Perm NA NA Perm NA
Protected Phases 2 1 1
Permitted Phases 2 1
Actuated Green, G (s) 24.0 36.0 36.0
Effective Green, g (s) 24.0 36.0 36.0
Actuated g/C Ratio 0.34 0.51 0.51
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 601 1653 1662
v/s Ratio Prot 0.05
v/s Ratio Perm 0.08 c0.05
v/c Ratio 0.23 0.09 0.09
Uniform Delay, d1 16.4 8.6 8.6
Progression Factor 1.00 1.00 0.36
Incremental Delay, d2 0.8 0.1 0.1
Delay (s) 17.3 8.8 3.2
Level of Service B A A
Approach Delay (s/veh) 17.3 0.0 8.8 3.2
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 9.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.15
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 43.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 33: S Sutter Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 1 8 9 7 3 00000 1 1 2 4 1 1 8 1 2 40 F u t u r e V o l u m e ( v p h ) 1 8 9 7 3 00000 1 1 2 4 1 1 8 1 2 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0 5.0
Lane Util. Factor 1.00 1.00 1.00 0.95
Frpb, ped/bikes 0.97 1.00 0.80 1.00
Flpb, ped/bikes 0.99 1.00 1.00 0.98
Frt 0.97 1.00 0.85 1.00
Flt Protected 0.99 1.00 1.00 0.99
Satd. Flow (prot) 1733 1863 1276 3451
Flt Permitted 0.99 1.00 1.00 0.91
Satd. Flow (perm) 1733 1863 1276 3180
Peak-hour factor, PHF 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 0.76 A d j . F l o w ( v p h ) 2 4 1 2 8 3 90000 1 4 7 5 4 2 4 1 6 30 RTOR Reduction (vph) 0 13000000 3 1000
Lane Group Flow (vph) 0 17 800000 1 4 7 2 30 1 8 70
Confl. Peds. (#/hr) 35 123 81 81
Confl. Bikes (#/hr) 1
Turn Type Perm NA NA Perm Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2 2
Actuated Green, G (s) 30.0 30.0 30.0 30.0
Effective Green, g (s) 30.0 30.0 30.0 30.0
Actuated g/C Ratio 0.43 0.43 0.43 0.43
Clearance Time (s) 5.0 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2 0.2
Lane Grp Cap (vph) 742 798 546 1362
v/s Ratio Prot c0.08
v/s Ratio Perm 0.10 0.02 0.06
v/c Ratio 0.23 0.18 0.04 0.13
Uniform Delay, d1 12.7 12.4 11.6 12.1
Progression Factor 1.35 1.00 1.00 0.68
Incremental Delay, d2 0.7 0.5 0.1 0.2
Delay (s) 18.0 12.9 11.7 8.5
Level of Service B B B A
Approach Delay (s/veh) 18.0 0.0 12.6 8.5
Approach LOS BABA
Intersection Summary
HCM 2000 Control Delay (s/veh) 13.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 45.6% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 34: California Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/09/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 2 7 1 0 7 1 80000 1 9 0 3 2 3 1 2 4 70 F u t u r e V o l u m e ( v e h / h ) 2 7 1 0 7 1 80000 1 9 0 3 2 3 1 2 4 70 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 30 119 20 0 211 36 34 274 0
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 87 347 58 0 911 155 130 976 0
Arrive On Green 0.09 0.09 0.09 0.00 0.59 0.59 1.00 1.00 0.00 Sat Flow, veh/h 322 1277 215 0 1556 265 124 1666 0
Grp Volume(v), veh/h 169 0 0 0 0 247 308 0 0
Grp Sat Flow(s),veh/h/ln 1814 0 0 0 0 1821 1789 0 0
Q Serve(g_s), s 6.1 0.0 0.0 0.0 0.0 4.6 0.0 0.0 0.0
Cycle Q Clear(g_c), s 6.1 0.0 0.0 0.0 0.0 4.6 0.0 0.0 0.0 Prop In Lane 0.18 0.12 0.00 0.15 0.11 0.00
Lane Grp Cap(c), veh/h 492 0 0 0 0 1067 1105 0 0
V/C Ratio(X) 0.34 0.00 0.00 0.00 0.00 0.23 0.28 0.00 0.00 Avail Cap(c_a), veh/h 492 0 0 0 0 1067 1105 0 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 0.98 0.00 0.00 0.00 0.00 1.00 0.78 0.00 0.00 Uniform Delay (d), s/veh 26.0 0.0 0.0 0.0 0.0 6.9 0.0 0.0 0.0 Incr Delay (d2), s/veh 1.9 0.0 0.0 0.0 0.0 0.5 0.5 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.0 0.0 0.0 0.0 0.0 1.6 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.9 0.0 0.0 0.0 0.0 7.5 0.5 0.0 0.0 LnGrp LOS C A A
Approach Vol, veh/h 169 247 308
Approach Delay, s/veh 27.9 7.5 0.5
Approach LOS C A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 46.0 24.0 46.0
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 41.0 19.0 41.0
Max Q Clear Time (g_c+I1), s 6.6 8.1 2.0
Green Ext Time (p_c), s 0.3 0.1 0.3
Intersection Summary
HCM 6th Ctrl Delay, s/veh 9.3
HCM 6th LOS A

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 35: S American Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 2 5 1 5 40000000 3 810 F u t u r e V o l u m e ( v p h ) 2 5 1 5 40000000 3 810 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0
Lane Util. Factor 1.00 1.00
Frpb, ped/bikes 1.00 1.00
Flpb, ped/bikes 0.99 0.98
Frt 1.00 1.00
Flt Protected 0.99 0.95
Satd. Flow (prot) 1847 1753
Flt Permitted 0.99 0.77
Satd. Flow (perm) 1847 1423
Peak-hour factor, PHF 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 0.70 A d j . F l o w ( v p h ) 3 6 2 2 00000000 5 410
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0 25 600000000 5 50
Confl. Peds. (#/hr) 5 1 6 6
Turn Type Perm NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 40.0 20.0
Effective Green, g (s) 40.0 20.0
Actuated g/C Ratio 0.57 0.29
Clearance Time (s) 5.0 5.0
Vehicle Extension (s) 0.2 0.2
Lane Grp Cap (vph) 1055 406
v/s Ratio Prot
v/s Ratio Perm 0.14 c0.04
v/c Ratio 0.24 0.13
Uniform Delay, d1 7.4 18.5
Progression Factor 0.58 0.75
Incremental Delay, d2 0.5 0.6
Delay (s) 4.8 14.7
Level of Service A B
Approach Delay (s/veh) 4.8 0.0 0.0 14.7
Approach LOS AAAB
Intersection Summary
HCM 2000 Control Delay (s/veh) 6.6 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.21
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 36.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Exi sting Build Conditions 36: S Stanislaus Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 1 7 1 1 1 6 40000 2 6 3 3 26 3 6 50 F u t u r e V o l u m e ( v p h ) 1 7 1 1 1 6 40000 2 6 3 3 26 3 6 50 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 1.00 0.95 0.95
Frpb, ped/bikes 0.99 0.99 1.00
Flpb, ped/bikes 0.99 1.00 0.99
Frt 0.95 0.98 1.00
Flt Protected 0.99 1.00 0.99
Satd. Flow (prot) 1759 3470 3536
Flt Permitted 0.99 1.00 0.94
Satd. Flow (perm) 1759 3470 3361
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 A d j . F l o w ( v p h ) 2 1 1 3 5 7 80000 3 2 1 3 97 4 4 50 RTOR Reduction (vph) 0000000 1 40000
Lane Group Flow (vph) 0 23 400000 3 4 700 4 5 20
Confl. Peds. (#/hr) 4 5 5 5
Confl. Bikes (#/hr) 1 1
Turn Type Perm NA NA Perm NA
Protected Phases 1 2 2
Permitted Phases 1 2
Actuated Green, G (s) 25.0 35.0 35.0
Effective Green, g (s) 25.0 35.0 35.0
Actuated g/C Ratio 0.36 0.50 0.50
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 628 1735 1680
v/s Ratio Prot 0.10
v/s Ratio Perm 0.13 c0.13
v/c Ratio 0.37 0.19 0.26
Uniform Delay, d1 16.6 9.7 10.1
Progression Factor 0.55 1.00 0.75
Incremental Delay, d2 1.6 0.2 0.3
Delay (s) 10.9 9.9 8.0
Level of Service B A A
Approach Delay (s/veh) 10.9 0.0 9.9 8.0
Approach LOS BAAA
Intersection Summary
HCM 2000 Control Delay (s/veh) 9.4 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.31
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 10.0 Intersection Capacity Utilization 37.7% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
37: S Grant Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 2 4 1 2 52000025 2 6 1 00 F u t u r e V o l , v e h / h 2 4 1 2 52000025 2 6 1 00 C o n f l i c t i n g P e d s , # / h r 201000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 2 9 1 4 92000026 3 1 1 20
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 211 151 214 212 -
Stage 1 - - - - 209 - 2 2 -
Stage 2 - - - - 2 - 212 210 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 686 895 743 685 0
Stage 1 - - - 0 729 - - - 0
Stage 2 - - - 0 - - 790 728 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 670 894 724 669 -
Mov Cap-2 Maneuver - - - - 670 - 724 669 -
Stage 1 - - - - 714 - - - -
Stage 2 - - - - - - 766 713 -
Approach EB NB SB
HCM Control Delay, s/v 1.2 9.5 10.4

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 816 1617 - - 708
HCM Lane V/C Ratio 0.01 0.018 - - 0.061
HCM Control Delay (s/veh) 9.5 7.3 0 - 10.4
HCM Lane LOS A A A - B
HCM 95th %tile Q (veh) 0 0.1 - - 0.2

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
38: S Aurora Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 26 104 21 0 0 0 0 115 28 8 53 0
Future Vol, veh/h 26 104 21 0 0 0 0 115 28 8 53 0
C o n f l i c t i n g P e d s , # / h r 101000002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 28 112 23 0 0 0 0 124 30 9 57 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 182 127 260 193 -
Stage 1 - - - - 181 - 1 1 -
Stage 2 - - - - 1 - 259 192 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1622 - - 0 712 923 693 702 0
Stage 1 - - - 0 750 - - - 0
Stage 2 - - - 0 - - 746 742 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 697 922 570 687 -
Mov Cap-2 Maneuver - - - - 697 - 570 687 -
Stage 1 - - - - 735 - - - -
Stage 2 - - - - - - 589 727 -
Approach EB NB SB
HCM Control Delay, s/v 1.3 11.2 11

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 732 1620 - - 669
HCM Lane V/C Ratio 0.21 0.017 - - 0.098
HCM Control Delay (s/veh) 11.2 7.3 0 - 11
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.8 0.1 - - 0.3

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
39: Union Street & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 6.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 17 142 7 0 0 0 0 87 27 16 91 0
Future Vol, veh/h 17 142 7 0 0 0 0 87 27 16 91 0
C o n f l i c t i n g P e d s , # / h r 003000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 18 153 8 0 0 0 0 94 29 17 98 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 196 161 256 200 -
Stage 1 - - - - 196 - 0 0 -
Stage 2 - - - - 0 - 256 200 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver - - - 0 699 884 697 696 0
Stage 1 - - - 0 739 - - - 0
Stage 2 - - - 0 - - 749 736 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 697 881 605 694 -
Mov Cap-2 Maneuver - - - - 697 - 605 694 -
Stage 1 - - - - 737 - - - -
Stage 2 - - - - - - 632 734 -
Approach EB NB SB
HCM Control Delay, s/v 10.9 11.4

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 733 - - - 679
HCM Lane V/C Ratio 0.167 - - - 0.169
HCM Control Delay (s/veh) 10.9 - - - 11.4
HCM Lane LOS B - - - B
HCM 95th %tile Q (veh) 0.6 - - - 0.6

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
40: Pilgrim Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 172 3 0 0 0 0 11 10 15 8 0
Future Vol, veh/h 11 172 3 0 0 0 0 11 10 15 8 0
C o n f l i c t i n g P e d s , # / h r 001000008800
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 12 185 3 0 0 0 0 12 11 16 9 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 0 0 0 - 212 196 230 213 -
Stage 1 - - - - 212 - 0 0 -
Stage 2 - - - - 0 - 230 213 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver - - - 0 685 845 725 684 0
Stage 1 - - - 0 727 - - - 0
Stage 2 - - - 0 - - 773 726 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - 684 844 706 683 -
Mov Cap-2 Maneuver - - - - 684 - 706 683 -
Stage 1 - - - - 726 - - - -
Stage 2 - - - - - - 751 725 -
Approach EB NB SB
HCM Control Delay, s/v 9.9 10.3

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 752 - - - 698
HCM Lane V/C Ratio 0.03 - - - 0.035
HCM Control Delay (s/veh) 9.9 - - - 10.3
HCM Lane LOS A - - - B
HCM 95th %tile Q (veh) 0.1 - - - 0.1

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 41: Airport Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 2 3 1 3 6 2 20000 8 4 5 5 3 9 7 6 8 80 F u t u r e V o l u m e ( v e h / h ) 2 3 1 3 6 2 20000 8 4 5 5 3 9 7 6 8 80 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 25 149 24 0 929 58 107 756 0
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 31 186 30 0 2553 159 267 1845 0
Arrive On Green 0.14 0.14 0.14 0.00 0.75 0.75 1.00 1.00 0.00 Sat Flow, veh/h 229 1367 220 0 3484 212 286 2536 0
Grp Volume(v), veh/h 198 0 0 0 487 500 368 495 0
Grp Sat Flow(s),veh/h/ln 1816 0 0 0 1777 1826 1120 1617 0 Q Serve(g_s), s 9.5 0.0 0.0 0.0 8.4 8.4 2.7 0.0 0.0
Cycle Q Clear(g_c), s 9.5 0.0 0.0 0.0 8.4 8.4 11.1 0.0 0.0 Prop In Lane 0.13 0.12 0.00 0.12 0.29 0.00
Lane Grp Cap(c), veh/h 247 0 0 0 1338 1375 895 1217 0
V/C Ratio(X) 0.80 0.00 0.00 0.00 0.36 0.36 0.41 0.41 0.00 Avail Cap(c_a), veh/h 444 0 0 0 1338 1375 895 1217 0
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.94 0.94 0.00 Uniform Delay (d), s/veh 37.7 0.0 0.0 0.0 3.8 3.8 0.2 0.0 0.0 Incr Delay (d2), s/veh 2.3 0.0 0.0 0.0 0.8 0.7 1.3 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.4 0.0 0.0 0.0 2.3 2.4 0.3 0.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.0 0.0 0.0 0.0 4.6 4.5 1.5 0.9 0.0 L n G r p L O S D AAAA
Approach Vol, veh/h 198 987 863
Approach Delay, s/veh 40.0 4.5 1.2
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 72.8 72.8 17.2
Change Period (Y+Rc), s 5.0 5.0 5.0
Max Green Setting (Gmax), s 58.0 58.0 22.0
Max Q Clear Time (g_c+I1), s 13.1 10.4 11.5
Green Ext Time (p_c), s 1.3 0.9 0.2
Intersection Summary
HCM 6th Ctrl Delay, s/veh 6.6
HCM 6th LOS A

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
42: Sierra Nevada Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 4.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 23 260 5 0 0 0 0 20 15 70 26 0
Future Vol, veh/h 23 260 5 0 0 0 0 20 15 70 26 0
C o n f l i c t i n g P e d s , # / h r 103000000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 24 277 5 0 0 0 0 21 16 74 28 0
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 1 0 0 - 332 283 347 334 -
Stage 1 - - - - 331 - 1 1 -
Stage 2 - - - - 1 - 346 333 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1622 - - 0 588 756 607 586 0
Stage 1 - - - 0 645 - - - 0
Stage 2 - - - 0 - - 670 644 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1620 - - - 575 754 569 573 -
Mov Cap-2 Maneuver - - - - 575 - 569 573 -
Stage 1 - - - - 631 - - - -
Stage 2 - - - - - - 622 630 -
Approach EB NB SB
HCM Control Delay, s/v 0.6 11 12.7

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 640 1620 - - 570
HCM Lane V/C Ratio 0.058 0.015 - - 0.179
HCM Control Delay (s/veh) 11 7.3 0 - 12.7
HCM Lane LOS B A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0.6

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions 43: S Wilson Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 8 2 3 8 7 50000 8 5 0 1 1 2 1 8 8 8 1 40 F u t u r e V o l u m e ( v e h / h ) 3 8 2 3 8 7 50000 8 5 0 1 1 2 1 8 8 8 1 40 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 40 251 79 0 895 118 198 857 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 44 278 87 0 1496 197 231 2343 0
Arrive On Green 0.08 0.08 0.08 0.00 0.47 0.47 0.17 0.88 0.00 Sat Flow, veh/h 193 1211 381 0 3249 416 1781 3647 0
Grp Volume(v), veh/h 370 0 0 0 504 509 198 857 0
Grp Sat Flow(s),veh/h/ln 1785 0 0 0 1777 1795 1781 1777 0 Q Serve(g_s), s 18.5 0.0 0.0 0.0 18.7 18.7 9.7 3.9 0.0
Cycle Q Clear(g_c), s 18.5 0.0 0.0 0.0 18.7 18.7 9.7 3.9 0.0 Prop In Lane 0.11 0.21 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 410 0 0 0 842 851 231 2343 0
V/C Ratio(X) 0.90 0.00 0.00 0.00 0.60 0.60 0.86 0.37 0.00 Avail Cap(c_a), veh/h 416 0 0 0 842 851 257 2343 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.33 1.33 1.00 Upstream Filter(I) 1.00 0.00 0.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 40.6 0.0 0.0 0.0 17.4 17.4 36.4 2.1 0.0 Incr Delay (d2), s/veh 21.7 0.0 0.0 0.0 3.1 3.1 19.1 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 11.3 0.0 0.0 0.0 8.1 8.2 5.2 1.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 62.3 0.0 0.0 0.0 20.5 20.5 55.5 2.5 0.0 LnGrp LOS E C C E A
Approach Vol, veh/h 370 1013 1055
Approach Delay, s/veh 62.3 20.5 12.5
Approach LOS E C B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.7 47.7 64.3 25.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 41.0 59.0 21.0
Max Q Clear Time (g_c+I1), s 11.7 20.7 5.9 20.5
Green Ext Time (p_c), s 0.0 13.7 20.7 0.1
Intersection Summary
HCM 6th Ctrl Delay, s/veh 23.4
HCM 6th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
44: S Eugenia Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 0.9
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 550 12 0 0 0 42
Future Vol, veh/h 550 12 0 0 0 42
Conflicting Peds, #/hr 0 6 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - ---- 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 598 13 0 0 0 46
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 611
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.22
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.318
Pot Cap-1 Maneuver - - 0 494
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 491
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 13.1

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 491 - -
HCM Lane V/C Ratio 0.093 - -
HCM Control Delay (s/veh) 13.1 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.3 - -

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions
45: Della Street & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Intersection
Int Delay, s/veh 3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 5 5 5 1 1 1 8000011 3 4 4 40 F u t u r e V o l , v e h / h 5 5 5 1 1 1 8000011 3 4 4 40 C o n f l i c t i n g P e d s , # / h r 201000001100
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 89 89 89 89 89 89 89 89 89 89 89 89
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 6 2 5 7 4 2 0000011 3 8 4 90
Major/Minor Major1 Minor1 Minor2
Conflicting Flow All 2 0 0 - 711 586 712 721 -
Stage 1 - - - - 709 - 2 2 -
Stage 2 - - - - 2 - 710 719 -
Critical Hdwy 4.12 - - - 6.52 6.22 7.12 6.52 -
C r i t i c a l H d w y S t g 1 --- - 5 . 5 2----
Critical Hdwy Stg 2 - - - - - - 6.12 5.52 -
Follow-up Hdwy 2.218 - - - 4.018 3.318 3.518 4.018 -
Pot Cap-1 Maneuver 1620 - - 0 358 510 347 353 0
Stage 1 - - - 0 437 - - - 0
Stage 2 - - - 0 - - 424 433 0
Platoon blocked, % - -
Mov Cap-1 Maneuver 1617 - - - 337 510 330 332 -
Mov Cap-2 Maneuver - - - - 337 - 330 332 -
Stage 1 - - - - 412 - - - -
Stage 2 - - - - - - 398 408 -
Approach EB NB SB
HCM Control Delay, s/v 0.7 13.9 19.7

HCM LOS B C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR SBLn1
Capacity (veh/h) 406 1617 - - 331
HCM Lane V/C Ratio 0.006 0.038 - - 0.265
HCM Control Delay (s/veh) 13.9 7.3 0 - 19.7
HCM Lane LOS B A A - C
HCM 95th %tile Q (veh) 0 0.1 - - 1

ATTACHMENT B
Queues Existing Build Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 71 250 256
v/c Ratio 0.50 0.21 0.20
Control Delay (s/veh) 38.9 12.2 14.7
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 38.9 12.2 14.7
Queue Length 50th (ft) 29 27 36
Queue Length 95th (ft) 60 43 65
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 260 1163 1261
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.27 0.21 0.20
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 55 102 144
v/c Ratio 0.14 0.22 0.15
Control Delay (s/veh) 12.2 15.0 20.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 12.2 15.0 20.0
Queue Length 50th (ft) 15 20 24
Queue Length 95th (ft) m33 36 41
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 382 451 904
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.14 0.23 0.16
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Build Conditions
4: California Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 143 307 255
v/c Ratio 0.38 0.62 0.50
Control Delay (s/veh) 38.8 21.8 25.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 38.8 21.8 25.8
Queue Length 50th (ft) 63 118 93
Queue Length 95th (ft) m79 181 150
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 368 494 501
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.39 0.62 0.51
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Build Conditions
5: S American Street/N American Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 327 58 53 34
v/c Ratio 0.94 0.13 0.10 0.08
Control Delay (s/veh) 66.7 19.7 19.9 19.8
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 66.7 19.7 19.9 19.8
Queue Length 50th (ft) 141 13 17 11
Queue Length 95th (ft) 141 19 27 20
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 346 439 505 412
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.95 0.13 0.10 0.08
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 179 712 311
v/c Ratio 0.27 0.48 0.17
Control Delay (s/veh) 17.5 9.6 9.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 17.5 9.7 9.4
Queue Length 50th (ft) 54 61 34
Queue Length 95th (ft) 76 67 42
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 648 1454 1755
Starvation Cap Reductn 0 47 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.28 0.51 0.18
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
11: Airport Way & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 218 866 728
v/c Ratio 0.50 0.40 0.32
Control Delay (s/veh) 22.8 5.3 7.5
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 22.8 5.5 7.5
Queue Length 50th (ft) 91 121 86
Queue Length 95th (ft) 177 11 115
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 429 2125 2274
Starvation Cap Reductn 0 413 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.51 0.51 0.32
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
13: S Wilson Way & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 245 215 33 753 689
v/c Ratio 0.73 0.46 0.06 0.30 0.27
Control Delay (s/veh) 47.4 7.6 11.2 9.8 5.6
Queue Delay 0.0 0.0 0.0 0.4 0.0
Total Delay (s/veh) 47.4 7.6 11.2 10.3 5.6
Queue Length 50th (ft) 133 0 5 70 63
Queue Length 95th (ft) 195 53 m34 213 112
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 300 70
Base Capacity (vph) 462 564 497 2495 2483
Starvation Cap Reductn 0 0 0 1205 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.53 0.38 0.07 0.58 0.28
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Build Conditions
17: Main Street & D Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 291 447 15
v/c Ratio 0.21 0.26 0.03
Control Delay (s/veh) 2.6 2.0 8.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.6 2.0 8.1
Queue Length 50th (ft) 5 0 1
Queue Length 95th (ft) 46 75 11
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 1790 1797 1503
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.16 0.25 0.01
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
25: Golden Gate Avenue & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 3 452 29 522 124 54
v/c Ratio 0.01 0.44 0.11 0.45 0.34 0.13
Control Delay (s/veh) 32.0 13.6 29.3 11.2 19.9 17.5
Queue Delay 0.0 0.0 0.0 0.1 0.0 0.0
Total Delay (s/veh) 32.0 13.6 29.3 11.3 19.9 17.5
Queue Length 50th (ft) 1 56 6 68 21 8
Queue Length 95th (ft) 10 288 41 320 89 45
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 944 1570 944 1628 1159 1366
Starvation Cap Reductn 0 0 0 352 0 0
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.29 0.03 0.41 0.11 0.04
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
27: Netherton Avenue & Main Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 4 370 32 515 77 108
v/c Ratio 0.01 0.36 0.10 0.45 0.20 0.27
Control Delay (s/veh) 27.0 12.4 24.5 10.6 9.2 10.4
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 27.0 12.4 24.5 10.6 9.2 10.4
Queue Length 50th (ft) 1 32 5 49 3 6
Queue Length 95th (ft) 12 220 43 309 38 52
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1222 1602 1436 1662 1246 1257
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.00 0.23 0.02 0.31 0.06 0.09
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
29: S Center Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 111 1500
v/c Ratio 0.22 0.48
Control Delay (s/veh) 16.1 9.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 16.1 9.3
Queue Length 50th (ft) 26 140
Queue Length 95th (ft) 65 169
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 504 3110
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.22 0.48
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
30: S El Dorado Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT
Lane Group Flow (vph) 236 1974
v/c Ratio 0.48 0.62
Control Delay (s/veh) 26.5 10.8
Queue Delay 0.0 0.0
Total Delay (s/veh) 26.5 10.8
Queue Length 50th (ft) 102 212
Queue Length 95th (ft) 166 236
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 488 3142
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.48 0.63
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
32: S San Joaquin Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 271 262 155
v/c Ratio 0.44 0.15 0.10
Control Delay (s/veh) 19.4 7.4 3.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 19.4 7.4 3.8
Queue Length 50th (ft) 83 23 5
Queue Length 95th (ft) 125 35 8
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 615 1716 1544
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.44 0.15 0.10
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
33: S Sutter Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 244 136 21 132
v/c Ratio 0.33 0.17 0.03 0.09
Control Delay (s/veh) 17.2 13.0 3.7 3.4
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 17.2 13.0 3.7 3.4
Queue Length 50th (ft) 71 35 0 3
Queue Length 95th (ft) 85 55 6 5
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 724 798 580 1431
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.34 0.17 0.04 0.09
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
34: California Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/10/2025
Lane Group EBT NBT SBT
Lane Group Flow (vph) 131 450 327
v/c Ratio 0.26 0.42 0.33
Control Delay (s/veh) 9.8 8.7 1.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 9.8 8.7 1.1
Queue Length 50th (ft) 16 87 2
Queue Length 95th (ft) 27 111 2
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 497 1066 987
Starvation Cap Reductn 0 0 15
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.26 0.42 0.34
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
35: S American Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 317 200
v/c Ratio 0.30 0.49
Control Delay (s/veh) 8.9 18.5
Queue Delay 0.0 0.0
Total Delay (s/veh) 8.9 18.5
Queue Length 50th (ft) 65 82
Queue Length 95th (ft) 59 75
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 1051 401
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.30 0.50
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
36: S Stanislaus Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 352 783 312
v/c Ratio 0.57 0.44 0.19
Control Delay (s/veh) 19.6 11.9 7.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 19.6 11.9 7.1
Queue Length 50th (ft) 136 103 15
Queue Length 95th (ft) 140 106 18
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 613 1752 1628
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.57 0.45 0.19
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
41: Airport Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 134 949 743
v/c Ratio 0.61 0.35 0.37
Control Delay (s/veh) 47.8 4.4 3.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 47.8 4.4 3.8
Queue Length 50th (ft) 75 63 35
Queue Length 95th (ft) 113 159 55
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 438 2693 1999
Starvation Cap Reductn 0 0 181
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.31 0.35 0.41
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 218 797 126 663
v/c Ratio 0.72 0.41 0.62 0.26
Control Delay (s/veh) 51.7 13.6 45.3 6.4
Queue Delay 0.0 0.0 0.0 0.2
Total Delay (s/veh) 51.7 13.6 45.3 6.6
Queue Length 50th (ft) 117 130 70 90
Queue Length 95th (ft) 156 211 126 153
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 417 1922 255 2546
Starvation Cap Reductn 0 0 0 1082
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.52 0.41 0.49 0.45
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 84 146 165
v/c Ratio 0.54 0.11 0.12
Control Delay (s/veh) 41.4 10.6 14.5
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 41.4 10.6 14.5
Queue Length 50th (ft) 35 13 23
Queue Length 95th (ft) 69 22 44
Internal Link Dist (ft) 301 264 331
Turn Bay Length (ft)
Base Capacity (vph) 261 1309 1356
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.32 0.11 0.12
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
3: S Sutter Street/N Sutter Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 79 186 137
v/c Ratio 0.21 0.38 0.15
Control Delay (s/veh) 16.5 16.7 19.9
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 16.5 16.7 19.9
Queue Length 50th (ft) 28 37 23
Queue Length 95th (ft) m54 56 38
Internal Link Dist (ft) 298 256 344
Turn Bay Length (ft)
Base Capacity (vph) 373 487 907
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.21 0.38 0.15
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Build Conditions
4: California Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 107 258 295
v/c Ratio 0.28 0.52 0.58
Control Delay (s/veh) 41.6 21.9 27.7
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 41.6 21.9 27.7
Queue Length 50th (ft) 49 98 110
Queue Length 95th (ft) 92 160 177
Internal Link Dist (ft) 307 257 324
Turn Bay Length (ft)
Base Capacity (vph) 375 496 502
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.29 0.52 0.59
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
5: S American Street/N American Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT SBR
Lane Group Flow (vph) 134 32 14 18
v/c Ratio 0.48 0.05 0.02 0.03
Control Delay (s/veh) 30.2 13.6 16.1 16.3
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 30.2 13.6 16.1 16.3
Queue Length 50th (ft) 52445
Queue Length 95th (ft) 98 16 14 17
Internal Link Dist (ft) 303 260 330
Turn Bay Length (ft)
Base Capacity (vph) 279 600 612 508
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.48 0.05 0.02 0.04
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
6: S Stanislaus Street/N Stanislaus Street & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 143 313 330
v/c Ratio 0.22 0.20 0.18
Control Delay (s/veh) 16.9 8.1 9.8
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 16.9 8.1 9.8
Queue Length 50th (ft) 42 26 37
Queue Length 95th (ft) 81 38 59
Internal Link Dist (ft) 300 272 338
Turn Bay Length (ft)
Base Capacity (vph) 639 1552 1764
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.22 0.20 0.19
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
11: Airport Way & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT NBT SBT
Lane Group Flow (vph) 189 926 806
v/c Ratio 0.44 0.43 0.35
Control Delay (s/veh) 24.1 4.7 7.8
Queue Delay 0.0 0.1 0.0
Total Delay (s/veh) 24.1 4.8 7.8
Queue Length 50th (ft) 75 130 98
Queue Length 95th (ft) 156 11 130
Internal Link Dist (ft) 310 254 262
Turn Bay Length (ft)
Base Capacity (vph) 424 2153 2273
Starvation Cap Reductn 0 338 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.45 0.51 0.35
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
13: S Wilson Way & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group WBT WBR NBL NBT SBT
Lane Group Flow (vph) 224 189 28 965 992
v/c Ratio 0.70 0.47 0.08 0.38 0.39
Control Delay (s/veh) 46.2 12.9 14.4 14.9 6.2
Queue Delay 0.0 0.0 0.0 1.7 0.0
Total Delay (s/veh) 46.2 12.9 14.4 16.7 6.2
Queue Length 50th (ft) 122 21 10 209 97
Queue Length 95th (ft) 179 72 m20 m283 176
Internal Link Dist (ft) 710 271 283
Turn Bay Length (ft) 300 70
Base Capacity (vph) 464 508 349 2525 2513
Starvation Cap Reductn 0 0 0 1337 0
Spillback Cap Reductn 00000
Storage Cap Reductn 00000
Reduced v/c Ratio 0.48 0.37 0.08 0.81 0.39
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Build Conditions
17: Main Street & D Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT WBT SBL
Lane Group Flow (vph) 463 394 18
v/c Ratio 0.27 0.23 0.03
Control Delay (s/veh) 2.1 1.9 8.4
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 2.1 1.9 8.4
Queue Length 50th (ft) 0 0 1
Queue Length 95th (ft) 80 65 12
Internal Link Dist (ft) 615 624 178
Turn Bay Length (ft)
Base Capacity (vph) 1770 1783 1481
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.26 0.22 0.01
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
25: Golden Gate Avenue & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 9 719 24 434 186 55
v/c Ratio 0.07 0.65 0.18 0.36 0.68 0.16
Control Delay (s/veh) 41.2 16.7 41.4 9.3 41.1 24.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 41.2 16.7 41.4 9.3 41.1 24.2
Queue Length 50th (ft) 4 148 9 69 68 16
Queue Length 95th (ft) 21 #590 40 246 161 52
Internal Link Dist (ft) 249 250 364 346
Turn Bay Length (ft) 95 95
Base Capacity (vph) 474 1137 474 1248 732 899
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.02 0.63 0.05 0.35 0.25 0.06
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
Queues Existing Build Conditions
27: Netherton Avenue & Main Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBL EBT WBL WBT NBT SBT
Lane Group Flow (vph) 11 480 38 396 95 87
v/c Ratio 0.03 0.46 0.11 0.37 0.23 0.22
Control Delay (s/veh) 23.1 12.3 21.4 10.6 8.1 9.6
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 23.1 12.3 21.4 10.6 8.1 9.6
Queue Length 50th (ft) 2 43 5 33 4 5
Queue Length 95th (ft) 20 311 45 232 40 43
Internal Link Dist (ft) 247 244 354 364
Turn Bay Length (ft) 90 90
Base Capacity (vph) 1319 1635 1521 1676 1290 1264
Starvation Cap Reductn 000000
Spillback Cap Reductn 000000
Storage Cap Reductn 000000
Reduced v/c Ratio 0.01 0.29 0.02 0.24 0.07 0.07
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
29: S Center Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 107 2008
v/c Ratio 0.22 0.65
Control Delay (s/veh) 21.9 12.3
Queue Delay 0.0 0.0
Total Delay (s/veh) 21.9 12.3
Queue Length 50th (ft) 38 232
Queue Length 95th (ft) 78 281
Internal Link Dist (ft) 316 666
Turn Bay Length (ft)
Base Capacity (vph) 485 3053
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.22 0.66
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
30: S El Dorado Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT
Lane Group Flow (vph) 129 1547
v/c Ratio 0.23 0.51
Control Delay (s/veh) 17.7 11.0
Queue Delay 0.0 0.0
Total Delay (s/veh) 17.7 11.0
Queue Length 50th (ft) 34 163
Queue Length 95th (ft) m64 200
Internal Link Dist (ft) 266 322
Turn Bay Length (ft)
Base Capacity (vph) 556 2979
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.23 0.52
Intersection Summary
m Volume for 95th percentile queue is metered by upstream signal.

ATTACHMENT B
Queues Existing Build Conditions
32: S San Joaquin Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 157 189 164
v/c Ratio 0.25 0.11 0.09
Control Delay (s/veh) 14.8 6.3 3.2
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 14.8 6.3 3.2
Queue Length 50th (ft) 39 14 4
Queue Length 95th (ft) 77 28 7
Internal Link Dist (ft) 297 287 264
Turn Bay Length (ft)
Base Capacity (vph) 619 1680 1661
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.25 0.11 0.10
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
33: S Sutter Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT NBR SBT
Lane Group Flow (vph) 191 147 54 187
v/c Ratio 0.25 0.18 0.09 0.13
Control Delay (s/veh) 16.4 13.2 4.3 8.6
Queue Delay 0.0 0.0 0.0 0.0
Total Delay (s/veh) 16.4 13.2 4.3 8.6
Queue Length 50th (ft) 58 38 0 13
Queue Length 95th (ft) 89 59 13 20
Internal Link Dist (ft) 296 293 256
Turn Bay Length (ft)
Base Capacity (vph) 755 798 577 1363
Starvation Cap Reductn 0000
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.25 0.18 0.09 0.14
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
34: California Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/10/2025
Lane Group EBT NBT SBT
Lane Group Flow (vph) 169 247 308
v/c Ratio 0.34 0.23 0.29
Control Delay (s/veh) 14.9 6.9 0.6
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 14.9 6.9 0.6
Queue Length 50th (ft) 29 41 0
Queue Length 95th (ft) 56 74 0
Internal Link Dist (ft) 309 298 257
Turn Bay Length (ft)
Base Capacity (vph) 497 1072 1037
Starvation Cap Reductn 0 0 52
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.34 0.23 0.31
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
35: S American Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT SBT
Lane Group Flow (vph) 256 55
v/c Ratio 0.24 0.13
Control Delay (s/veh) 5.0 15.0
Queue Delay 0.0 0.0
Total Delay (s/veh) 5.0 15.0
Queue Length 50th (ft) 32 12
Queue Length 95th (ft) 39 24
Internal Link Dist (ft) 303 260
Turn Bay Length (ft)
Base Capacity (vph) 1055 406
Starvation Cap Reductn 0 0
Spillback Cap Reductn 0 0
Storage Cap Reductn 0 0
Reduced v/c Ratio 0.24 0.14
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
36: S Stanislaus Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 234 360 452
v/c Ratio 0.37 0.20 0.26
Control Delay (s/veh) 11.2 9.3 8.1
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 11.2 9.3 8.1
Queue Length 50th (ft) 36 38 25
Queue Length 95th (ft) 47 55 32
Internal Link Dist (ft) 304 325 272
Turn Bay Length (ft)
Base Capacity (vph) 628 1749 1681
Starvation Cap Reductn 0 0 0
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.37 0.21 0.27
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
41: Airport Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBT
Lane Group Flow (vph) 198 987 863
v/c Ratio 0.73 0.38 0.46
Control Delay (s/veh) 52.1 5.2 5.0
Queue Delay 0.0 0.0 0.0
Total Delay (s/veh) 52.1 5.2 5.0
Queue Length 50th (ft) 110 82 46
Queue Length 95th (ft) 161 167 69
Internal Link Dist (ft) 289 285 254
Turn Bay Length (ft)
Base Capacity (vph) 444 2596 1838
Starvation Cap Reductn 0 0 3
Spillback Cap Reductn 0 0 0
Storage Cap Reductn 0 0 0
Reduced v/c Ratio 0.45 0.38 0.47
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions
43: S Wilson Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 07/23/2024
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 370 1013 198 857
v/c Ratio 0.92 0.61 0.82 0.36
Control Delay (s/veh) 59.3 19.6 59.0 9.1
Queue Delay 50.4 0.0 0.0 0.3
Total Delay (s/veh) 109.7 19.7 59.0 9.4
Queue Length 50th (ft) 156 219 112 146
Queue Length 95th (ft) #348 286 #221 205
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 417 1650 255 2350
Starvation Cap Reductn 0 0 0 843
Spillback Cap Reductn 97 68 0 0
Storage Cap Reductn 0000
Reduced v/c Ratio 1.16 0.64 0.78 0.57
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

ATTACHMENT B
D

ETAILED OUTPUT

Site: 101 [Main St._Market St._AM]
N
ew Site
Site Category: (None)
Roundabout
O

UTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
R
oundabout Basic Parameters
Site: Main St._Market St._AM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width ft ft ft ft deg ft ft % ------------------------------------------------------------------------------------------- South: Locust Street

40.0 25.0 120.0U 100.0 30.0 1 1 13.00 200 NA 0.0N ------------------------------------------------------------------------------------------- East: Main Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 400 NA 0.0N ------------------------------------------------------------------------------------------- NorthEast: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 350 NA 0.0N ------------------------------------------------------------------------------------------- SouthWest: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 300 NA 0.0N ------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

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oundabout Circulating / Exiting Stream Parameters
Site: Main St._Market St._AM

Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec --------------------------------------------------------------------------------------------------- South: Locust Street
W L2 1 Dominant 317 1.02 324 0.0 0.0 N 0.997 22.0 2.00 0.325 E R2 1 Dominant 317 1.02 324 0.0 0.0 N 0.997 22.0 2.00 0.325 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 W T1 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 --------------------------------------------------------------------------------------------------- NorthEast: Market Street
E L3 1 Dominant 498 1.02 508 0.0 0.0 N 0.983 23.5 2.00 0.464 S L1 1 Dominant 498 1.02 508 0.0 0.0 N 0.983 23.5 2.00 0.464 W R1 1 Dominant 498 1.02 508 0.0 0.0 N 0.983 23.5 2.00 0.464 --------------------------------------------------------------------------------------------------- SouthWest: Market Street
W L3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 E R1 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 S R3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Market St._AM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway sec sec ft sec ------------------------------------------------------------------------------------------ South: Locust Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.325 N 1.02 4.78 154.5 2.57 E R2 1 Dominant 2.00 0.325 N 1.02 4.78 154.5 2.57 ------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69 W T1 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69 ------------------------------------------------------------------------------------------ NorthEast: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L3 1 Dominant 2.00 0.464 N 1.02 4.52 156.0 2.50 S L1 1 Dominant 2.00 0.464 N 1.02 4.52 156.0 2.50 W R1 1 Dominant 2.00 0.464 N 1.02 4.52 156.0 2.50 ------------------------------------------------------------------------------------------ SouthWest: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69 E R1 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69 S R3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69 ------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream
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oundabout Flow Rates
Site: Main St._Market St._AM

Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Locust Street
1 317 324 100.0%
Total 317 324
---------------------------------------
East: Main Street
1 18 19 100.0%
Total 18 19
---------------------------------------
NorthEast: Market Street
1 498 508 100.0%
Total 498 508
---------------------------------------
SouthWest: Market Street
1 3 3 100.0%
Total 3 3
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Locust Street
1 2 1 3
Total 2 1 3
--------------------------------------
East: Main Street
1 0 479 479
Total 0 479 479
--------------------------------------
NorthEast: Market Street
1 37 2 39
Total 37 2 39
--------------------------------------
SouthWest: Market Street
1 2 316 318
Total 2 316 318
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Market St._AM

Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor ped/h ped/h veh/h pcu/h --------------------------------------------------------------------------------------- South: Locust Street
1 L2 1 1 1.00 317 324 1.000 1 R2 1 1 1.00 317 324 1.000 --------------------------------------------------------------------------------------- East: Main Street
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ovements
1 L2 1 1 1.00 18 19 1.000 1 T1 1 1 1.00 18 19 1.000 --------------------------------------------------------------------------------------- NorthEast: Market Street
1 L3 1 1 1.00 498 508 1.000 1 L1 1 1 1.00 498 508 1.000 1 R1 1 1 1.00 498 508 1.000 ---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane ----------------------------------------------------------------------------------------------------- South: Locust Street
1 1 1.00 16.00 3.72 2.23 1611 4 4 ----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 302 302 ----------------------------------------------------------------------------------------------------- West: Main Street
1 1 1.00 16.00 3.72 2.23 1611 534 534 ----------------------------------------------------------------------------------------------------- I
ntersection Negotiation and Travel Data
Site: Main St._Market St._AM

Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Locust Street
West L2 19.8 19.8 595.1# 20.4# 0.1 0.1 0.0 East R2 22.4 22.4 695.1# 21.2# 0.3 0.3 0.0 ------------------------------------------------------------------------------------------------ East: Main Street
South L2 24.2 24.2 716.0# 20.1# 0.1 0.1 0.0 West T1 29.8 29.8 816.0# 18.7# 73.9 73.9 2.5 ------------------------------------------------------------------------------------------------ NorthEast: Market Street
East L3 27.7 27.6 841.4# 20.8# 0.2 0.2 0.0 South L1 21.2 21.1 641.4# 20.7# 0.1 0.1 0.0 West R1 25.6 25.4 741.4# 19.9# 5.2 5.2 0.2 ------------------------------------------------------------------------------------------------ SouthWest: Market Street
West L3 23.0 23.0 693.5# 20.6# 2.3 2.3 0.1 East R1 28.7 28.7 793.5# 18.9# 44.9 44.9 1.6 South R3 25.0 25.0 593.5# 16.2# 0.2 0.2 0.0 ------------------------------------------------------------------------------------------------ ALL VEHICLES: 29.0 29.0 800.6# 18.8# 127.4 127.4 4.4 ------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
------------------------------------------------------------------------ Negn Negn Negn App Exit Downstr
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From To Radius Speed Dist Dist Dist Dist Approach Exit Turn ft mph ft ft ft ft ------------------------------------------------------------------------ South: Locust Street
West L2 49.0 14.6 192.4 200 91 NA East R2 88.6 18.3 46.5 200 122 NA ------------------------------------------------------------------------ East: Main Street
South L2 44.5 14.1 174.8 400 61 NA West T1 180.0 23.9 115.8 400 91 NA ------------------------------------------------------------------------ NorthEast: Market Street
East L3 43.0 13.9 202.6 350 122 NA South L1 42.3 13.8 133.0 350 61 NA West R1 180.0 23.9 86.9 350 91 NA ------------------------------------------------------------------------ SouthWest: Market Street
West L3 49.5 14.7 233.3 300 91 NA East R1 153.0 22.5 85.8 300 122 NA South R3 75.0 17.2 32.8 300 61 NA ------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Locust Street
3 L2 30.0 14.6 14.6 30.0 25.9 7.0
18 R2 30.0 18.3 18.3 30.0 25.9 2.4
--------------------------------------------------------- East: Main Street
1 L2 30.0 14.1 14.1 30.0 38.4 7.0
6 T1 30.0 23.9 23.9 30.0 38.4 1.6
--------------------------------------------------------- NorthEast: Market Street
1bx L3 30.0 13.9 13.9 30.0 22.4 7.9
1ax L1 30.0 13.8 13.8 30.0 22.4 6.1
16ax R1 30.0 23.9 23.9 30.0 22.4 1.5
--------------------------------------------------------- SouthWest: Market Street
5bx L3 30.0 14.7 14.7 30.0 35.4 8.0
12ax R1 30.0 22.5 22.5 30.0 35.4 1.9
12bx R3 30.0 17.2 17.2 30.0 35.4 2.6
--------------------------------------------------------- M
ovement Capacity and Performance Parameters
Site: Main St._Market St._AM

Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Locust Street
3 L2 # 1 317 324 340 0.85 **** 0.003 18 R2 # 2 317 324 681 0.85 **** 0.003 ---------------------------------------------------------------- East: Main Street
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1 L2 # 1 18 19 3 0.85 133 0.366* 6 T1 # 478 18 19 1308 0.85 133 0.366* ---------------------------------------------------------------- NorthEast: Market Street
1bx L3 # 1 498 508 25 0.85 1831 0.044 1ax L1 # 1 498 508 25 0.85 1831 0.044 16ax R1 # 37 498 508 839 0.85 1831 0.044 ---------------------------------------------------------------- SouthWest: Market Street
5bx L3 # 17 3 3 73 0.85 255 0.239 12ax R1 # 299 3 3 1249 0.85 255 0.239 12bx R3 # 2 3 3 9 0.85 255 0.239 ---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Locust Street
3 L2 0.00 0.00 8.4 0.48 0.5 0.02 0.1 0.0 19.8 18 R2 0.00 0.00 3.9 0.48 1.0 0.03 0.3 0.0 22.4 --------------------------------------------------------------------------------- East: Main Street
1 L2 0.00 0.00 7.2 0.23 0.2 1.95 0.1 0.0 24.2 6 T1 0.24 0.28 1.8 0.23 108.1 5.24 73.9 2.5 29.8 --------------------------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.00 0.00 10.6 0.50 0.5 0.19 0.2 0.0 27.6 1ax L1 0.00 0.00 8.8 0.50 0.5 0.19 0.1 0.0 21.1 16ax R1 0.04 0.05 4.1 0.50 18.5 0.50 5.2 0.2 25.4 --------------------------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.04 0.05 8.0 0.28 5.0 1.35 2.3 0.1 23.0 12ax R1 0.16 0.19 1.9 0.28 85.1 3.34 44.9 1.6 28.7 12bx R3 0.00 0.00 2.6 0.28 0.6 1.22 0.2 0.0 25.0 --------------------------------------------------------------------------------- F
uel Consumption, Emissions and Cost
Site: Main St._Market St._AM

Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Total Total Total Total Total Total $/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Locust Street
3 L2 0.12 0.0 0.1 0.00 0.000 0.000 18 R2 0.24 0.0 0.2 0.00 0.000 0.000 ------------------------------------------------

0.36 0.0 0.3 0.00 0.000 0.000
---------------------------------------------------------------- East: Main Street
1 L2 0.09 0.0 0.1 0.00 0.000 0.000 6 T1 41.99 3.1 27.7 0.02 0.002 0.036 ------------------------------------------------

42.08 3.1 27.8 0.02 0.002 0.036
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.11 0.0 0.1 0.00 0.000 0.000 1ax L1 0.11 0.0 0.1 0.00 0.000 0.000 16ax R1 3.73 0.3 2.5 0.00 0.000 0.003 ------------------------------------------------

3.95 0.3 2.6 0.00 0.000 0.004
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 1.37 0.1 1.0 0.00 0.000 0.001 P
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anes
12ax R1 23.81 2.0 17.8 0.01 0.001 0.021 12bx R3 0.17 0.0 0.1 0.00 0.000 0.000 ------------------------------------------------

25.35 2.1 18.9 0.01 0.002 0.022
---------------------------------------------------------------- INTERSECTION: 71.74 5.5 49.6 0.04 0.004 0.062 ----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Rate Eff. Rate Rate Rate Rate $/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Locust Street
3 L2 0.99 12.8 434.6 0.38 0.040 0.544 18 R2 0.85 14.1 393.6 0.34 0.036 0.483 ------------------------------------------------

0.89 13.7 405.9 0.35 0.037 0.501
---------------------------------------------------------------- East: Main Street
1 L2 0.64 22.7 244.6 0.18 0.019 0.323 6 T1 0.57 23.8 233.0 0.17 0.018 0.299 ------------------------------------------------

0.57 23.8 233.0 0.17 0.018 0.299
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.64 19.8 280.8 0.23 0.024 0.374 1ax L1 0.82 17.2 321.7 0.27 0.028 0.452 16ax R1 0.72 18.6 298.5 0.24 0.026 0.408 ------------------------------------------------

0.72 18.6 298.5 0.24 0.026 0.408
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.60 21.3 260.8 0.20 0.021 0.315 12ax R1 0.53 22.5 246.8 0.19 0.020 0.291 12bx R3 0.69 19.9 279.5 0.22 0.023 0.347 ------------------------------------------------

0.53 22.4 247.6 0.19 0.020 0.292
---------------------------------------------------------------- INTERSECTION: 0.56 23.0 241.8 0.18 0.019 0.301 ---------------------------------------------------------------- L
ane Performance and Capacity Information
Site: Main St._Market St._AM

Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length No. veh/h veh/h x sec Rate veh ft ft --------------------------------------------------------------- South: Locust Street
1 3 1021 0.003 5.4 0.48 0.0 0.4 200.0 --------------------------------------------------------------- East: Main Street
1 479 1311 0.366 1.8 0.23 2.4 61.3 400.0 --------------------------------------------------------------- NorthEast: Market Street
1 39 889 0.044 4.5 0.50 0.2 5.7 350.0 --------------------------------------------------------------- SouthWest: Market Street
1 318 1331 0.239 2.2 0.28 1.5 38.2 300.0 --------------------------------------------------------------- P
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LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Locust Street
1 3 3 1021 0.003 100
-----------------------------------------
East: Main Street
1 479 150 1311 0.366 100
-----------------------------------------
NorthEast: Market Street
1 39 39 889 0.044 100
-----------------------------------------
SouthWest: Market Street
1 318 150 1331 0.239 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

L
ane, Approach and Intersection Performance
Site: Main St._Market St._AM

Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane No. Flow %HV Basic Sat Delay Queue Length (veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Locust Street
1 3 2 0.003 5.4 0 200 ----------------------------------------------------
3 2 0.003 5.4 0
------------------------------------------------------------ East: Main Street
1 479 2 0.366 1.8 61 400 ----------------------------------------------------
479 2 0.366 1.8 61
------------------------------------------------------------ NorthEast: Market Street
1 39 2 0.044 4.5 6 350 ----------------------------------------------------
39 2 0.044 4.5 6
------------------------------------------------------------ SouthWest: Market Street
1 318 2 0.239 2.2 38 300 ----------------------------------------------------
318 2 0.239 2.2 38
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
840 2 0.366 2.1 61
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

Driver Characteristics
Site: Main St._Market St._AM

Site ID: 101
Roundabout
-------------------------------------------------------- Average Driver
Lane Satn Satn Satn Satn Queue Response P
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No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Locust Street
1 17.0 1400 2.57 64.32 25.40 1.56
-------------------------------------------------------- East: Main Street
1 23.9 1339 2.69 94.17 25.40 1.96
-------------------------------------------------------- NorthEast: Market Street
1 23.3 1439 2.50 85.67 25.40 1.76
-------------------------------------------------------- SouthWest: Market Street
1 22.0 1336 2.69 86.99 25.40 1.91
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

L
ane Delays
Site: Main St._Market St._AM

Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic -------------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 1.3 1.5 0.0 1.5 1.6 0.0 0.0 0.0 3.9 5.4 -------------------------------------------------------------------------------------------- East: Main Street
1 0.366 NA NA 0.1 0.1 0.0 0.1 0.8 0.0 0.0 0.0 1.7 1.8 -------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.044 NA NA 2.3 2.7 0.0 2.7 2.8 0.1 0.0 0.1 1.8 4.5 -------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.239 NA NA 0.0 0.0 0.0 0.0 0.2 0.0 0.0 0.0 2.2 2.2 -------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.
dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

Lane Queues
Site: Main St._Market St._AM

Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

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Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.366 NA NA 0.0 1.0 0.0 1.0 2.4 0.06 0.15 0.0 NA ---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.044 NA NA 0.0 0.1 0.0 0.1 0.2 0.01 0.02 0.0 NA ---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.239 NA NA 0.0 0.6 0.0 0.6 1.5 0.05 0.13 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 0.0 0.2 0.0 0.2 0.4 0.00 0.00 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.366 NA NA 0.0 24.7 0.0 24.7 61.3 0.06 0.15 0.0 NA ---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.044 NA NA 0.0 2.3 0.0 2.3 5.7 0.01 0.02 0.0 NA ---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.239 NA NA 0.0 15.4 0.0 15.4 38.2 0.05 0.13 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.003 NA NA 0.0 0.0 0.0
-------------------------------------------------
East: Main Street
1 0.366 NA NA 0.0 0.0 0.0
-------------------------------------------------
NorthEast: Market Street
1 0.044 NA NA 0.0 0.0 0.1
-------------------------------------------------
SouthWest: Market Street
1 0.239 NA NA 0.0 0.0 0.0
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.003 NA NA 0.0 0.0 0.1
-------------------------------------------------
East: Main Street
1 0.366 NA NA 0.0 0.5 0.9
-------------------------------------------------
NorthEast: Market Street
1 0.044 NA NA 0.0 0.7 1.3
-------------------------------------------------
SouthWest: Market Street
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1 0.239 NA NA 0.0 0.0 0.1
-------------------------------------------------
L
ane Queue Percentiles
Site: Main St._Market St._AM

Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Locust Street
1 0.003 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -------------------------------------------------------------- East: Main Street
1 0.366 1.0 1.3 1.8 2.1 2.4 2.7 2.9 -------------------------------------------------------------- NorthEast: Market Street
1 0.044 0.1 0.1 0.2 0.2 0.2 0.3 0.3 -------------------------------------------------------------- SouthWest: Market Street
1 0.239 0.6 0.8 1.1 1.3 1.5 1.7 1.8 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Locust Street
1 0.003 0.2 0.2 0.3 0.3 0.4 0.4 0.5 -------------------------------------------------------------- East: Main Street
1 0.366 24.7 32.0 45.1 52.2 61.3 68.1 73.2 -------------------------------------------------------------- NorthEast: Market Street
1 0.044 2.3 3.0 4.2 4.9 5.7 6.4 6.8 -------------------------------------------------------------- SouthWest: Market Street
1 0.239 15.4 19.9 28.1 32.5 38.2 42.4 45.6 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Stops
Site: Main St._Market St._AM

Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart ----------------------------------------------------------------------------------------------------- South: Locust Street
1 0.003 NA NA 0.21 0.00 0.27 0.48 1.5 0.00 0.0 0.43 0.43 ----------------------------------------------------------------------------------------------------- East: Main Street
1 0.366 NA NA 0.04 0.00 0.19 0.23 108.3 0.00 0.0 0.13 0.13 P
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ATTACHMENT B
G
o to Table Links (Top)
F
low Rates
Go to Table Links (Top)
-
---------------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.044 NA NA 0.39 0.00 0.11 0.50 19.6 0.00 0.0 0.55 0.55 ----------------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.239 NA NA 0.01 0.00 0.28 0.28 90.7 0.00 0.0 0.04 0.04 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued O
rigin-Destination Flow Rates (Total)
Site: Main St._Market St._AM

Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
Flow Rate 1.1 2.2 3.3
%HV (all designations) 2.0 2.0 2.0
---------------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
Flow Rate 1.1 478.3 479.3
%HV (all designations) 2.0 2.0 2.0
----------------------------------------------------------- From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT Flow Rate 1.1 1.1 37.0 39.1 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT Flow Rate 17.4 298.9 2.2 318.5 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Origin-Destination Flow Rates by Movement Class
Site: Main St._Market St._AM

Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
-------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 1.1 2.1 3.2
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-------------------------------------------
Flow Rate 1.1 468.7 469.8
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ATTACHMENT B
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Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 1.1 1.1 36.2 38.3
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 17.0 292.9 2.1 312.1
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 0.0 0.0 0.1
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-------------------------------------------
Flow Rate 0.0 9.6 9.6
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 0.0 0.0 0.7 0.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 0.3 6.0 0.0 6.4
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

L
ane Flow Rates
Site: Main St._Market St._AM

Site ID: 101
Roundabout
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ATTACHMENT B

LANE FLOW RATES AT STOP LINE (veh/h)
-----------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-----------------------------------------
Lane 1
LV 1.1 2.1 3.2
HV 0.0 0.0 0.1
Total 1.1 2.2 3.3
-----------------------------------------
Approach 1.1 2.2 3.3
-----------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-----------------------------------------
Lane 1
LV 1.1 468.7 469.8
HV 0.0 9.6 9.6
Total 1.1 478.3 479.3
-----------------------------------------
Approach 1.1 478.3 479.3
-------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
-------------------------------------------------
Lane 1
LV 1.1 1.1 36.2 38.3
HV 0.0 0.0 0.7 0.8
Total 1.1 1.1 37.0 39.1
-------------------------------------------------
Approach 1.1 1.1 37.0 39.1
-------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
-------------------------------------------------
Lane 1
LV 17.0 292.9 2.1 312.1
HV 0.3 6.0 0.0 6.4
Total 17.4 298.9 2.2 318.5
-------------------------------------------------
Approach 17.4 298.9 2.2 318.5
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 4.3 0.1 4.3
Total 4.3 0.1 4.3
-----------------------------------------
Exit: EAST
Lane: 1 296.1 6.0 302.2
Total 296.1 6.0 302.2
-----------------------------------------
Exit: WEST
Lane: 1 523.0 10.7 533.7
Total 523.0 10.7 533.7
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 4.3 0.1 4.3
Total 4.3 0.1 4.3
-----------------------------------------
Exit: EAST
Lane: 1 296.1 6.0 302.2
Total 296.1 6.0 302.2
-----------------------------------------
Exit: WEST
Lane: 1 523.0 10.7 533.7
Total 523.0 10.7 533.7
-----------------------------------------
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ATTACHMENT B
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O
ther
Go to Table Links (Top)
G
o to Table Links (Top)

Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

P
arameter Settings Summary
Site: Main St._Market St._AM

Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Market St._AM

Site ID: 101
Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 0.9% Number of Iterations: 3 (Maximum: 10)
Other Diagnostic Messages (if any):

Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

S
IDRA INTERSECTION 8.0 | Copyright © 2
000-2
019 Akcelik and Associates Pty Ltd |
sidrasolutions.com
O
rganisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:11 AM P
roject:

J:\JURISDICTION\S\Stockton\011-1
01 Main St Complete
Streets\Analysis\Sidra\Project_v2.sip8
P
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ATTACHMENT B
M

OVEMENT SUMMARY
S
ite: 101 [Main St._Market St._AM]
N
ew Site
Site Category: (None)
Roundabout
M
ovement Performance - Vehicles
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
L
evel of
S
ervice
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total H
V V
ehicles Distance
veh/h % v
/c s
ec v
eh ft mph
South: Locust Street
3 L2 1 2.0 0.003 8.4 LOS A 0.0 0.4 0.43 0.48 0.43 19.8
18 R2 2 2.0 0.003 3.9 LOS A 0.0 0.4 0.43 0.48 0.43 22.4 A
pproach 3 2
.0 0
.003 5
.4 L
OS A 0
.0 0
.4 0
.43 0
.48 0
.43 2

1.6 East: Main Street
1 L2 1 2.0 0.366 7.2 LOS A 2.4 61.3 0.13 0.23 0.13 24.2 6 T1 478 2.0 0.366 1.8 LOS A 2.4 61.3 0.13 0.23 0.13 29.8 A
pproach 4
79 2
.0 0
.366 1
.8 L
OS A 2
.4 6

1.3 0
.13 0
.23 0
.13 2

9.8 NorthEast: Market Street
1bx L3 1 2.0 0.044 10.6 LOS B 0.2 5.7 0.55 0.50 0.55 27.6 1ax L1 1 2.0 0.044 8.8 LOS A 0.2 5.7 0.55 0.50 0.55 21.1 16ax R1 37 2.0 0.044 4.1 LOS A 0.2 5.7 0.55 0.50 0.55 25.4 A
pproach 3
9 2
.0 0
.044 4
.5 L
OS A 0
.2 5
.7 0
.55 0
.50 0
.55 2

5.4 SouthWest: Market Street
5bx L3 17 2.0 0.239 8.0 LOS A 1.5 38.2 0.04 0.28 0.04 23.0 12ax R1 299 2.0 0.239 1.9 LOS A 1.5 38.2 0.04 0.28 0.04 28.7 12bx R3 2 2.0 0.239 2.6 LOS A 1.5 38.2 0.04 0.28 0.04 25.0 A
pproach 3
18 2
.0 0
.239 2
.2 L
OS A 1
.5 3

8.2 0
.04 0
.28 0
.04 2

8.3 All Vehicles 840 2.0 0.366 2.1 LOS A 2.4 61.3 0.12 0.26 0.12 29.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per move ment.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

S
IDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:11 AM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8

ATTACHMENT B
D

ETAILED OUTPUT

Site: 101 [Main St._Market St._PM]
N
ew Site
Site Category: (None)
Roundabout
O

UTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
R
oundabout Basic Parameters
Site: Main St._Market St._PM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width ft ft ft ft deg ft ft % ------------------------------------------------------------------------------------------- South: Locust Street

40.0 25.0 120.0U 100.0 30.0 1 1 13.00 200 NA 0.0N ------------------------------------------------------------------------------------------- East: Main Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 400 NA 0.0N ------------------------------------------------------------------------------------------- NorthEast: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 350 NA 0.0N ------------------------------------------------------------------------------------------- SouthWest: Market Street

40.0 15.0 120.0U 100.0 30.0 1 1 13.00 300 NA 0.0N ------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

P
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ATTACHMENT B
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G
o to Table Links (Top)
R
oundabout Circulating / Exiting Stream Parameters
Site: Main St._Market St._PM

Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec --------------------------------------------------------------------------------------------------- South: Locust Street
W L2 1 Dominant 515 1.02 526 0.0 0.0 N 0.993 22.2 2.00 0.476 E R2 1 Dominant 515 1.02 526 0.0 0.0 N 0.993 22.2 2.00 0.476 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 W T1 1 Dominant 18 1.02 19 0.0 0.0 N 1.000 14.6 2.00 0.023 --------------------------------------------------------------------------------------------------- NorthEast: Market Street
E L3 1 Dominant 414 1.02 422 0.0 0.0 N 0.988 23.5 2.00 0.403 S L1 1 Dominant 414 1.02 422 0.0 0.0 N 0.988 23.5 2.00 0.403 W R1 1 Dominant 414 1.02 422 0.0 0.0 N 0.988 23.5 2.00 0.403 --------------------------------------------------------------------------------------------------- SouthWest: Market Street
W L3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 E R1 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 S R3 1 Dominant 3 1.02 3 0.0 0.0 N 1.000 13.9 2.00 0.004 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Market St._PM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway sec sec ft sec ------------------------------------------------------------------------------------------ South: Locust Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.476 Y 1.02 4.49 146.3 2.50 E R2 1 Dominant 2.00 0.476 Y 1.02 4.49 146.3 2.50 ------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69 W T1 1 Dominant 2.00 0.023 N 1.02 5.28 113.5 2.69 ------------------------------------------------------------------------------------------ NorthEast: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L3 1 Dominant 2.00 0.403 N 1.02 4.64 159.6 2.53 S L1 1 Dominant 2.00 0.403 N 1.02 4.64 159.6 2.53 W R1 1 Dominant 2.00 0.403 N 1.02 4.64 159.6 2.53 ------------------------------------------------------------------------------------------ SouthWest: Market Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69 E R1 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69 S R3 1 Dominant 2.00 0.004 N 1.02 5.31 108.5 2.69 ------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating P
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ATTACHMENT B
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or exiting stream
R
oundabout Flow Rates
Site: Main St._Market St._PM

Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Locust Street
1 515 526 100.0%
Total 515 526
---------------------------------------
East: Main Street
1 18 19 100.0%
Total 18 19
---------------------------------------
NorthEast: Market Street
1 414 422 100.0%
Total 414 422
---------------------------------------
SouthWest: Market Street
1 3 3 100.0%
Total 3 3
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Locust Street
1 4 1 5
Total 4 1 5
--------------------------------------
East: Main Street
1 0 396 396
Total 0 396 396
--------------------------------------
NorthEast: Market Street
1 29 3 32
Total 29 3 32
--------------------------------------
SouthWest: Market Street
1 3 514 517
Total 3 514 517
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Market St._PM

Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor ped/h ped/h veh/h pcu/h --------------------------------------------------------------------------------------- South: Locust Street
1 L2 2 2 1.00 515 526 1.000 1 R2 2 2 1.00 515 526 1.000 P
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ATTACHMENT B
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M
ovements
--------------------------------------------------------------------------------------- East: Main Street
1 L2 1 1 1.00 18 19 1.000 1 T1 1 1 1.00 18 19 1.000 --------------------------------------------------------------------------------------- NorthEast: Market Street
1 L3 5 5 1.00 414 422 0.999 1 L1 5 5 1.00 414 422 0.999 1 R1 5 5 1.00 414 422 0.999 ---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane ----------------------------------------------------------------------------------------------------- South: Locust Street
1 1 1.00 16.00 3.72 2.23 1611 5 5 ----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 502 502 ----------------------------------------------------------------------------------------------------- West: Main Street
1 1 1.00 16.00 3.72 2.23 1611 442 442 ----------------------------------------------------------------------------------------------------- I
ntersection Negotiation and Travel Data
Site: Main St._Market St._PM

Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Locust Street
West L2 19.8 19.3 575.6# 20.4# 0.1 0.1 0.0 East R2 22.4 21.9 675.6# 21.1# 0.6 0.6 0.0 ------------------------------------------------------------------------------------------------ East: Main Street
South L2 24.3 24.3 716.0# 20.1# 0.1 0.1 0.0 West T1 29.9 29.9 816.0# 18.6# 61.0 61.0 2.0 ------------------------------------------------------------------------------------------------ NorthEast: Market Street
East L3 28.0 27.9 842.5# 20.6# 0.2 0.2 0.0 South L1 21.4 21.3 642.5# 20.5# 0.1 0.1 0.0 West R1 25.8 25.7 742.5# 19.7# 4.1 4.1 0.2 ------------------------------------------------------------------------------------------------ SouthWest: Market Street
West L3 23.1 23.1 690.4# 20.4# 2.3 2.3 0.1 East R1 28.8 28.8 790.4# 18.7# 74.4 74.4 2.6 South R3 25.1 25.1 590.4# 16.0# 0.4 0.4 0.0 ------------------------------------------------------------------------------------------------ ALL VEHICLES: 29.0 29.0 796.1# 18.7# 143.2 143.2 4.9 ------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
P
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ATTACHMENT B
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-
----------------------------------------------------------------------- Negn Negn Negn App Exit Downstr
From To Radius Speed Dist Dist Dist Dist Approach Exit Turn ft mph ft ft ft ft ------------------------------------------------------------------------ South: Locust Street
West L2 49.0 14.6 192.4 200 91 NA East R2 88.6 18.3 46.5 200 122 NA ------------------------------------------------------------------------ East: Main Street
South L2 44.5 14.1 174.8 400 61 NA West T1 180.0 23.9 115.8 400 91 NA ------------------------------------------------------------------------ NorthEast: Market Street
East L3 43.0 13.9 202.6 350 122 NA South L1 42.3 13.8 133.0 350 61 NA West R1 180.0 23.9 86.9 350 91 NA ------------------------------------------------------------------------ SouthWest: Market Street
West L3 49.5 14.7 233.3 300 91 NA East R1 153.0 22.5 85.8 300 122 NA South R3 75.0 17.2 32.8 300 61 NA ------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Locust Street
3 L2 30.0 14.6 14.6 30.0 22.1 7.0
18 R2 30.0 18.3 18.3 30.0 22.1 2.4
--------------------------------------------------------- East: Main Street
1 L2 30.0 14.1 14.1 30.0 38.4 7.0
6 T1 30.0 23.9 23.9 30.0 38.4 1.6
--------------------------------------------------------- NorthEast: Market Street
1bx L3 30.0 13.9 13.9 30.0 23.7 7.9
1ax L1 30.0 13.8 13.8 30.0 23.7 6.1
16ax R1 30.0 23.9 23.9 30.0 23.7 1.5
--------------------------------------------------------- SouthWest: Market Street
5bx L3 30.0 14.7 14.7 30.0 35.7 8.0
12ax R1 30.0 22.5 22.5 30.0 35.7 1.9
12bx R3 30.0 17.2 17.2 30.0 35.7 2.6
--------------------------------------------------------- M
ovement Capacity and Performance Parameters
Site: Main St._Market St._PM

Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Locust Street
3 L2 # 1 515 526 176 0.85 **** 0.006 18 R2 # 4 515 526 706 0.85 **** 0.006 P
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ATTACHMENT B
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-
--------------------------------------------------------------- East: Main Street
1 L2 # 1 18 19 4 0.85 182 0.302 6 T1 # 395 18 19 1308 0.85 182 0.302 ---------------------------------------------------------------- NorthEast: Market Street
1bx L3 # 1 414 422 33 0.85 2452 0.033 1ax L1 # 1 414 422 33 0.85 2452 0.033 16ax R1 # 29 414 422 881 0.85 2452 0.033 ---------------------------------------------------------------- SouthWest: Market Street
5bx L3 # 17 3 3 45 0.85 119 0.389* 12ax R1 # 497 3 3 1278 0.85 119 0.389* 12bx R3 # 3 3 3 8 0.85 119 0.389* ---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Locust Street
3 L2 0.00 0.00 9.6 0.52 0.6 0.03 0.1 0.0 19.3 18 R2 0.01 0.01 5.0 0.52 2.2 0.06 0.6 0.0 21.9 --------------------------------------------------------------------------------- East: Main Street
1 L2 0.00 0.00 7.2 0.22 0.2 1.49 0.1 0.0 24.3 6 T1 0.19 0.23 1.8 0.22 88.7 4.20 61.0 2.0 29.9 --------------------------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.00 0.00 10.0 0.46 0.5 0.14 0.2 0.0 27.9 1ax L1 0.00 0.00 8.2 0.46 0.5 0.14 0.1 0.0 21.3 16ax R1 0.03 0.04 3.6 0.46 13.4 0.37 4.1 0.2 25.7 --------------------------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.04 0.05 8.0 0.27 4.7 2.50 2.3 0.1 23.1 12ax R1 0.26 0.31 1.9 0.27 135.6 5.85 74.4 2.6 28.8 12bx R3 0.00 0.00 2.6 0.27 0.9 2.38 0.4 0.0 25.1 --------------------------------------------------------------------------------- F
uel Consumption, Emissions and Cost
Site: Main St._Market St._PM

Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Total Total Total Total Total Total $/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Locust Street
3 L2 0.12 0.0 0.1 0.00 0.000 0.000 18 R2 0.47 0.0 0.3 0.00 0.000 0.000 ------------------------------------------------

0.59 0.0 0.4 0.00 0.000 0.001
---------------------------------------------------------------- East: Main Street
1 L2 0.09 0.0 0.1 0.00 0.000 0.000 6 T1 34.49 2.5 22.8 0.02 0.002 0.029 ------------------------------------------------

34.59 2.6 22.8 0.02 0.002 0.029
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.11 0.0 0.1 0.00 0.000 0.000 1ax L1 0.11 0.0 0.1 0.00 0.000 0.000 16ax R1 2.91 0.2 1.9 0.00 0.000 0.003 ------------------------------------------------

3.13 0.2 2.1 0.00 0.000 0.003
---------------------------------------------------------------- P
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ATTACHMENT B
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L
anes
SouthWest: Market Street
5bx L3 1.34 0.1 0.9 0.00 0.000 0.001 12ax R1 38.91 3.3 29.2 0.02 0.002 0.035 12bx R3 0.25 0.0 0.2 0.00 0.000 0.000 ------------------------------------------------

40.50 3.4 30.3 0.02 0.002 0.036
---------------------------------------------------------------- INTERSECTION: 78.80 6.2 55.7 0.04 0.004 0.069 ----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Rate Eff. Rate Rate Rate Rate $/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Locust Street
3 L2 0.98 13.0 426.6 0.37 0.040 0.553 18 R2 0.84 14.4 385.6 0.33 0.035 0.489 ------------------------------------------------

0.87 14.1 392.8 0.34 0.036 0.500
---------------------------------------------------------------- East: Main Street
1 L2 0.64 22.8 243.5 0.18 0.019 0.321 6 T1 0.57 23.9 232.0 0.17 0.018 0.297 ------------------------------------------------

0.57 23.9 232.0 0.17 0.018 0.297
---------------------------------------------------------------- NorthEast: Market Street
1bx L3 0.63 20.1 276.2 0.22 0.023 0.364 1ax L1 0.81 17.6 315.6 0.26 0.028 0.440 16ax R1 0.71 18.9 293.3 0.24 0.025 0.397 ------------------------------------------------

0.71 18.9 293.3 0.24 0.025 0.397
---------------------------------------------------------------- SouthWest: Market Street
5bx L3 0.59 21.5 257.8 0.20 0.021 0.314 12ax R1 0.52 22.8 244.1 0.19 0.019 0.289 12bx R3 0.68 20.1 276.2 0.22 0.023 0.346 ------------------------------------------------

0.53 22.7 244.7 0.19 0.019 0.290
---------------------------------------------------------------- INTERSECTION: 0.55 23.0 241.5 0.18 0.019 0.297 ---------------------------------------------------------------- L
ane Performance and Capacity Information
Site: Main St._Market St._PM

Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length No. veh/h veh/h x sec Rate veh ft ft --------------------------------------------------------------- South: Locust Street
1 5 882 0.006 5.9 0.52 0.0 0.8 200.0 --------------------------------------------------------------- East: Main Street
1 396 1311 0.302 1.8 0.22 1.8 46.7 400.0 --------------------------------------------------------------- NorthEast: Market Street
1 32 946 0.033 4.0 0.46 0.2 4.2 350.0 --------------------------------------------------------------- SouthWest: Market Street
1 517 1331 0.389 2.1 0.27 2.9 74.6 300.0 --------------------------------------------------------------- P
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ATTACHMENT B
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LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Locust Street
1 5 5 882 0.006 100
-----------------------------------------
East: Main Street
1 396 150 1311 0.302 100
-----------------------------------------
NorthEast: Market Street
1 32 32 946 0.033 100
-----------------------------------------
SouthWest: Market Street
1 517 150 1331 0.389 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

L
ane, Approach and Intersection Performance
Site: Main St._Market St._PM

Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane No. Flow %HV Basic Sat Delay Queue Length (veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Locust Street
1 5 2 0.006 5.9 1 200 ----------------------------------------------------
5 2 0.006 5.9 1
------------------------------------------------------------ East: Main Street
1 396 2 0.302 1.8 47 400 ----------------------------------------------------
396 2 0.302 1.8 47
------------------------------------------------------------ NorthEast: Market Street
1 32 2 0.033 4.0 4 350 ----------------------------------------------------
32 2 0.033 4.0 4
------------------------------------------------------------ SouthWest: Market Street
1 517 2 0.389 2.1 75 300 ----------------------------------------------------
517 2 0.389 2.1 75
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
950 2 0.389 2.0 75
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

Driver Characteristics
Site: Main St._Market St._PM

Site ID: 101
Roundabout
-------------------------------------------------------- P
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ATTACHMENT B
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Average Driver
Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Locust Street
1 17.5 1443 2.50 64.19 25.40 1.51
-------------------------------------------------------- East: Main Street
1 23.9 1339 2.69 94.15 25.40 1.96
-------------------------------------------------------- NorthEast: Market Street
1 23.2 1420 2.53 86.28 25.40 1.79
-------------------------------------------------------- SouthWest: Market Street
1 22.2 1336 2.69 87.65 25.40 1.91
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

L
ane Delays
Site: Main St._Market St._PM

Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic -------------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 2.4 2.6 0.0 2.6 2.1 0.5 0.0 0.5 3.3 5.9 -------------------------------------------------------------------------------------------- East: Main Street
1 0.302 NA NA 0.1 0.1 0.0 0.1 0.7 0.0 0.0 0.0 1.7 1.8 -------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.033 NA NA 1.8 2.1 0.0 2.1 2.5 0.1 0.0 0.1 1.9 4.0 -------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.389 NA NA 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.0 2.1 2.1 -------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.
dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

Lane Queues
Site: Main St._Market St._PM

Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
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ATTACHMENT B
-
--------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 0.0 0.0 0.0 0.0 0.0 0.00 0.00 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.302 NA NA 0.0 0.7 0.0 0.7 1.8 0.05 0.12 0.0 NA ---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.033 NA NA 0.0 0.1 0.0 0.1 0.2 0.00 0.01 0.0 NA ---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.389 NA NA 0.0 1.2 0.0 1.2 2.9 0.10 0.25 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 0.0 0.3 0.0 0.3 0.8 0.00 0.00 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.302 NA NA 0.0 18.8 0.0 18.8 46.7 0.05 0.12 0.0 NA ---------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.033 NA NA 0.0 1.7 0.0 1.7 4.2 0.00 0.01 0.0 NA ---------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.389 NA NA 0.0 30.0 0.0 30.0 74.6 0.10 0.25 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.006 NA NA 0.0 0.0 0.0
-------------------------------------------------
East: Main Street
1 0.302 NA NA 0.0 0.0 0.0
-------------------------------------------------
NorthEast: Market Street
1 0.033 NA NA 0.0 0.0 0.0
-------------------------------------------------
SouthWest: Market Street
1 0.389 NA NA 0.0 0.0 0.0
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Locust Street
1 0.006 NA NA 0.0 0.1 0.2
-------------------------------------------------
East: Main Street
1 0.302 NA NA 0.0 0.4 0.7
-------------------------------------------------
NorthEast: Market Street
1 0.033 NA NA 0.0 0.5 0.9
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ATTACHMENT B
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------------------------------------------------
SouthWest: Market Street
1 0.389 NA NA 0.0 0.1 0.2
-------------------------------------------------
L
ane Queue Percentiles
Site: Main St._Market St._PM

Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Locust Street
1 0.006 0.0 0.0 0.0 0.0 0.0 0.0 0.0 -------------------------------------------------------------- East: Main Street
1 0.302 0.7 1.0 1.4 1.6 1.8 2.0 2.2 -------------------------------------------------------------- NorthEast: Market Street
1 0.033 0.1 0.1 0.1 0.1 0.2 0.2 0.2 -------------------------------------------------------------- SouthWest: Market Street
1 0.389 1.2 1.5 2.2 2.5 2.9 3.3 3.5 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Locust Street
1 0.006 0.3 0.4 0.6 0.7 0.8 0.9 0.9 -------------------------------------------------------------- East: Main Street
1 0.302 18.8 24.4 34.3 39.7 46.7 51.9 55.8 -------------------------------------------------------------- NorthEast: Market Street
1 0.033 1.7 2.2 3.1 3.6 4.2 4.7 5.0 -------------------------------------------------------------- SouthWest: Market Street
1 0.389 30.0 38.9 54.8 63.4 74.6 82.8 89.0 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

Lane Stops
Site: Main St._Market St._PM

Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart ----------------------------------------------------------------------------------------------------- South: Locust Street
1 0.006 NA NA 0.32 0.00 0.20 0.52 2.8 0.00 0.0 0.54 0.54 ----------------------------------------------------------------------------------------------------- P
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F
low Rates
Go to Table Links (Top)

East: Main Street
1 0.302 NA NA 0.03 0.00 0.19 0.22 89.0 0.00 0.0 0.12 0.12 ----------------------------------------------------------------------------------------------------- NorthEast: Market Street
1 0.033 NA NA 0.33 0.00 0.13 0.46 14.4 0.00 0.0 0.50 0.50 ----------------------------------------------------------------------------------------------------- SouthWest: Market Street
1 0.389 NA NA 0.01 0.00 0.27 0.27 141.2 0.00 0.0 0.05 0.05 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued O
rigin-Destination Flow Rates (Total)
Site: Main St._Market St._PM

Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
Flow Rate 1.1 4.3 5.4
%HV (all designations) 2.0 2.0 2.0
---------------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
Flow Rate 1.1 394.6 395.7
%HV (all designations) 2.0 2.0 2.0
----------------------------------------------------------- From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT Flow Rate 1.1 1.1 29.3 31.5 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT Flow Rate 17.4 496.7 3.3 517.4 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

Origin-Destination Flow Rates by Movement Class
Site: Main St._Market St._PM

Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
-------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 1.1 4.3 5.3
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
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------------------------------------------
Flow Rate 1.1 386.7 387.7
Mov Class % 98.0 98.0 98.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 1.1 1.1 28.8 30.9
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 17.0 486.8 3.2 507.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-------------------------------------------
Flow Rate 0.0 0.1 0.1
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
-------------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-------------------------------------------
Flow Rate 0.0 7.9 7.9
Mov Class % 2.0 2.0 2.0
Flow Scale 1.00 1.00 -
Peak Flow Factor 0.92 0.92 -
Residual Demand 0.0 0.0 0.0
---------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
---------------------------------------------------
Flow Rate 0.0 0.0 0.6 0.6
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
---------------------------------------------------
Flow Rate 0.3 9.9 0.1 10.3
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

L
ane Flow Rates
Site: Main St._Market St._PM

Site ID: 101
Roundabout
P
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ATTACHMENT B

LANE FLOW RATES AT STOP LINE (veh/h)
-----------------------------------------
From SOUTH To: W E
Turn: L2 R2 TOT
-----------------------------------------
Lane 1
LV 1.1 4.3 5.3
HV 0.0 0.1 0.1
Total 1.1 4.3 5.4
-----------------------------------------
Approach 1.1 4.3 5.4
-----------------------------------------
From EAST To: S W
Turn: L2 T1 TOT
-----------------------------------------
Lane 1
LV 1.1 386.7 387.7
HV 0.0 7.9 7.9
Total 1.1 394.6 395.7
-----------------------------------------
Approach 1.1 394.6 395.7
-------------------------------------------------
From NORTHEAST To: E S W
Turn: L3 L1 R1 TOT
-------------------------------------------------
Lane 1
LV 1.1 1.1 28.8 30.9
HV 0.0 0.0 0.6 0.6
Total 1.1 1.1 29.3 31.5
-------------------------------------------------
Approach 1.1 1.1 29.3 31.5
-------------------------------------------------
From SOUTHWEST To: W E S
Turn: L3 R1 R3 TOT
-------------------------------------------------
Lane 1
LV 17.0 486.8 3.2 507.0
HV 0.3 9.9 0.1 10.3
Total 17.4 496.7 3.3 517.4
-------------------------------------------------
Approach 17.4 496.7 3.3 517.4
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 5.3 0.1 5.4
Total 5.3 0.1 5.4
-----------------------------------------
Exit: EAST
Lane: 1 492.1 10.0 502.2
Total 492.1 10.0 502.2
-----------------------------------------
Exit: WEST
Lane: 1 433.5 8.8 442.4
Total 433.5 8.8 442.4
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 5.3 0.1 5.4
Total 5.3 0.1 5.4
-----------------------------------------
Exit: EAST
Lane: 1 492.1 10.0 502.2
Total 492.1 10.0 502.2
-----------------------------------------
Exit: WEST
Lane: 1 433.5 8.8 442.4
Total 433.5 8.8 442.4
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O
ther
Go to Table Links (Top)
G
o to Table Links (Top)
-
----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

P
arameter Settings Summary
Site: Main St._Market St._PM

Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Market St._PM

Site ID: 101
Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 0.6% Number of Iterations: 3 (Maximum: 10)
Other Diagnostic Messages (if any):

Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

S
IDRA INTERSECTION 8.0 | Copyright © 2
000-2
019 Akcelik and Associates Pty Ltd |
sidrasolutions.com
O
rganisation: TJKM TRANSPORTATION
CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:13 AM
P
roject: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8 P
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ATTACHMENT B
M

OVEMENT SUMMARY
S
ite: 101 [Main St._Market St._PM]
N
ew Site
Site Category: (None)
Roundabout
M
ovement Performance - Vehicles
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
L
evel of
S
ervice
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total H
V V
ehicles Distance
veh/h % v
/c s
ec v
eh ft mph
South: Locust Street
3 L2 1 2.0 0.006 9.6 LOS A 0.0 0.8 0.54 0.52 0.54 19.3
18 R2 4 2.0 0.006 5.0 LOS A 0.0 0.8 0.54 0.52 0.54 21.9 A
pproach 5 2
.0 0
.006 5
.9 L
OS A 0
.0 0
.8 0
.54 0
.52 0
.54 2

1.3 East: Main Street
1 L2 1 2.0 0.302 7.2 LOS A 1.8 46.7 0.12 0.22 0.12 24.3 6 T1 395 2.0 0.302 1.8 LOS A 1.8 46.7 0.12 0.22 0.12 29.9 A
pproach 3
96 2
.0 0
.302 1
.8 L
OS A 1
.8 4

6.7 0
.12 0
.22 0
.12 2

9.9 NorthEast: Market Street
1bx L3 1 2.0 0.033 10.0 LOS B 0.2 4.2 0.50 0.46 0.50 27.9 1ax L1 1 2.0 0.033 8.2 LOS A 0.2 4.2 0.50 0.46 0.50 21.3 16ax R1 29 2.0 0.033 3.6 LOS A 0.2 4.2 0.50 0.46 0.50 25.7 A
pproach 3
2 2
.0 0
.033 4
.0 L
OS A 0
.2 4
.2 0
.50 0
.46 0
.50 2

5.6 SouthWest: Market Street
5bx L3 17 2.0 0.389 8.0 LOS A 2.9 74.6 0.05 0.27 0.05 23.1 12ax R1 497 2.0 0.389 1.9 LOS A 2.9 74.6 0.05 0.27 0.05 28.8 12bx R3 3 2.0 0.389 2.6 LOS A 2.9 74.6 0.05 0.27 0.05 25.1 A
pproach 5
17 2
.0 0
.389 2
.1 L
OS A 2
.9 7

4.6 0
.05 0
.27 0
.05 2

8.6 All Vehicles 950 2.0 0.389 2.0 LOS A 2.9 74.6 0.10 0.26 0.10 29.0 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per move ment.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

S
IDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:13 AM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8

ATTACHMENT B
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ETAILED OUTPUT

Site: 101 [Main St._Filbert St._AM]
N
ew Site
Site Category: (None)
Roundabout
O

UTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
R
oundabout Basic Parameters
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width ft ft ft ft deg ft ft % ------------------------------------------------------------------------------------------- South: Filbert Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 450 NA 0.0N ------------------------------------------------------------------------------------------- East: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 400 NA 0.0N ------------------------------------------------------------------------------------------- North: Filbert Street

30.0 15.0 100.0U 100.0 30.0 2 1 13.00 60 NA 0.0N ------------------------------------------------------------------------------------------- West: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 630 NA 0.0N ------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

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R
oundabout Circulating / Exiting Stream Parameters
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec --------------------------------------------------------------------------------------------------- South: Filbert Street
W L2 1 Dominant 562 1.02 573 0.0 0.0 N 0.948 17.0 2.00 0.507 N T1 1 Dominant 562 1.02 573 0.0 0.0 N 0.948 17.0 2.00 0.507 E R2 1 Dominant 562 1.02 573 0.0 0.0 N 0.948 17.0 2.00 0.507 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 126 1.02 129 0.0 0.0 N 0.988 16.9 2.00 0.145 W T1 1 Dominant 126 1.02 129 0.0 0.0 N 0.988 16.9 2.00 0.145 N R2 1 Dominant 126 1.02 129 0.0 0.0 N 0.988 16.9 2.00 0.145 --------------------------------------------------------------------------------------------------- North: Filbert Street
E L2 1 Dominant 408 1.02 416 0.0 0.0 N 0.945 21.1 2.00 0.398 S T1 1 Dominant 408 1.02 416 0.0 0.0 N 0.945 21.1 2.00 0.398 W R2 1 Dominant 408 1.02 416 0.0 0.0 N 0.945 21.1 2.00 0.398 --------------------------------------------------------------------------------------------------- West: Main Street
N L2 1 Dominant 297 1.02 303 0.0 0.0 N 0.951 14.4 2.00 0.308 E T1 1 Dominant 297 1.02 303 0.0 0.0 N 0.951 14.4 2.00 0.308 S R2 1 Dominant 297 1.02 303 0.0 0.0 N 0.951 14.4 2.00 0.308 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway sec sec ft sec ------------------------------------------------------------------------------------------ South: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.507 N 1.02 4.59 114.3 2.57 N T1 1 Dominant 2.00 0.507 N 1.02 4.59 114.3 2.57 E R2 1 Dominant 2.00 0.507 N 1.02 4.59 114.3 2.57 ------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.145 N 1.02 5.27 131.1 2.74 W T1 1 Dominant 2.00 0.145 N 1.02 5.27 131.1 2.74 N R2 1 Dominant 2.00 0.145 N 1.02 5.27 131.1 2.74 ------------------------------------------------------------------------------------------ North: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L2 1 Dominant 2.00 0.398 Y 1.02 4.65 144.0 3.00 S T1 1 Dominant 2.00 0.398 Y 1.02 4.65 144.0 3.00 W R2 1 Dominant 2.00 0.398 Y 1.02 4.65 144.0 3.00 ------------------------------------------------------------------------------------------ West: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
N L2 1 Dominant 2.00 0.308 N 1.02 4.99 105.3 2.67 E T1 1 Dominant 2.00 0.308 N 1.02 4.99 105.3 2.67 S R2 1 Dominant 2.00 0.308 N 1.02 4.99 105.3 2.67 ------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway P
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is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream
R
oundabout Flow Rates
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Filbert Street
1 562 573 100.0%
Total 562 573
---------------------------------------
East: Main Street
1 126 129 100.0%
Total 126 129
---------------------------------------
North: Filbert Street
1 0 0 0.0%
2 408 416 100.0%
Total 408 416
---------------------------------------
West: Main Street
1 297 303 100.0%
Total 297 303
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Filbert Street
1 5 67 72
Total 5 67 72
--------------------------------------
East: Main Street
1 272 394 666
Total 272 394 666
--------------------------------------
North: Filbert Street
1 59 291 350
Total 59 291 350
--------------------------------------
West: Main Street
1 4 299 303
Total 4 299 303
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor P
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ovements
ped/h ped/h veh/h pcu/h --------------------------------------------------------------------------------------- South: Filbert Street
1 L2 2 2 1.00 562 573 1.000 1 T1 2 2 1.00 562 573 1.000 1 R2 2 2 1.00 562 573 1.000 --------------------------------------------------------------------------------------- East: Main Street
1 L2 1 1 1.00 126 129 1.000 1 T1 1 1 1.00 126 129 1.000 1 R2 1 1 1.00 126 129 1.000 --------------------------------------------------------------------------------------- North: Filbert Street
1 L2 2 2 1.00 408 416 1.000 1 T1 2 2 1.00 408 416 1.000 1 R2 2 2 1.00 408 416 1.000 --------------------------------------------------------------------------------------- West: Main Street
1 L2 1 1 1.00 297 303 1.000 1 T1 1 1 1.00 297 303 1.000 1 R2 1 1 1.00 297 303 1.000 ---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane ----------------------------------------------------------------------------------------------------- South: Filbert Street
2 2 1.00 16.00 3.72 2.23 1610 38 38 ----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 508 508 ----------------------------------------------------------------------------------------------------- North: Filbert Street
3 3 1.00 16.00 3.72 2.23 1609 385 385 ----------------------------------------------------------------------------------------------------- West: Main Street
1 1 1.00 16.00 3.72 2.23 1611 461 461 ----------------------------------------------------------------------------------------------------- I
ntersection Negotiation and Travel Data
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Filbert Street
West L2 23.9 23.6 1183.3# 34.2# 2.9 2.9 0.1 North T1 15.2 15.0 613.3# 27.9# 6.2 6.2 0.4 East R2 21.5 21.2 953.3# 30.7# 1.0 1.0 0.0 ------------------------------------------------------------------------------------------------ East: Main Street
South L2 27.2 27.2 923.0# 23.1# 1.0 1.0 0.0 West T1 28.1 28.1 1103.0# 26.7# 81.3 81.3 2.9 North R2 20.3 20.3 533.0# 17.9# 27.4 27.4 1.4 ------------------------------------------------------------------------------------------------ North: Filbert Street
East L2 22.4 20.8 595.2# 19.5# 29.7 29.7 1.4 South T1 21.6 20.2 645.2# 21.8# 3.5 3.5 0.2 West R2 20.7 19.7 825.2# 28.6# 9.2 9.2 0.5 ------------------------------------------------------------------------------------------------ West: Main Street
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North L2 21.1 21.0 797.8# 25.9# 9.0 9.0 0.4 East T1 25.7 25.6 1137.8# 30.3# 51.5 51.5 2.0 South R2 24.5 24.4 1187.8# 33.2# 1.0 1.0 0.0 ------------------------------------------------------------------------------------------------ ALL VEHICLES: 23.8 23.8 848.5# 24.3# 223.6 223.6 9.4 ------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
------------------------------------------------------------------------ Negn Negn Negn App Exit Downstr
From To Radius Speed Dist Dist Dist Dist Approach Exit Turn ft mph ft ft ft ft ------------------------------------------------------------------------ South: Filbert Street
West L2 41.0 13.6 161.0 450 192 NA North T1 135.4 21.5 95.8 450 18 NA East R2 81.7 17.7 38.6 450 122 NA ------------------------------------------------------------------------ East: Main Street
South L2 41.0 13.6 161.0 400 137 NA West T1 135.4 21.5 95.8 400 192 NA North R2 81.7 17.7 38.6 400 18 NA ------------------------------------------------------------------------ North: Filbert Street
East L2 41.0 13.6 161.0 60 122 NA South T1 135.4 21.5 95.8 60 137 NA West R2 81.7 17.7 38.6 60 192 NA ------------------------------------------------------------------------ West: Main Street
North L2 41.0 13.6 161.0 630 18 NA East T1 135.4 21.5 95.8 630 122 NA South R2 81.7 17.7 38.6 630 137 NA ------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Filbert Street
3 L2 25.0 13.6 13.6 25.0 21.3 5.5
8 T1 25.0 21.5 21.5 25.0 21.3 1.0
18 R2 25.0 17.7 17.7 25.0 21.3 1.6
--------------------------------------------------------- East: Main Street
1 L2 35.0 13.6 13.6 35.0 32.0 8.2
6 T1 35.0 21.5 21.5 35.0 32.0 3.3
16 R2 35.0 17.7 17.7 35.0 32.0 3.4
--------------------------------------------------------- North: Filbert Street
7 L2 25.0 13.6 13.6 25.0 22.1 4.4
4 T1 25.0 21.5 21.5 25.0 22.1 0.7
14 R2 25.0 17.7 17.7 25.0 22.1 0.9
--------------------------------------------------------- West: Main Street
5 L2 30.0 13.6 13.6 30.0 26.1 7.0
2 T1 30.0 21.5 21.5 30.0 26.1 2.2
12 R2 30.0 17.7 17.7 30.0 26.1 2.6
--------------------------------------------------------- P
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ovement Capacity and Performance Parameters
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Filbert Street
3 L2 # 13 562 573 141 0.85 821 0.092 8 T1 # 53 562 573 577 0.85 821 0.092 18 R2 # 5 562 573 59 0.85 821 0.092 ---------------------------------------------------------------- East: Main Street
1 L2 # 5 126 129 9 0.85 45 0.588* 6 T1 # 389 126 129 662 0.85 45 0.588* 16 R2 # 272 126 129 462 0.85 45 0.588* ---------------------------------------------------------------- North: Filbert Street
7 L2 # 263 408 416 590 0.85 91 0.446 4 T1 # 28 408 416 63 0.85 91 0.446 14 R2 # 59 408 416 132 0.85 91 0.446 ---------------------------------------------------------------- West: Main Street
5 L2 # 60 297 303 188 0.85 167 0.318 2 T1 # 239 297 303 751 0.85 167 0.318 12 R2 # 4 297 303 14 0.85 167 0.318 ---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Filbert Street
3 L2 0.03 0.04 9.0 0.59 7.7 0.60 2.9 0.1 23.6 8 T1 0.07 0.08 4.5 0.59 31.6 0.90 6.2 0.4 15.0 18 R2 0.01 0.01 5.1 0.59 3.2 0.47 1.0 0.0 21.2 --------------------------------------------------------------------------------- East: Main Street
1 L2 0.01 0.02 9.6 0.52 2.8 4.35 1.0 0.0 27.2 6 T1 0.51 0.61 4.7 0.52 202.2 8.24 81.3 2.9 28.1 16 R2 0.36 0.44 4.8 0.52 141.2 6.22 27.4 1.4 20.3 --------------------------------------------------------------------------------- North: Filbert Street
7 L2 0.56 0.67 7.6 0.78 205.0 5.10 29.7 1.4 20.8 4 T1 0.03 0.04 3.9 0.78 22.0 2.50 3.5 0.2 20.2 14 R2 0.07 0.08 4.1 0.78 45.8 2.90 9.2 0.5 19.7 --------------------------------------------------------------------------------- West: Main Street
5 L2 0.15 0.18 9.1 0.59 35.5 2.33 9.0 0.4 21.0 2 T1 0.29 0.34 4.3 0.59 141.8 4.48 51.5 2.0 25.6 12 R2 0.01 0.01 4.7 0.59 2.6 1.74 1.0 0.0 24.4 --------------------------------------------------------------------------------- Fuel Consumption, Emissions and Cost
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
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anes
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Total Total Total Total Total Total $/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Filbert Street
3 L2 1.58 0.1 1.1 0.00 0.000 0.001 8 T1 6.09 0.3 2.9 0.00 0.000 0.003 18 R2 0.64 0.0 0.4 0.00 0.000 0.000 ------------------------------------------------

8.32 0.5 4.4 0.00 0.000 0.005
---------------------------------------------------------------- East: Main Street
1 L2 0.59 0.0 0.4 0.00 0.000 0.001 6 T1 42.89 3.8 33.6 0.03 0.003 0.042 16 R2 28.50 1.9 16.6 0.02 0.002 0.024 ------------------------------------------------

71.98 5.7 50.6 0.05 0.005 0.066
---------------------------------------------------------------- North: Filbert Street
7 L2 30.27 2.2 19.9 0.01 0.002 0.023 4 T1 3.27 0.2 2.2 0.00 0.000 0.003 14 R2 6.92 0.6 5.1 0.00 0.000 0.006 ------------------------------------------------

40.46 3.0 27.2 0.02 0.002 0.031
---------------------------------------------------------------- West: Main Street
5 L2 8.14 0.5 4.2 0.00 0.000 0.005 2 T1 33.42 2.3 20.7 0.02 0.002 0.025 12 R2 0.61 0.0 0.4 0.00 0.000 0.000 ------------------------------------------------

42.17 2.8 25.3 0.02 0.002 0.031
---------------------------------------------------------------- INTERSECTION: 162.93 12.0 107.5 0.09 0.009 0.133 ----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Rate Eff. Rate Rate Rate Rate $/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Filbert Street
3 L2 0.54 24.2 229.8 0.14 0.018 0.232 8 T1 0.98 18.8 294.9 0.21 0.026 0.329 18 R2 0.66 22.5 246.7 0.16 0.020 0.258 ------------------------------------------------

0.82 20.4 271.4 0.18 0.023 0.294
---------------------------------------------------------------- East: Main Street
1 L2 0.62 19.9 278.5 0.27 0.025 0.359 6 T1 0.53 21.6 256.8 0.25 0.023 0.320 16 R2 1.04 14.8 375.7 0.35 0.036 0.534 ------------------------------------------------

0.66 19.4 286.7 0.27 0.026 0.374
---------------------------------------------------------------- North: Filbert Street
7 L2 1.02 13.3 416.8 0.29 0.037 0.483 4 T1 0.95 14.0 396.9 0.28 0.035 0.456 14 R2 0.75 16.1 345.1 0.23 0.030 0.384 ------------------------------------------------

0.96 13.9 399.6 0.28 0.035 0.459
---------------------------------------------------------------- West: Main Street
5 L2 0.90 19.0 292.2 0.24 0.025 0.374 2 T1 0.65 22.2 249.6 0.20 0.020 0.298 12 R2 0.62 22.6 245.4 0.19 0.020 0.291 ------------------------------------------------

0.69 21.7 255.8 0.20 0.021 0.309
---------------------------------------------------------------- INTERSECTION: 0.73 18.6 298.9 0.25 0.026 0.369 ---------------------------------------------------------------- P
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ane Performance and Capacity Information
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length No. veh/h veh/h x sec Rate veh ft ft --------------------------------------------------------------- South: Filbert Street
1 72 777 0.092 5.3 0.59 0.5 12.9 450.0 --------------------------------------------------------------- East: Main Street
1 666 1133 0.588 4.8 0.52 5.3 135.4 400.0 --------------------------------------------------------------- North: Filbert Street
1 350 785 0.446 6.7 0.78 2.8 69.9 60.0 --------------------------------------------------------------- West: Main Street
1 303 952 0.318 5.3 0.59 2.1 53.2 630.0 ---------------------------------------------------------------

LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Filbert Street
1 72 72 777 0.092 100
-----------------------------------------
East: Main Street
1 666 150 1133 0.588 100
-----------------------------------------
North: Filbert Street
1 350 150 785 0.446 100
-----------------------------------------
West: Main Street
1 303 150 952 0.318 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

Lane, Approach and Intersection Performance
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane No. Flow %HV Basic Sat Delay Queue Length (veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Filbert Street
1 72 2 0.092 5.3 13 450 ----------------------------------------------------
72 2 0.092 5.3 13
------------------------------------------------------------ East: Main Street
1 666 2 0.588 4.8 135 400 ----------------------------------------------------
666 2 0.588 4.8 135
------------------------------------------------------------ North: Filbert Street
1 350 2 0.446 6.7 70 60 P
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-
---------------------------------------------------
350 2 0.446 6.7 70
------------------------------------------------------------ West: Main Street
1 303 2 0.318 5.3 53 630 ----------------------------------------------------
303 2 0.318 5.3 53
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
1391 2 0.588 5.4 135
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

D
river Characteristics
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
-------------------------------------------------------- Average Driver
Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Filbert Street
1 19.8 1401 2.57 74.45 25.40 1.69
-------------------------------------------------------- East: Main Street
1 19.9 1314 2.74 79.84 25.40 1.87
-------------------------------------------------------- North: Filbert Street
1 15.0 1201 3.00 65.76 25.40 1.84
-------------------------------------------------------- West: Main Street
1 19.9 1347 2.67 77.87 25.40 1.80
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane Delays
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic -------------------------------------------------------------------------------------------- South: Filbert Street
1 0.092 NA NA 2.8 3.5 0.0 3.5 3.1 0.4 0.0 0.4 1.9 5.3 -------------------------------------------------------------------------------------------- East: Main Street
1 0.588 NA NA 0.5 1.4 0.0 1.4 2.6 0.0 0.0 0.0 3.4 4.8 -------------------------------------------------------------------------------------------- North: Filbert Street
1 0.446 NA NA 1.8 3.1 0.1 3.2 1.7 1.5 0.1 1.4 3.5 6.7 -------------------------------------------------------------------------------------------- West: Main Street
1 0.318 NA NA 1.3 2.1 0.0 2.1 2.9 0.1 0.0 0.1 3.2 5.3 -------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.

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dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

L
ane Queues
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Filbert Street
1 0.092 NA NA 0.0 0.2 0.0 0.2 0.5 0.01 0.03 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.588 NA NA 0.0 2.1 0.0 2.1 5.3 0.14 0.34 0.0 NA ---------------------------------------------------------------------------------------- North: Filbert Street
1 0.446 NA NA 0.0 1.1 0.0 1.1 2.8 0.47 1.16 9.7 NA ---------------------------------------------------------------------------------------- West: Main Street
1 0.318 NA NA 0.0 0.8 0.0 0.8 2.1 0.03 0.08 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Filbert Street
1 0.092 NA NA 0.0 5.2 0.0 5.2 12.9 0.01 0.03 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.588 NA NA 0.0 54.5 0.0 54.5 135.4 0.14 0.34 0.0 NA ---------------------------------------------------------------------------------------- North: Filbert Street
1 0.446 NA NA 0.5 27.5 0.6 28.1 69.9 0.47 1.16 9.7 NA ---------------------------------------------------------------------------------------- West: Main Street
1 0.318 NA NA 0.0 21.4 0.0 21.4 53.2 0.03 0.08 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
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South: Filbert Street
1 0.092 NA NA 0.0 0.1 0.1
-------------------------------------------------
East: Main Street
1 0.588 NA NA 0.0 0.3 0.5
-------------------------------------------------
North: Filbert Street
1 0.446 NA NA 0.0 0.3 0.6
-------------------------------------------------
West: Main Street
1 0.318 NA NA 0.0 0.2 0.3
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Filbert Street
1 0.092 NA NA 0.0 1.7 3.2
-------------------------------------------------
East: Main Street
1 0.588 NA NA 0.0 6.5 11.9
-------------------------------------------------
North: Filbert Street
1 0.446 NA NA 0.5 8.0 14.5
-------------------------------------------------
West: Main Street
1 0.318 NA NA 0.0 4.5 8.1
-------------------------------------------------
L
ane Queue Percentiles
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Filbert Street
1 0.092 0.2 0.3 0.4 0.4 0.5 0.6 0.6 -------------------------------------------------------------- East: Main Street
1 0.588 2.1 2.8 3.9 4.5 5.3 5.9 6.4 -------------------------------------------------------------- North: Filbert Street
1 0.446 1.1 1.4 2.0 2.3 2.8 3.1 3.3 -------------------------------------------------------------- West: Main Street
1 0.318 0.8 1.1 1.5 1.8 2.1 2.3 2.5 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Filbert Street
1 0.092 5.2 6.7 9.5 11.0 12.9 14.3 15.4 -------------------------------------------------------------- East: Main Street
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F
low Rates
1 0.588 54.5 70.6 99.5 115.2 135.4 150.3 161.6 -------------------------------------------------------------- North: Filbert Street
1 0.446 28.1 36.4 51.3 59.4 69.9 77.6 83.4 -------------------------------------------------------------- West: Main Street
1 0.318 21.4 27.7 39.0 45.2 53.2 59.0 63.4 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

L
ane Stops
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart ----------------------------------------------------------------------------------------------------- South: Filbert Street
1 0.092 NA NA 0.50 0.00 0.10 0.59 42.5 0.00 0.0 0.63 0.63 ----------------------------------------------------------------------------------------------------- East: Main Street
1 0.588 NA NA 0.33 0.00 0.19 0.52 346.2 0.00 0.0 0.53 0.53 ----------------------------------------------------------------------------------------------------- North: Filbert Street
1 0.446 NA NA 0.59 0.01 0.18 0.78 272.8 0.02 5.3 0.66 0.67 ----------------------------------------------------------------------------------------------------- West: Main Street
1 0.318 NA NA 0.44 0.00 0.15 0.59 179.8 0.00 0.0 0.59 0.59 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued Origin-Destination Flow Rates (Total)
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
----------------------------------------------------------- From SOUTH To: W N E
Turn: L2 T1 R2 TOT Flow Rate 13.0 53.3 5.4 71.7 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From EAST To: S W N
Turn: L2 T1 R2 TOT Flow Rate 5.4 389.1 271.7 666.3 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From NORTH To: E S W
Turn: L2 T1 R2 TOT Flow Rate 263.0 28.3 58.7 350.0 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From WEST To: N E S
Turn: L2 T1 R2 TOT Flow Rate 59.8 239.1 4.3 303.3 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

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Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

O
rigin-Destination Flow Rates by Movement Class
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 12.8 52.2 5.3 70.3
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 5.3 381.3 266.3 653.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 257.8 27.7 57.5 343.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 58.6 234.3 4.3 297.2
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.3 1.1 0.1 1.4
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.1 7.8 5.4 13.3
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 5.3 0.6 1.2 7.0
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Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 1.2 4.8 0.1 6.1
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

L
ane Flow Rates
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
LANE FLOW RATES AT STOP LINE (veh/h)
-------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 12.8 52.2 5.3 70.3
HV 0.3 1.1 0.1 1.4
Total 13.0 53.3 5.4 71.7
-------------------------------------------------
Approach 13.0 53.3 5.4 71.7
-------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 5.3 381.3 266.3 653.0
HV 0.1 7.8 5.4 13.3
Total 5.4 389.1 271.7 666.3
-------------------------------------------------
Approach 5.4 389.1 271.7 666.3
-------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 257.8 27.7 57.5 343.0
HV 5.3 0.6 1.2 7.0
Total 263.0 28.3 58.7 350.0
-------------------------------------------------
Approach 263.0 28.3 58.7 350.0
-------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 58.6 234.3 4.3 297.2
HV 1.2 4.8 0.1 6.1
Total 59.8 239.1 4.3 303.3
-------------------------------------------------
Approach 59.8 239.1 4.3 303.3
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
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ATTACHMENT B
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O
ther
Go to Table Links (Top)
-
----------------------------------------
Exit: SOUTH
Lane: 1 37.3 0.8 38.0
Total 37.3 0.8 38.0
-----------------------------------------
Exit: EAST
Lane: 1 497.5 10.2 507.6
Total 497.5 10.2 507.6
-----------------------------------------
Exit: NORTH
Lane: 1 377.1 7.7 384.8
Total 377.1 7.7 384.8
-----------------------------------------
Exit: WEST
Lane: 1 451.7 9.2 460.9
Total 451.7 9.2 460.9
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 37.3 0.8 38.0
Total 37.3 0.8 38.0
-----------------------------------------
Exit: EAST
Lane: 1 497.5 10.2 507.6
Total 497.5 10.2 507.6
-----------------------------------------
Exit: NORTH
Lane: 1 377.1 7.7 384.8
Total 377.1 7.7 384.8
-----------------------------------------
Exit: WEST
Lane: 1 451.7 9.2 460.9
Total 451.7 9.2 460.9
-----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

P
arameter Settings Summary
Site: Main St._Filbert St._AM

Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Filbert St._AM

Site ID: 101
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Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 1.6% Number of Iterations: 5 (Maximum: 10)
Largest change in Lane Degrees of Saturation for the last three Flow-Capacity Iterations:

2.6% 1.5% 0.8%
Other Diagnostic Messages (if any):

Geometric delay is less than 2 seconds for some movements. The negotiation speed may be too high or the approach and exit speeds may be too low for given geometric design (e.g. for a large roundabout).

Check Detailed Output for geometric delay data including negotiation speeds.

If necessary, specify appropriate values of approach and exit speeds, negotiation radius or negotiation speed data in the Path Data dialog.

S
IDRA INTERSECTION 8.0 | Copyright © 2
000-2
019 Akcelik and Associates Pty Ltd |
sidrasolutions.com
O
rganisation: TJKM TRANSPORTATION
CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:12 AM
P
roject:

J:\JURISDICTION\S\Stockton\011-1
01 Main St Complete
Streets\Analysis\Sidra\Project_v2.sip8
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ATTACHMENT B
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OVEMENT SUMMARY
S
ite: 101 [Main St._Filbert St._AM]
N
ew Site
Site Category: (None)
Roundabout
M
ovement Performance - Vehicles
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
L
evel of
S
ervice
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total H
V V
ehicles Distance
veh/h % v
/c s
ec v
eh ft mph
South: Filbert Street
3 L2 13 2.0 0.092 9.0 LOS A 0.5 12.9 0.63 0.59 0.63 23.6 8 T1 53 2.0 0.092 4.5 LOS A 0.5 12.9 0.63 0.59 0.63 15.0 18 R2 5 2.0 0.092 5.1 LOS A 0.5 12.9 0.63 0.59 0.63 21.2 A
pproach 7
2 2
.0 0
.092 5
.3 L
OS A 0
.5 1

2.9 0
.63 0
.59 0
.63 1

7.3 East: Main Street
1 L2 5 2.0 0.588 9.6 LOS A 5.3 135.4 0.53 0.52 0.53 27.2 6 T1 389 2.0 0.588 4.7 LOS A 5.3 135.4 0.53 0.52 0.53 28.1 16 R2 272 2.0 0.588 4.8 LOS A 5.3 135.4 0.53 0.52 0.53 20.3 A
pproach 6
66 2
.0 0
.588 4
.8 L
OS A 5
.3 1

35.4 0
.53 0
.52 0
.53 2

5.6 North: Filbert Street
7 L2 263 2.0 0.446 7.6 LOS A 2.8 69.9 0.66 0.78 0.67 20.8 4 T1 28 2.0 0.446 3.9 LOS A 2.8 69.9 0.66 0.78 0.67 20.2 14 R2 59 2.0 0.446 4.1 LOS A 2.8 69.9 0.66 0.78 0.67 19.7 A
pproach 3
50 2
.0 0
.446 6
.7 L
OS A 2
.8 6

9.9 0
.66 0
.78 0
.67 2

0.5 West: Main Street
5 L2 60 2.0 0.318 9.1 LOS A 2.1 53.2 0.59 0.59 0.59 21.0 2 T1 239 2.0 0.318 4.3 LOS A 2.1 53.2 0.59 0.59 0.59 25.6 12 R2 4 2.0 0.318 4.7 LOS A 2.1 53.2 0.59 0.59 0.59 24.4 A
pproach 3
03 2
.0 0
.318 5
.3 L
OS A 2
.1 5

3.2 0
.59 0
.59 0
.59 2

4.8 All Vehicles 1391 2.0 0.588 5.4 LOS A 5.3 135.4 0.58 0.60 0.59 23.8 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per move ment.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

S
IDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:12 AM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8

ATTACHMENT B
D

ETAILED OUTPUT

Site: 101 [Main St._Filbert St._PM]
N
ew Site
Site Category: (None)
Roundabout
O

UTPUT TABLE LINKS
Roundabouts
Roundabout Basic Parameters
Roundabout Circulating / Exiting Stream Parameters
Roundabout Gap Acceptance Parameters
Roundabout Flow Rates
Roundabout Pedestrian Effects
Movements
Intersection Negotiation and Travel Data
Movement Capacity and Performance Parameters
Fuel Consumption, Emissions and Cost
Lanes
Lane Performance and Capacity Information
Lane, Approach and Intersection Performance
Driver Characteristics
Lane Delays
Lane Queues
Lane Queue Percentiles
Lane Stops
Flow Rates
Origin-Destination Flow Rates (Total)
Origin-Destination Flow Rates by Movement Class
Lane Flow Rates
Other
Parameter Settings Summary
Diagnostics
Roundabouts
R
oundabout Basic Parameters
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------- Central Circ Insc Entry Entry Circ Entry Av.Entry App Prop Queued Extra Island Width Diam. Radius Angle Lanes Lanes Lane Dist Upstr Signal Bunching Diam Width ft ft ft ft deg ft ft % ------------------------------------------------------------------------------------------- South: Filbert Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 450 NA 0.0N ------------------------------------------------------------------------------------------- East: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 400 NA 0.0N ------------------------------------------------------------------------------------------- North: Filbert Street

30.0 15.0 100.0U 100.0 30.0 2 1 13.00 60 NA 0.0N ------------------------------------------------------------------------------------------- West: Main Street

30.0 15.0 100.0U 100.0 30.0 1 1 13.00 630 NA 0.0N ------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
U Inscribed diameter value was specified by the user.

NA Not Applicable (single Site analysis or unconnected Site in Network analysis).

N Program option resulted in zero value (single Site analysis or unconnected Site in Network analysis).

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R
oundabout Circulating / Exiting Stream Parameters
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
--------------------------------------------------------------------------------------------------- Dest Turn Lane Lane Opng HVE Adj. %Near %Exit Cap. O-D Aver In-Bunch Prop.

No. Type Flow pcu/ Flow Lane Flow Const. Factor Speed Headway Bunched veh/h veh pcu/h Only Incl. Effect mph sec --------------------------------------------------------------------------------------------------- South: Filbert Street
W L2 1 Dominant 889 1.02 907 0.0 0.0 N 0.849 17.2 2.00 0.691 N T1 1 Dominant 889 1.02 907 0.0 0.0 N 0.849 17.2 2.00 0.691 E R2 1 Dominant 889 1.02 907 0.0 0.0 N 0.849 17.2 2.00 0.691 --------------------------------------------------------------------------------------------------- East: Main Street
S L2 1 Dominant 132 1.02 134 0.0 0.0 N 0.983 16.8 2.00 0.151 W T1 1 Dominant 132 1.02 134 0.0 0.0 N 0.983 16.8 2.00 0.151 N R2 1 Dominant 132 1.02 134 0.0 0.0 N 0.983 16.8 2.00 0.151 --------------------------------------------------------------------------------------------------- North: Filbert Street
E L2 1 Dominant 351 1.02 358 0.0 0.0 N 0.956 21.0 2.00 0.353 S T1 1 Dominant 351 1.02 358 0.0 0.0 N 0.956 21.0 2.00 0.353 W R2 1 Dominant 351 1.02 358 0.0 0.0 N 0.956 21.0 2.00 0.353 --------------------------------------------------------------------------------------------------- West: Main Street
N L2 1 Dominant 464 1.02 473 0.0 0.0 N 0.904 14.3 2.00 0.440 E T1 1 Dominant 464 1.02 473 0.0 0.0 N 0.904 14.3 2.00 0.440 S R2 1 Dominant 464 1.02 473 0.0 0.0 N 0.904 14.3 2.00 0.440 --------------------------------------------------------------------------------------------------- Roundabout Capacity Model: SIDRA Standard
Roundabout Gap Acceptance Parameters
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
------------------------------------------------------------------------------------------ Dest Turn Lane Lane Critical Gap No. Type In-Bunch Prop. Priority HVE for -------------- Follow-up Headway Bunched Sharing Entry Headway Dist Headway sec sec ft sec ------------------------------------------------------------------------------------------ South: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
W L2 1 Dominant 2.00 0.691 Y 1.02 4.18 105.4 2.44 N T1 1 Dominant 2.00 0.691 Y 1.02 4.18 105.4 2.44 E R2 1 Dominant 2.00 0.691 Y 1.02 4.18 105.4 2.44 ------------------------------------------------------------------------------------------ East: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
S L2 1 Dominant 2.00 0.151 N 1.02 5.26 129.8 2.74 W T1 1 Dominant 2.00 0.151 N 1.02 5.26 129.8 2.74 N R2 1 Dominant 2.00 0.151 N 1.02 5.26 129.8 2.74 ------------------------------------------------------------------------------------------ North: Filbert Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
E L2 1 Dominant 2.00 0.353 Y 1.02 4.74 146.0 3.02 S T1 1 Dominant 2.00 0.353 Y 1.02 4.74 146.0 3.02 W R2 1 Dominant 2.00 0.353 Y 1.02 4.74 146.0 3.02 ------------------------------------------------------------------------------------------ West: Main Street
Environment Factor: 1.05
Entry/Circ. Flow Adjustment: None
N L2 1 Dominant 2.00 0.440 N 1.02 4.73 99.1 2.61 E T1 1 Dominant 2.00 0.440 N 1.02 4.73 99.1 2.61 S R2 1 Dominant 2.00 0.440 N 1.02 4.73 99.1 2.61 ------------------------------------------------------------------------------------------ Roundabout Capacity Model: SIDRA Standard
Priority sharing means Follow-up Headway plus Intra-bunch Headway P
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ATTACHMENT B
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o to Table Links (Top)

is larger than the Critical Gap.

Dist (Distance): Spacing, i.e. distance between the front ends of two successive vehicles across all lanes in the circulating or exiting stream
R
oundabout Flow Rates
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

CIRCULATING LANE FLOW RATES
---------------------------------------
Lane Circulating Flow Rate
No. veh/h pcu/h Percent
---------------------------------------
South: Filbert Street
1 889 907 100.0%
Total 889 907
---------------------------------------
East: Main Street
1 132 134 100.0%
Total 132 134
---------------------------------------
North: Filbert Street
1 0 0 0.0%
2 351 358 100.0%
Total 351 358
---------------------------------------
West: Main Street
1 464 473 100.0%
Total 464 473
---------------------------------------
The SIDRA Standard roundabout capacity model option is in use.

This model takes into account the total circulating flow as well as the effect of flow distribution in circulating lanes on the entry capacity results.

APPROACH LANE FLOW RATES
--------------------------------------
Lane Approach Flows (veh/h)
No. Out To Downst Total
--------------------------------------
South: Filbert Street
1 11 72 83
Total 11 72 83
--------------------------------------
East: Main Street
1 258 332 590
Total 258 332 590
--------------------------------------
North: Filbert Street
1 77 462 539
Total 77 462 539
--------------------------------------
West: Main Street
1 17 466 483
Total 17 466 483
--------------------------------------
Roundabout Pedestrian Effects
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

ROUNDABOUT ENTRY
--------------------------------------------------------------------------------------- Lane Turn Pedestrian Opposing Circulating Circulating Adjustment Flow Rate Adj.Flow Rate Ped.Factor Flow Rate Flow Rate Factor P
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M
ovements
ped/h ped/h veh/h pcu/h --------------------------------------------------------------------------------------- South: Filbert Street
1 L2 8 8 1.00 889 907 1.000 1 T1 8 8 1.00 889 907 1.000 1 R2 8 8 1.00 889 907 1.000 --------------------------------------------------------------------------------------- East: Main Street
1 L2 1 1 1.00 132 134 1.000 1 T1 1 1 1.00 132 134 1.000 1 R2 1 1 1.00 132 134 1.000 --------------------------------------------------------------------------------------- North: Filbert Street
1 L2 4 4 1.00 351 358 0.999 1 T1 4 4 1.00 351 358 0.999 1 R2 4 4 1.00 351 358 0.999 --------------------------------------------------------------------------------------- West: Main Street
1 L2 5 5 1.00 464 473 0.999 1 T1 5 5 1.00 464 473 0.999 1 R2 5 5 1.00 464 473 0.999 ---------------------------------------------------------------------------------------

ROUNDABOUT EXIT
----------------------------------------------------------------------------------------------------- Pedestrian Opposing Conflict Critical Follow-up Exit Lane Exit Flow Flow Rate Adj.Flow Rate Ped.Factor Zone Length Gap Headway Capacity Total Average ped/h ped/h ft sec sec veh/h veh/h veh/h/lane ----------------------------------------------------------------------------------------------------- South: Filbert Street
9 9 1.00 16.00 3.72 2.23 1602 58 58 ----------------------------------------------------------------------------------------------------- East: Main Street
1 1 1.00 16.00 3.72 2.23 1611 840 840 ----------------------------------------------------------------------------------------------------- North: Filbert Street
5 5 1.00 16.00 3.72 2.23 1606 371 371 ----------------------------------------------------------------------------------------------------- West: Main Street
7 7 1.00 16.00 3.72 2.23 1605 426 426 ----------------------------------------------------------------------------------------------------- I
ntersection Negotiation and Travel Data
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

TRAVEL SPEED, TRAVEL DISTANCE AND TRAVEL TIME
------------------------------------------------------------------------------------------------ Running Travel Travel Travel Total Travel Distance Tot.Trav.

From To Speed Speed Distance Time Dem Flows Arv Flows Time Approach Exit Turn mph mph ft s veh-mi/h veh-mi/h veh-h/h ------------------------------------------------------------------------------------------------ South: Filbert Street
West L2 23.2 21.2 1182.9# 38.1# 4.1 4.1 0.2 North T1 14.7 13.1 612.9# 31.8# 6.2 6.2 0.5 East R2 20.7 18.8 952.9# 34.6# 2.0 2.0 0.1 ------------------------------------------------------------------------------------------------ East: Main Street
South L2 27.4 27.4 921.1# 22.9# 0.4 0.4 0.0 West T1 28.3 28.3 1101.1# 26.5# 68.9 68.9 2.4 North R2 20.4 20.4 531.1# 17.7# 25.9 25.9 1.3 ------------------------------------------------------------------------------------------------ North: Filbert Street
East L2 21.0 18.9 598.9# 21.6# 48.1 48.1 2.5 South T1 20.4 18.5 648.9# 23.9# 4.7 4.7 0.3 West R2 19.8 18.4 828.9# 30.7# 12.1 12.1 0.7 ------------------------------------------------------------------------------------------------ West: Main Street
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ATTACHMENT B

North L2 19.4 19.0 791.8# 28.5# 9.0 9.0 0.5 East T1 23.9 23.4 1131.8# 32.9# 86.9 86.9 3.7 South R2 22.9 22.5 1181.8# 35.8# 3.9 3.9 0.2 ------------------------------------------------------------------------------------------------ ALL VEHICLES: 22.8 22.1 847.9# 26.1# 272.1 272.1 12.3 ------------------------------------------------------------------------------------------------ "Running Speed" is the average speed excluding stopped periods.

Travel Time values include cruise times and intersection delays including acceleration, deceleration and idling delays.
# Travel Distance and Travel Time values include travel on the External Exit section based on the Exit Distance or user-specified Downstream Distance value as applicable.

INTERSECTION NEGOTIATION DATA
------------------------------------------------------------------------ Negn Negn Negn App Exit Downstr
From To Radius Speed Dist Dist Dist Dist Approach Exit Turn ft mph ft ft ft ft ------------------------------------------------------------------------ South: Filbert Street
West L2 41.0 13.6 161.0 450 192 NA North T1 135.4 21.5 95.8 450 18 NA East R2 81.7 17.7 38.6 450 122 NA ------------------------------------------------------------------------ East: Main Street
South L2 41.0 13.6 161.0 400 137 NA West T1 135.4 21.5 95.8 400 192 NA North R2 81.7 17.7 38.6 400 18 NA ------------------------------------------------------------------------ North: Filbert Street
East L2 41.0 13.6 161.0 60 122 NA South T1 135.4 21.5 95.8 60 137 NA West R2 81.7 17.7 38.6 60 192 NA ------------------------------------------------------------------------ West: Main Street
North L2 41.0 13.6 161.0 630 18 NA East T1 135.4 21.5 95.8 630 122 NA South R2 81.7 17.7 38.6 630 137 NA ------------------------------------------------------------------------ Maximum Negotiation (Design) Speed = 30.0 mph
NA Downstream Distance does not apply if:
- Exit is an internal leg of a network
- "Program" option was specified
- Distance specified was less than the Exit Negotiation Distance - Distance specified was greater than the exit leg length

MOVEMENT SPEEDS AND GEOMETRIC DELAY
--------------------------------------------------------- App. Speeds Exit Speeds Queue
------------ ----------- Move-up Geom
Mov Cruise Negn Negn Cruise Speed Delay ID Turn mph mph mph mph mph sec
--------------------------------------------------------- South: Filbert Street
3 L2 25.0 13.6 13.6 25.0 19.0 5.5
8 T1 25.0 21.5 21.5 25.0 19.0 1.0
18 R2 25.0 17.7 17.7 25.0 19.0 1.6
--------------------------------------------------------- East: Main Street
1 L2 35.0 13.6 13.6 35.0 31.9 8.2
6 T1 35.0 21.5 21.5 35.0 31.9 3.3
16 R2 35.0 17.7 17.7 35.0 31.9 3.4
--------------------------------------------------------- North: Filbert Street
7 L2 25.0 13.6 13.6 25.0 23.2 4.4
4 T1 25.0 21.5 21.5 25.0 23.2 0.7
14 R2 25.0 17.7 17.7 25.0 23.2 0.9
--------------------------------------------------------- West: Main Street
5 L2 30.0 13.6 13.6 30.0 22.5 7.0
2 T1 30.0 21.5 21.5 30.0 22.5 2.2
12 R2 30.0 17.7 17.7 30.0 22.5 2.6
--------------------------------------------------------- P
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ATTACHMENT B
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M
ovement Capacity and Performance Parameters
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

MOVEMENT CAPACITY PARAMETERS
---------------------------------------------------------------- Mov Turn Mov Opng Movement Total Prac. Prac. Deg.

ID Cl. Arv Adjust. Cap. Deg. Spare Satn Flow Flow Flow Satn Cap.
veh/h veh/h pcu/h veh/h xp % x
---------------------------------------------------------------- South: Filbert Street
3 L2 # 18 889 907 118 0.85 444 0.156 8 T1 # 53 889 907 341 0.85 444 0.156 18 R2 # 11 889 907 70 0.85 444 0.156 ---------------------------------------------------------------- East: Main Street
1 L2 # 2 132 134 4 0.85 61 0.527 6 T1 # 330 132 134 627 0.85 61 0.527 16 R2 # 258 132 134 489 0.85 61 0.527 ---------------------------------------------------------------- North: Filbert Street
7 L2 # 424 351 358 647 0.85 30 0.655* 4 T1 # 38 351 358 58 0.85 30 0.655* 14 R2 # 77 351 358 118 0.85 30 0.655* ---------------------------------------------------------------- West: Main Street
5 L2 # 60 464 473 98 0.85 40 0.608 2 T1 # 405 464 473 667 0.85 40 0.608 12 R2 # 17 464 473 29 0.85 40 0.608 ---------------------------------------------------------------- * Maximum degree of saturation
# Combined Movement Capacity parameters are shown for all Movement Classes.

MOVEMENT PERFORMANCE
--------------------------------------------------------------------------------- Mov Turn Total Total Aver. Eff. Total Perf. Tot.Trav. Tot.Trav. Aver.

ID Delay Delay Delay Stop Stops Index Distance Time Speed (veh-h/h)(pers-h/h)(sec) Rate (veh-mi/h)(veh-h/h) (mph) --------------------------------------------------------------------------------- South: Filbert Street
3 L2 0.07 0.08 12.7 0.80 14.8 1.11 4.1 0.2 21.2 8 T1 0.12 0.15 8.2 0.80 42.7 1.40 6.2 0.5 13.1 18 R2 0.03 0.03 8.8 0.80 8.7 0.95 2.0 0.1 18.8 --------------------------------------------------------------------------------- East: Main Street
1 L2 0.01 0.01 9.5 0.52 1.1 3.59 0.4 0.0 27.4 6 T1 0.42 0.51 4.6 0.52 170.5 6.91 68.9 2.4 28.3 16 R2 0.34 0.41 4.7 0.52 133.0 5.39 25.9 1.3 20.4 --------------------------------------------------------------------------------- North: Filbert Street
7 L2 1.12 1.34 9.5 0.90 381.4 9.99 48.1 2.5 18.9 4 T1 0.06 0.07 5.7 0.90 34.2 5.26 4.7 0.3 18.5 14 R2 0.13 0.15 6.0 0.90 69.4 5.83 12.1 0.7 18.4 --------------------------------------------------------------------------------- West: Main Street
5 L2 0.22 0.26 13.1 0.92 55.1 5.61 9.0 0.5 19.0 2 T1 0.94 1.12 8.3 0.92 373.6 10.70 86.9 3.7 23.4 12 R2 0.04 0.05 8.7 0.92 16.0 5.05 3.9 0.2 22.5 --------------------------------------------------------------------------------- Fuel Consumption, Emissions and Cost
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

FUEL CONSUMPTION, EMISSIONS AND COST (TOTAL)
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ATTACHMENT B
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L
anes
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Total Total Total Total Total Total $/h gal/h kg/h kg/h kg/h kg/h
---------------------------------------------------------------- South: Filbert Street
3 L2 2.63 0.2 1.7 0.00 0.000 0.002 8 T1 7.21 0.4 3.3 0.00 0.000 0.004 18 R2 1.52 0.1 0.9 0.00 0.000 0.001 ------------------------------------------------

11.35 0.7 5.8 0.00 0.001 0.006
---------------------------------------------------------------- East: Main Street
1 L2 0.23 0.0 0.2 0.00 0.000 0.000 6 T1 35.75 3.1 28.0 0.03 0.002 0.035 16 R2 26.49 1.7 15.3 0.01 0.001 0.022 ------------------------------------------------

62.47 4.9 43.5 0.04 0.004 0.056
---------------------------------------------------------------- North: Filbert Street
7 L2 54.80 3.9 34.7 0.02 0.003 0.040 4 T1 4.94 0.4 3.2 0.00 0.000 0.004 14 R2 10.20 0.8 7.2 0.00 0.001 0.008 ------------------------------------------------

69.94 5.0 45.1 0.03 0.004 0.052
---------------------------------------------------------------- West: Main Street
5 L2 9.11 0.5 4.8 0.00 0.000 0.007 2 T1 63.25 4.3 38.8 0.03 0.003 0.049 12 R2 2.72 0.2 1.7 0.00 0.000 0.002 ------------------------------------------------

75.08 5.1 45.2 0.04 0.004 0.058
---------------------------------------------------------------- INTERSECTION: 218.84 15.6 139.6 0.11 0.012 0.173 ----------------------------------------------------------------

FUEL CONSUMPTION, EMISSIONS AND COST (RATE)
---------------------------------------------------------------- Mov Turn Cost Fuel CO2 CO HC NOX ID Rate Eff. Rate Rate Rate Rate $/mi mpg g/km g/km g/km g/km
---------------------------------------------------------------- South: Filbert Street
3 L2 0.64 22.3 249.7 0.16 0.021 0.254 8 T1 1.17 16.6 333.4 0.24 0.031 0.370 18 R2 0.77 20.5 271.4 0.18 0.023 0.284 ------------------------------------------------

0.92 18.8 295.3 0.20 0.026 0.317
---------------------------------------------------------------- East: Main Street
1 L2 0.61 20.3 273.3 0.26 0.025 0.349 6 T1 0.52 22.0 252.4 0.24 0.022 0.312 16 R2 1.02 15.1 367.1 0.34 0.036 0.518 ------------------------------------------------

0.66 19.6 283.7 0.27 0.026 0.368
---------------------------------------------------------------- North: Filbert Street
7 L2 1.14 12.4 448.4 0.32 0.041 0.521 4 T1 1.06 13.0 426.2 0.30 0.039 0.490 14 R2 0.84 15.1 368.3 0.25 0.032 0.412 ------------------------------------------------

1.08 12.9 431.8 0.31 0.039 0.498
---------------------------------------------------------------- West: Main Street
5 L2 1.02 16.7 331.9 0.28 0.030 0.451 2 T1 0.73 20.0 277.1 0.22 0.024 0.352 12 R2 0.70 20.4 271.7 0.22 0.023 0.343 ------------------------------------------------

0.75 19.7 281.8 0.23 0.024 0.361
---------------------------------------------------------------- INTERSECTION: 0.80 17.4 318.8 0.26 0.028 0.394 ---------------------------------------------------------------- P
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ATTACHMENT B
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L
ane Performance and Capacity Information
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

LANE PERFORMANCE
--------------------------------------------------------------- Q u e u e
Flow Cap Deg. Aver. Eff. 95% Back Lane
Lane Satn Delay Stop ------------ Length No. veh/h veh/h x sec Rate veh ft ft --------------------------------------------------------------- South: Filbert Street
1 83 529 0.156 9.3 0.80 1.0 25.1 450.0 --------------------------------------------------------------- East: Main Street
1 590 1121 0.527 4.7 0.52 4.4 112.7 400.0 --------------------------------------------------------------- North: Filbert Street
1 539 823 0.655 8.7 0.90 6.0 152.4 60.0 --------------------------------------------------------------- West: Main Street
1 483 794 0.608 8.9 0.92 5.9 151.1 630.0 ---------------------------------------------------------------

LANE FLOW AND CAPACITY INFORMATION
-----------------------------------------
Lane Total Min Tot Deg. Lane
No. Arv Flow Cap Cap Satn Util
veh/h veh/h veh/h x %
-----------------------------------------
South: Filbert Street
1 83 83 529 0.156 100
-----------------------------------------
East: Main Street
1 590 150 1121 0.527 100
-----------------------------------------
North: Filbert Street
1 539 150 823 0.655 100
-----------------------------------------
West: Main Street
1 483 150 794 0.608 100
-----------------------------------------
The capacity values of Continuous Lanes are obtained by adjusting the basic saturation flow for lane width, grade, movement class and turning vehicle effects.

Saturation flow scale applies if specified.

Lane, Approach and Intersection Performance
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
------------------------------------------------------------ Lane Arrival Adj. Deg Aver. Longest Lane No. Flow %HV Basic Sat Delay Queue Length (veh/h) Satf. x sec ft ft
------------------------------------------------------------ South: Filbert Street
1 83 2 0.156 9.3 25 450 ----------------------------------------------------
83 2 0.156 9.3 25
------------------------------------------------------------ East: Main Street
1 590 2 0.527 4.7 113 400 ----------------------------------------------------
590 2 0.527 4.7 113
------------------------------------------------------------ North: Filbert Street
1 539 2 0.655 8.7 152 60 P
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ATTACHMENT B
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-
---------------------------------------------------
539 2 0.655 8.7 152
------------------------------------------------------------ West: Main Street
1 483 2 0.608 8.9 151 630 ----------------------------------------------------
483 2 0.608 8.9 151
============================================================

ALL VEHICLES
Total % Max Aver. Max
Flow HV X Delay Queue
1695 2 0.655 7.4 152
============================================================ Peak flow period = 15 minutes.

Queue values in this table are 95% queue (feet)
Note: Basic Saturation Flows at roundabouts or sign-controlled intersections apply only to continuous lanes.

D
river Characteristics
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
-------------------------------------------------------- Average Driver
Lane Satn Satn Satn Satn Queue Response No. Speed Flow Hdwy Spacing Space Time
mph veh/h sec ft ft sec
-------------------------------------------------------- South: Filbert Street
1 19.2 1474 2.44 68.84 25.40 1.54
-------------------------------------------------------- East: Main Street
1 19.8 1315 2.74 79.49 25.40 1.86
-------------------------------------------------------- North: Filbert Street
1 14.8 1192 3.02 65.44 25.40 1.85
-------------------------------------------------------- West: Main Street
1 20.4 1381 2.61 77.85 25.40 1.76
-------------------------------------------------------- Saturation Flow and Saturation Headway are derived from follow-up headway.

Lane Delays
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

LANE DELAYS
-------------------------------------------------------------------------------------------- ------------------- Delay (seconds/veh) ------------------- Deg. % Arv Prog. Min Stop-line Delay Acc. Queuing Stopd Lane Satn During Factor Del 1st 2nd Total Dec. Total MvUp (Idle) Geom Control No. x Green dm d1 d2 dSL dn dq dqm di dig dic -------------------------------------------------------------------------------------------- South: Filbert Street
1 0.156 NA NA 5.8 7.2 0.0 7.2 3.9 3.3 0.0 3.3 2.1 9.3 -------------------------------------------------------------------------------------------- East: Main Street
1 0.527 NA NA 0.6 1.3 0.0 1.3 2.5 0.0 0.0 0.0 3.4 4.7 -------------------------------------------------------------------------------------------- North: Filbert Street
1 0.655 NA NA 1.5 3.4 1.6 5.1 2.0 3.1 0.9 2.2 3.6 8.7 -------------------------------------------------------------------------------------------- West: Main Street
1 0.608 NA NA 2.2 4.2 1.9 6.1 4.4 1.7 1.1 0.6 2.8 8.9 -------------------------------------------------------------------------------------------- SIDRA Standard Delay Model is used. Control Delay is the sum of Stop-line Delay and Geometric Delay.

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ATTACHMENT B
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dm: Minimum delay for gap acceptance cases
dSL: Stop-line delay (=d1+d2)
dn: Average stop-start delay for all vehicles queued and unqueued dq: Queuing delay (the part of the stop-line delay that includes stopped delay and queue move-up delay)
dqm: Queue move-up delay
di: Stopped delay (stopped (idling) time at near-zero speed) dig: Geometric delay
dic: Control delay
L
ane Queues
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

BACK OF QUEUE (VEHICLES)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (veh) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Filbert Street
1 0.156 NA NA 0.0 0.4 0.0 0.4 1.0 0.02 0.06 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.527 NA NA 0.0 1.8 0.0 1.8 4.4 0.11 0.28 0.0 NA ---------------------------------------------------------------------------------------- North: Filbert Street
1 0.655 NA NA 0.3 1.9 0.5 2.4 6.0 1.02 2.54 52.6 NA ---------------------------------------------------------------------------------------- West: Main Street
1 0.608 NA NA 0.3 2.0 0.4 2.4 5.9 0.10 0.24 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

BACK OF QUEUE (DISTANCE)
---------------------------------------------------------------------------------------- Deg. % Arv Prog. Ovrfl. Back of Queue (ft) Queue Stor. Prob. Prob.

Lane Satn During Factor Queue ----------------------- Ratio Block SL Ov.

No. x Green No Nb1 Nb2 Nb 95% Av. 95% % % ---------------------------------------------------------------------------------------- South: Filbert Street
1 0.156 NA NA 0.0 10.1 0.0 10.1 25.1 0.02 0.06 0.0 NA ---------------------------------------------------------------------------------------- East: Main Street
1 0.527 NA NA 0.0 45.3 0.0 45.3 112.7 0.11 0.28 0.0 NA ---------------------------------------------------------------------------------------- North: Filbert Street
1 0.655 NA NA 7.7 49.5 11.8 61.3 152.4 1.02 2.54 52.6 NA ---------------------------------------------------------------------------------------- West: Main Street
1 0.608 NA NA 7.7 50.3 10.4 60.8 151.1 0.10 0.24 0.0 NA ---------------------------------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

OTHER QUEUE RESULTS (VEHICLES)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Filbert Street
1 0.156 NA NA 0.0 0.2 0.3
-------------------------------------------------
East: Main Street
1 0.527 NA NA 0.0 0.2 0.4
-------------------------------------------------
North: Filbert Street
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1 0.655 NA NA 0.3 0.8 1.4
-------------------------------------------------
West: Main Street
1 0.608 NA NA 0.3 0.8 1.5
-------------------------------------------------

OTHER QUEUE RESULTS (DISTANCE)
-------------------------------------------------
Deg. % Arv Prog. Ovrfl. Cyc-Av. Queue
Lane Satn During Factor Queue -------------
No. x Green No Nc 95%
-------------------------------------------------
South: Filbert Street
1 0.156 NA NA 0.0 4.2 7.6
-------------------------------------------------
East: Main Street
1 0.527 NA NA 0.0 5.4 9.8
-------------------------------------------------
North: Filbert Street
1 0.655 NA NA 7.7 19.4 35.1
-------------------------------------------------
West: Main Street
1 0.608 NA NA 7.7 20.7 37.6
-------------------------------------------------L
ane Queue Percentiles
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout

LANE QUEUE PERCENTILES (VEHICLES)
-------------------------------------------------------------- Deg. Percentile Back of Queue (veh)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Filbert Street
1 0.156 0.4 0.5 0.7 0.8 1.0 1.1 1.2 -------------------------------------------------------------- East: Main Street
1 0.527 1.8 2.3 3.3 3.8 4.4 4.9 5.3 -------------------------------------------------------------- North: Filbert Street
1 0.655 2.4 3.1 4.4 5.1 6.0 6.7 7.2 -------------------------------------------------------------- West: Main Street
1 0.608 2.4 3.1 4.4 5.1 5.9 6.6 7.1 -------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

LANE QUEUE PERCENTILES (DISTANCE)
-------------------------------------------------------------- Deg. Percentile Back of Queue (feet)
Lane Satn ------------------------------------------------ No. x 50% 70% 85% 90% 95% 98% 100% -------------------------------------------------------------- South: Filbert Street
1 0.156 10.1 13.1 18.4 21.3 25.1 27.8 29.9 -------------------------------------------------------------- East: Main Street
1 0.527 45.3 58.7 82.8 95.8 112.7 125.1 134.4 -------------------------------------------------------------- North: Filbert Street
1 0.655 61.3 79.4 111.9 129.6 152.4 169.1 181.8 -------------------------------------------------------------- West: Main Street
1 0.608 60.8 78.7 110.9 128.5 151.1 167.7 180.2 P
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ATTACHMENT B
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o to Table Links (Top)
F
low Rates
Go to Table Links (Top)
-
------------------------------------------------------------- SIDRA Standard models are used for Back of Queue estimation since HCM only gives Cycle-Average Queues for unsignalised intersections.

L
ane Stops
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
----------------------------------------------------------------------------------------------------- Queue Total Aver.

Deg. % Arv Prog. -- Effective Stop Rate -- Total Move-up Queue Prop. Num. of Lane Satn During Factor Geom. Overall Stops Rate Move-ups Queued Cycles to No. x Green he1 he2 hig h H hqm Hqm pq Depart ----------------------------------------------------------------------------------------------------- South: Filbert Street
1 0.156 NA NA 0.75 0.00 0.05 0.80 66.3 0.00 0.0 0.83 0.83 ----------------------------------------------------------------------------------------------------- East: Main Street
1 0.527 NA NA 0.31 0.00 0.20 0.52 304.6 0.00 0.0 0.51 0.51 ----------------------------------------------------------------------------------------------------- North: Filbert Street
1 0.655 NA NA 0.68 0.09 0.13 0.90 485.0 0.14 77.4 0.76 0.90 ----------------------------------------------------------------------------------------------------- West: Main Street
1 0.608 NA NA 0.79 0.09 0.05 0.92 444.7 0.16 79.2 0.87 1.03 ----------------------------------------------------------------------------------------------------- hig is the average value for all movements in a shared lane hqm is average queue move-up rate for all vehicles queued and unqueued Origin-Destination Flow Rates (Total)
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
TOTAL FLOW RATES for All Movement Classes (veh/h)
----------------------------------------------------------- From SOUTH To: W N E
Turn: L2 T1 R2 TOT Flow Rate 18.5 53.3 10.9 82.6 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From EAST To: S W N
Turn: L2 T1 R2 TOT Flow Rate 2.2 330.4 257.6 590.2 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From NORTH To: E S W
Turn: L2 T1 R2 TOT Flow Rate 423.9 38.0 77.2 539.1 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- From WEST To: N E S
Turn: L2 T1 R2 TOT Flow Rate 59.8 405.4 17.4 482.6 %HV (all designations) 2.0 2.0 2.0 2.0 ----------------------------------------------------------- Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

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ATTACHMENT B
O
rigin-Destination Flow Rates by Movement Class
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
FLOW RATES for Light Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 18.1 52.2 10.7 81.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 2.1 323.8 252.5 578.4
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 415.4 37.3 75.6 528.3
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 58.6 397.3 17.0 473.0
Mov Class % 98.0 98.0 98.0 98.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
FLOW RATES for Heavy Vehicles (veh/h)
---------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.4 1.1 0.2 1.7
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 0.0 6.6 5.2 11.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
---------------------------------------------------
Flow Rate 8.5 0.8 1.5 10.8
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
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ATTACHMENT B
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-
--------------------------------------------------
Flow Rate 1.2 8.1 0.3 9.7
Mov Class % 2.0 2.0 2.0 2.0
Flow Scale 1.00 1.00 1.00 -
Peak Flow Factor 0.92 0.92 0.92 -
Residual Demand 0.0 0.0 0.0 0.0
---------------------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

L
ane Flow Rates
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
LANE FLOW RATES AT STOP LINE (veh/h)
-------------------------------------------------
From SOUTH To: W N E
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 18.1 52.2 10.7 81.0
HV 0.4 1.1 0.2 1.7
Total 18.5 53.3 10.9 82.6
-------------------------------------------------
Approach 18.5 53.3 10.9 82.6
-------------------------------------------------
From EAST To: S W N
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 2.1 323.8 252.5 578.4
HV 0.0 6.6 5.2 11.8
Total 2.2 330.4 257.6 590.2
-------------------------------------------------
Approach 2.2 330.4 257.6 590.2
-------------------------------------------------
From NORTH To: E S W
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 415.4 37.3 75.6 528.3
HV 8.5 0.8 1.5 10.8
Total 423.9 38.0 77.2 539.1
-------------------------------------------------
Approach 423.9 38.0 77.2 539.1
-------------------------------------------------
From WEST To: N E S
Turn: L2 T1 R2 TOT
-------------------------------------------------
Lane 1
LV 58.6 397.3 17.0 473.0
HV 1.2 8.1 0.3 9.7
Total 59.8 405.4 17.4 482.6
-------------------------------------------------
Approach 59.8 405.4 17.4 482.6
-------------------------------------------------

EXIT LANE FLOW RATES
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 56.5 1.2 57.6
Total 56.5 1.2 57.6
-----------------------------------------
Exit: EAST
Lane: 1 823.4 16.8 840.2
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ATTACHMENT B
G
o to Table Links (Top)
O
ther
Go to Table Links (Top)

Total 823.4 16.8 840.2
-----------------------------------------
Exit: NORTH
Lane: 1 363.2 7.4 370.7
Total 363.2 7.4 370.7
-----------------------------------------
Exit: WEST
Lane: 1 417.6 8.5 426.1
Total 417.6 8.5 426.1
-----------------------------------------

DOWNSTREAM LANE FLOW RATES FOR EXIT ROADS
-----------------------------------------
Movement Class: LV HV TOT
-----------------------------------------
Exit: SOUTH
Lane: 1 56.5 1.2 57.6
Total 56.5 1.2 57.6
-----------------------------------------
Exit: EAST
Lane: 1 823.4 16.8 840.2
Total 823.4 16.8 840.2
-----------------------------------------
Exit: NORTH
Lane: 1 363.2 7.4 370.7
Total 363.2 7.4 370.7
-----------------------------------------
Exit: WEST
Lane: 1 417.6 8.5 426.1
Total 417.6 8.5 426.1
-----------------------------------------
Flow rates shown above are Arrival Flow Rates (veh/h) based on the following input specifications:

Unit Time for Volumes = 60 minutes
Peak Flow Period = 15 minutes
Effects of Volume Factors (Peak Flow Factor, Flow Scale, Growth Rate) are included.

Arrival Flow Rates may be less than Demand Flow Rates if capacity constraint applies in network analysis.

P
arameter Settings Summary
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
* Basic Parameters:

Intersection Type: Roundabout
Driving on the right-hand side of the road
Input data specified in US units
Model Defaults: US HCM (Customary)
Peak Flow Period (for performance): 15 minutes
Unit time (for volumes): 60 minutes.

SIDRA Standard Delay model used
HCM Queue Model option used
Level of Service based on: Delay and v/c (HCM 6)
Queue percentile: 95%
Diagnostics
Site: Main St._Filbert St._PM

Site ID: 101
Roundabout
Lane Flow-Capacity Iterations:

Site Model Variability Index (Iterations 3 to N): 3.1% Number of Iterations: 7 (Maximum: 10)
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ATTACHMENT B
G
o to Table Links (Top)

Largest change in Lane Degrees of Saturation for the last three Flow-Capacity Iterations:

2.5% 1.3% 0.6%
Other Diagnostic Messages (if any):

S
IDRA INTERSECTION 8.0 | Copyright © 2
000-2
019 Akcelik and Associates Pty Ltd |
sidrasolutions.com
O
rganisation: TJKM TRANSPORTATION
CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:12 AM
P
roject: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8 P
age 16 of
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ATTACHMENT B
M

OVEMENT SUMMARY
S
ite: 101 [Main St._Filbert St._PM]
N
ew Site
Site Category: (None)
Roundabout
M
ovement Performance - Vehicles
Demand Flows 95% Back of QueueMov
ID
Turn Deg.

Satn
Average
Delay
L
evel of
S
ervice
Prop.

Queued
Effective
Stop Rate
Aver. No.

Cycles
Average
Speed Total H
V V
ehicles Distance
veh/h % v
/c s
ec v
eh ft mph
South: Filbert Street
3 L2 18 2.0 0.156 12.7 LOS B 1.0 25.1 0.83 0.80 0.83 21.2 8 T1 53 2.0 0.156 8.2 LOS A 1.0 25.1 0.83 0.80 0.83 13.1 18 R2 11 2.0 0.156 8.8 LOS A 1.0 25.1 0.83 0.80 0.83 18.8 A
pproach 8
3 2
.0 0
.156 9
.3 L
OS A 1
.0 2

5.1 0
.83 0
.80 0
.83 1

5.9 East: Main Street
1 L2 2 2.0 0.527 9.5 LOS A 4.4 112.7 0.51 0.52 0.51 27.4 6 T1 330 2.0 0.527 4.6 LOS A 4.4 112.7 0.51 0.52 0.51 28.3 16 R2 258 2.0 0.527 4.7 LOS A 4.4 112.7 0.51 0.52 0.51 20.4 A
pproach 5
90 2
.0 0
.527 4
.7 L
OS A 4
.4 1

12.7 0
.51 0
.52 0
.51 2

5.6 North: Filbert Street
7 L2 424 2.0 0.655 9.5 LOS A 6.0 152.4 0.76 0.90 0.90 18.9 4 T1 38 2.0 0.655 5.7 LOS A 6.0 152.4 0.76 0.90 0.90 18.5 14 R2 77 2.0 0.655 6.0 LOS A 6.0 152.4 0.76 0.90 0.90 18.4 A
pproach 5
39 2
.0 0
.655 8
.7 L
OS A 6
.0 1

52.4 0
.76 0
.90 0
.90 1

8.8 West: Main Street
5 L2 60 2.0 0.608 13.1 LOS B 5.9 151.1 0.87 0.92 1.03 19.0 2 T1 405 2.0 0.608 8.3 LOS A 5.9 151.1 0.87 0.92 1.03 23.4 12 R2 17 2.0 0.608 8.7 LOS A 5.9 151.1 0.87 0.92 1.03 22.5 A
pproach 4
83 2
.0 0
.608 8
.9 L
OS A 5
.9 1

51.1 0
.87 0
.92 1
.03 2

2.9 All Vehicles 1695 2.0 0.655 7.4 LOS A 6.0 152.4 0.71 0.77 0.80 22.1 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Site tab).

Roundabout LOS Method: Same as Signalised Intersections.

V
ehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per move ment.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: SIDRA Standard.

SIDRA Standard Delay Model is used. Control Delay includes Geometric Delay.

Gap-Acceptance Capacity: SIDRA Standard (Akçelik M3D).

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

S
IDRA INTERSECTION 8.0 | Copyright © 2000-2019 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: TJKM TRANSPORTATION CONSULTANTS | Processed: Tuesday, November 26, 2024 11:12:12 AM Project: J:\JURISDICTION\S\Stockton\011-101 Main St Complete Streets\Analysis\Sidra\Project_v2.sip8

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
22: Shasta Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 2 4 2 654 5 9 75915202 F u t u r e V o l , v e h / h 2 4 2 654 5 9 75915202
C o n f l i c t i n g P e d s , # / h r 702207103301
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 91 91 91 91 91 91 91 91 91 91 91 91
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 2 4 6 854 6 5 65 1 015202
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 668 0 0 475 0 0 1146 1153 476 1152 1150 664 Stage 1 - ----- 4 7 7 4 7 7- 6 7 1 6 7 1-
Stage 2 - ----- 6 6 9 6 7 6- 4 8 1 4 7 9-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 922 - - 1087 - - 176 197 589 175 198 461 Stage 1 - ----- 5 6 9 5 5 6- 4 4 6 4 5 5-
Stage 2 - ----- 4 4 7 4 5 3- 5 6 6 5 5 5-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 916 - - 1085 - - 174 193 586 170 194 457 Mov Cap-2 Maneuver - ----- 1 7 4 1 9 3- 1 7 0 1 9 4-
Stage 1 - ----- 5 6 6 5 5 3- 4 4 2 4 4 9-
Stage 2 - ----- 4 4 2 4 4 7- 5 5 6 5 5 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0 0.1 21.9 19.8

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 229 916 - - 1085 - - 248
HCM Lane V/C Ratio 0.072 0.002 - - 0.004 - - 0.018
HCM Control Delay (s/veh) 21.9 8.9 0 - 8.3 0 - 19.8
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
23: David Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 1 4 3 263 5 8 75 1 014309 F u t u r e V o l , v e h / h 1 4 3 263 5 8 75 1 014309 C o n f l i c t i n g P e d s , # / h r 303303301103
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 1 4 7 073 6 3 85 1 11430 1 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 646 0 0 480 0 0 807 1131 243 889 1132 328 Stage 1 - ----- 4 7 9 4 7 9- 6 5 0 6 5 0-
Stage 2 - ----- 3 2 8 6 5 2- 2 3 9 4 8 2-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 935 - - 1079 - - 273 202 758 238 202 668 Stage 1 - ----- 5 3 7 5 5 3- 4 2 4 4 6 3-
Stage 2 - ----- 6 5 9 4 6 2- 7 4 3 5 5 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 932 - - 1076 - - 266 200 755 234 200 664 Mov Cap-2 Maneuver - ----- 2 6 6 2 0 0- 2 3 4 2 0 0-
Stage 1 - ----- 5 3 5 5 5 1- 4 2 2 4 6 0-
Stage 2 - ----- 6 4 5 4 5 9- 7 3 6 5 5 0-
Approach EB WB NB SB
HCM Control Delay, s/v 0 0 17.1 13.1

HCM LOS C B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 313 932 - - 1076 - - 455
HCM Lane V/C Ratio 0.052 0.001 - - 0.003 - - 0.029
HCM Control Delay (s/veh) 17.1 8.9 0 - 8.4 0 - 13.1
HCM Lane LOS C A A - A A - B
HCM 95th %tile Q (veh) 0.2 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
24: Rendon Avenue & Main Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 11 411 12 8 572 9 11 3 3 13 1 18
Future Vol, veh/h 11 411 12 8 572 9 11 3 3 13 1 18
C o n f l i c t i n g P e d s , # / h r 501105000000
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 12 447 13 9 622 10 12 3 3 14 1 20
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 637 0 0 461 0 0 1128 1127 448 1131 1135 632 Stage 1 - ----- 4 7 2 4 7 2- 6 5 0 6 5 0-
Stage 2 - ----- 6 5 6 6 5 5- 4 8 1 4 8 5-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 947 - - 1100 - - 181 205 611 181 202 480 Stage 1 - ----- 5 7 3 5 5 9- 4 5 8 4 6 5-
Stage 2 - ----- 4 5 4 4 6 3- 5 6 6 5 5 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 942 - - 1099 - - 169 198 610 173 195 478 Mov Cap-2 Maneuver - ----- 1 6 9 1 9 8- 1 7 3 1 9 5-
Stage 1 - ----- 5 6 3 5 4 9- 4 4 8 4 5 7-
Stage 2 - ----- 4 2 9 4 5 5- 5 5 0 5 4 2-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 24.8 20.2

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 200 942 - - 1099 - - 271
HCM Lane V/C Ratio 0.092 0.013 - - 0.008 - - 0.128
HCM Control Delay (s/veh) 24.8 8.9 0 - 8.3 - - 20.2
HCM Lane LOS C A A - A - - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.4

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions_Mitigated 43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 1 5 1 4 0 5 00000 6 8 6 6 3 1 1 8 6 2 30 F u t u r e V o l u m e ( v e h / h ) 1 5 1 4 0 5 00000 6 8 6 6 3 1 1 8 6 2 30 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 16 149 53 0 730 67 126 663 0
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 25 234 86 0 2137 196 155 2815 0
Arrive On Green 0.03 0.03 0.03 0.00 0.65 0.65 0.17 1.00 0.00 Sat Flow, veh/h 256 2420 886 0 3384 302 1781 3647 0
Grp Volume(v), veh/h 116 0 102 0 394 403 126 663 0
Grp Sat Flow(s),veh/h/ln 1858 0 1704 0 1777 1815 1781 1777 0 Q Serve(g_s), s 5.6 0.0 5.3 0.0 9.0 9.0 6.1 0.0 0.0
Cycle Q Clear(g_c), s 5.6 0.0 5.3 0.0 9.0 9.0 6.1 0.0 0.0 Prop In Lane 0.14 0.52 0.00 0.17 1.00 0.00
Lane Grp Cap(c), veh/h 180 0 165 0 1154 1179 155 2815 0 V/C Ratio(X) 0.65 0.00 0.62 0.00 0.34 0.34 0.81 0.24 0.00 Avail Cap(c_a), veh/h 619 0 568 0 1154 1179 257 2815 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.97 0.97 0.00 Uniform Delay (d), s/veh 42.0 0.0 41.9 0.0 7.1 7.1 36.5 0.0 0.0 Incr Delay (d2), s/veh 1.4 0.0 1.4 0.0 0.8 0.8 3.7 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 2.4 0.0 3.3 3.4 2.6 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.5 0.0 43.3 0.0 7.9 7.9 40.2 0.2 0.0 LnGrp LOS D D A A D A
Approach Vol, veh/h 218 797 789
Approach Delay, s/veh 43.4 7.9 6.6
Approach LOS D A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.8 63.4 76.3 13.7
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 13.0 32.0 50.0 30.0
Max Q Clear Time (g_c+I1), s 8.1 11.0 2.0 7.6
Green Ext Time (p_c), s 0.1 11.3 14.3 0.8
Intersection Summary
HCM 6th Ctrl Delay, s/veh 11.6
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
44: S Eugenia Street & Market Street Timing Plan: AM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 304 16 0 0 0 37
Future Vol, veh/h 304 16 0 0 0 37
Conflicting Peds, #/hr 0 2 0 0 0 1
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - ---- 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 330 17 0 0 0 40
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 177
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 835
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 833
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 9.5

HCM LOS A
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 833 - -
HCM Lane V/C Ratio 0.048 - -
HCM Control Delay (s/veh) 9.5 - -
HCM Lane LOS A - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
22: Shasta Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
Future Vol, veh/h 8 696 15 5 541 10 5 0 12 3 1 5
C o n f l i c t i n g P e d s , # / h r 304403100001
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 9 757 16 5 588 11 5 0 13 3 1 5
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 602 0 0 777 0 0 1395 1399 769 1391 1396 592 Stage 1 - ----- 7 8 7 7 8 7- 6 0 1 6 0 1-
Stage 2 - ----- 6 0 8 6 1 2- 7 9 0 7 9 5-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 975 - - 839 - - 119 141 401 120 141 506 Stage 1 - ----- 3 8 5 4 0 3- 4 8 7 4 8 9-
Stage 2 - ----- 4 8 3 4 8 4- 3 8 3 3 9 9-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 972 - - 836 - - 114 136 399 114 136 504 Mov Cap-2 Maneuver - ----- 1 1 4 1 3 6- 1 1 4 1 3 6-
Stage 1 - ----- 3 7 7 3 9 5- 4 7 8 4 8 3-
Stage 2 - ----- 4 7 2 4 7 8- 3 6 5 3 9 1-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.1 22 23.3

HCM LOS C C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 230 972 - - 836 - - 206
HCM Lane V/C Ratio 0.08 0.009 - - 0.007 - - 0.047
HCM Control Delay (s/veh) 22 8.7 0 - 9.3 0 - 23.3
HCM Lane LOS C A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
23: David Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l , v e h / h 8 6 9 1 1 04 5 4 18 1 111215 F u t u r e V o l , v e h / h 8 6 9 1 1 04 5 4 18 1 111215 C o n f l i c t i n g P e d s , # / h r 104401002200
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 92 92 92 92 92 92 92 92 92 92 92 92
H e a v y V e h i c l e s , % 222222222222
M v m t F l o w 9 7 5 1 1 14 5 8 89 1 211215
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 598 0 0 766 0 0 1082 1385 387 998 1386 300 Stage 1 - ----- 7 7 9 7 7 9- 6 0 2 6 0 2-
Stage 2 - ----- 3 0 3 6 0 6- 3 9 6 7 8 4-
Critical Hdwy 4.14 - - 4.14 - - 7.54 6.54 6.94 7.54 6.54 6.94 C r i t i c a l H d w y S t g 1 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- C r i t i c a l H d w y S t g 2 ------ 6 . 5 4 5 . 5 4- 6 . 5 4 5 . 5 4- Follow-up Hdwy 2.22 - - 2.22 - - 3.52 4.02 3.32 3.52 4.02 3.32 Pot Cap-1 Maneuver 975 - - 843 - - 172 142 611 198 142 696 Stage 1 - ----- 3 5 5 4 0 4- 4 5 3 4 8 7-
Stage 2 - ----- 6 8 1 4 8 5- 6 0 1 4 0 2-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 974 - - 840 - - 166 138 608 192 138 695 Mov Cap-2 Maneuver - ----- 1 6 6 1 3 8- 1 9 2 1 3 8-
Stage 1 - ----- 3 4 8 3 9 6- 4 4 5 4 8 3-
Stage 2 - ----- 6 6 9 4 8 1- 5 8 8 3 9 4-
Approach EB WB NB SB
HCM Control Delay, s/v 0.2 0.1 27.7 16.5

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 173 974 - - 840 - - 322
HCM Lane V/C Ratio 0.082 0.009 - - 0.005 - - 0.027
HCM Control Delay (s/veh) 27.7 8.7 0.1 - 9.3 0 - 16.5
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.3 0 - - 0 - - 0.1

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
24: Rendon Avenue & Main Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
Future Vol, veh/h 10 655 34 18 518 12 16 4 11 6 3 12
C o n f l i c t i n g P e d s , # / h r 407704003300
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
H e a v y V e h i c l e s , % 222222222222
Mvmt Flow 11 704 37 19 557 13 17 4 12 6 3 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 574 0 0 748 0 0 1343 1345 714 1362 1376 568 Stage 1 - ----- 7 3 3 7 3 3- 6 0 6 6 0 6-
Stage 2 - ----- 6 1 0 6 1 2- 7 5 6 7 7 0-
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 C r i t i c a l H d w y S t g 1 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- C r i t i c a l H d w y S t g 2 ------ 6 . 1 2 5 . 5 2- 6 . 1 2 5 . 5 2- Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 999 - - 861 - - 129 151 431 125 145 522 Stage 1 - ----- 4 1 2 4 2 6- 4 8 4 4 8 7-
Stage 2 - ----- 4 8 2 4 8 4- 4 0 0 4 1 0-
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 995 - - 855 - - 118 142 427 113 136 520 Mov Cap-2 Maneuver - ----- 1 1 8 1 4 2- 1 1 3 1 3 6-
Stage 1 - ----- 4 0 1 4 1 5- 4 7 3 4 6 9-
Stage 2 - ----- 4 5 1 4 6 6- 3 7 6 3 9 9-
Approach EB WB NB SB
HCM Control Delay, s/v 0.1 0.3 32.5 23.8

HCM LOS D C
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 164 995 - - 855 - - 214
HCM Lane V/C Ratio 0.203 0.011 - - 0.023 - - 0.106
HCM Control Delay (s/veh) 32.5 8.7 0 - 9.3 0 - 23.8
HCM Lane LOS D A A - A A - C
HCM 95th %tile Q (veh) 0.7 0 - - 0.1 - - 0.3

ATTACHMENT B
HCM 6th Signalized Intersection Summary Existing Build Conditions_Mitigated 43: S Wilson Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v e h / h ) 3 8 2 3 8 7 50000 8 5 0 1 1 2 1 8 8 8 1 40 F u t u r e V o l u m e ( v e h / h ) 3 8 2 3 8 7 50000 8 5 0 1 1 2 1 8 8 8 1 40 I n i t i a l Q ( Q b ) , v e h 000 000000
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0 Adj Flow Rate, veh/h 40 251 79 0 895 118 198 857 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 P e r c e n t H e a v y V e h , % 222 022220
Cap, veh/h 59 382 125 0 1720 227 230 2592 0
Arrive On Green 0.05 0.05 0.05 0.00 0.55 0.55 0.26 1.00 0.00 Sat Flow, veh/h 373 2400 786 0 3249 416 1781 3647 0
Grp Volume(v), veh/h 198 0 172 0 504 509 198 857 0
Grp Sat Flow(s),veh/h/ln 1852 0 1707 0 1777 1795 1781 1777 0 Q Serve(g_s), s 9.5 0.0 8.9 0.0 16.2 16.2 9.5 0.0 0.0
Cycle Q Clear(g_c), s 9.5 0.0 8.9 0.0 16.2 16.2 9.5 0.0 0.0 Prop In Lane 0.20 0.46 0.00 0.23 1.00 0.00
Lane Grp Cap(c), veh/h 295 0 272 0 968 978 230 2592 0
V/C Ratio(X) 0.67 0.00 0.63 0.00 0.52 0.52 0.86 0.33 0.00 Avail Cap(c_a), veh/h 617 0 569 0 968 978 336 2592 0
HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 1.00 0.92 0.92 0.00 Uniform Delay (d), s/veh 40.3 0.0 40.0 0.0 13.0 13.0 32.6 0.0 0.0 Incr Delay (d2), s/veh 1.0 0.0 0.9 0.0 2.0 2.0 9.5 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 4.7 0.0 4.1 0.0 6.7 6.7 4.2 0.1 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.3 0.0 40.9 0.0 15.0 15.0 42.1 0.3 0.0 LnGrp LOS D D B B D A
Approach Vol, veh/h 370 1013 1055
Approach Delay, s/veh 41.1 15.0 8.2
Approach LOS D B A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 16.6 54.1 70.7 19.3
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 17.0 28.0 50.0 30.0
Max Q Clear Time (g_c+I1), s 11.5 18.2 2.0 11.5
Green Ext Time (p_c), s 0.1 7.5 19.9 1.4
Intersection Summary
HCM 6th Ctrl Delay, s/veh 16.0
HCM 6th LOS B
Notes
User approved pedestrian interval to be less than phase max green.

ATTACHMENT B
HCM 6th TWSC Existing Build Conditions_Mitigated
44: S Eugenia Street & Market Street Timing Plan: PM PEAK Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Intersection
Int Delay, s/veh 0.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 550 12 0 0 0 42
Future Vol, veh/h 550 12 0 0 0 42
Conflicting Peds, #/hr 0 6 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - ---- 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 598 13 0 0 0 46
Major/Minor Major1 Minor1
Conflicting Flow All 0 0 - 312
Stage 1 - - - -
Stage 2 - - - -
Critical Hdwy - - - 6.94
Critical Hdwy Stg 1 - - - -
Critical Hdwy Stg 2 - - - -
Follow-up Hdwy - - - 3.32
Pot Cap-1 Maneuver - - 0 684
Stage 1 - - 0 -
Stage 2 - - 0 -
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - 680
Mov Cap-2 Maneuver - - - -
Stage 1 - - - -
Stage 2 - - - -
Approach EB NB
HCM Control Delay, s/v 0 10.7

HCM LOS B
Minor Lane/Major Mvmt NBLn1 EBT EBR
Capacity (veh/h) 680 - -
HCM Lane V/C Ratio 0.067 - -
HCM Control Delay (s/veh) 10.7 - -
HCM Lane LOS B - -
HCM 95th %tile Q (veh) 0.2 - -

ATTACHMENT B
Queues Existing Build Conditions_Mitigated
43: S Wilson Way & Market Street Timing Plan: AM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 218 797 126 663
v/c Ratio 0.47 0.39 0.60 0.24
Control Delay (s/veh) 43.4 12.5 41.1 3.4
Queue Delay 0.0 0.0 0.0 0.1
Total Delay (s/veh) 43.4 12.5 41.1 3.5
Queue Length 50th (ft) 65 111 54 32
Queue Length 95th (ft) 93 232 98 77
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 1128 2027 264 2669
Starvation Cap Reductn 0 0 0 1015
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.19 0.39 0.48 0.40
Intersection Summary

ATTACHMENT B
Queues Existing Build Conditions_Mitigated
43: S Wilson Way & Market Street Timing Plan: PM PEAK
Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 01/21/2025
Lane Group EBT NBT SBL SBT
Lane Group Flow (vph) 370 1013 198 857
v/c Ratio 0.64 0.57 0.70 0.33
Control Delay (s/veh) 44.7 18.7 41.2 2.3
Queue Delay 0.0 0.0 0.0 0.1
Total Delay (s/veh) 44.7 18.7 41.2 2.4
Queue Length 50th (ft) 112 193 78 33
Queue Length 95th (ft) 148 345 97 41
Internal Link Dist (ft) 296 296 271
Turn Bay Length (ft) 90
Base Capacity (vph) 1129 1765 345 2548
Starvation Cap Reductn 0 0 0 615
Spillback Cap Reductn 0000
Storage Cap Reductn 0000
Reduced v/c Ratio 0.33 0.57 0.57 0.44
Intersection Summary

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Background Conditions 2: S San Joaquin Street/N San Joaquin Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 0 0 13 48 28 55 175 0 0 119 117
Future Volume (vph) 0 0 0 13 48 28 55 175 0 0 119 117
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 0.95 0.95
Frpb, ped/bikes 0.95 1.00 0.98
Flpb, ped/bikes 0.97 0.99 1.00
Frt 0.95 1.00 0.92
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 3115 3481 3211
Flt Permitted 0.99 0.83 1.00
Satd. Flow (perm) 3115 2927 3211
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 0 0 0 14 52 30 60 190 0 0 129 127
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 9 600 2 5 000 2 5 60
Confl. Peds. (#/hr) 45 31 39 39
Turn Type Perm NA Perm NA NA
Protected Phases 4 2 6
Permitted Phases 4 2
Actuated Green, G (s) 5.0 29.0 29.0
Effective Green, g (s) 5.0 29.0 29.0
Actuated g/C Ratio 0.07 0.41 0.41
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 222 1212 1330
v/s Ratio Prot 0.08
v/s Ratio Perm 0.03 c0.09
v/c Ratio 0.43 0.20 0.19
Uniform Delay, d1 31.1 13.1 13.0
Progression Factor 1.14 0.81 1.00
Incremental Delay, d2 0.4 0.3 0.3
Delay (s) 36.0 11.1 13.3
Level of Service D B B
Approach Delay (s/veh) 0.0 36.0 11.1 13.3
Approach LOS A D B B
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.1 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.14
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

ATTACHMENT B
HCM Signalized Intersection Capacity Analysis Background Conditions 3: S Sutter Street/N Sutter Street & Main Street Timing Plan: AM Peak Hour Main Street & Market Street Complete Street Project Synchro 12 Report TJKM 11/26/2024
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
T r a f f i c V o l u m e ( v p h ) 0009 5 36 2 0 6 400 9 4 2 4 F u t u r e V o l u m e ( v p h ) 0009 5 36 2 0 6 400 9 4 2 4 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 5.0
Lane Util. Factor 0.95 1.00 0.95
Frpb, ped/bikes 0.99 1.00 0.98
Flpb, ped/bikes 0.99 0.98 1.00
Frt 0.98 1.00 0.96
Flt Protected 0.99 0.98 1.00
Satd. Flow (prot) 3434 1814 3372
Flt Permitted 0.99 0.91 1.00
Satd. Flow (perm) 3434 1679 3372
Peak-hour factor, PHF 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 0.82 Adj. Flow (vph) 0 0 0 11 65 7 24 78 0 0 115 29
RTOR Reduction (vph) 000000000000
Lane Group Flow (vph) 0000 8 300 1 0 200 1 4 40
Confl. Peds. (#/hr) 36 13 69 69
Confl. Bikes (#/hr) 1
Turn Type Perm NA Perm NA NA
Protected Phases 2 4 4
Permitted Phases 2 4
Actuated Green, G (s) 15.0 19.0 19.0
Effective Green, g (s) 15.0 19.0 19.0
Actuated g/C Ratio 0.21 0.27 0.27
Clearance Time (s) 5.0 5.0 5.0
Vehicle Extension (s) 0.2 0.2 0.2
Lane Grp Cap (vph) 735 455 915
v/s Ratio Prot 0.04
v/s Ratio Perm 0.02 c0.06
v/c Ratio 0.11 0.22 0.15
Uniform Delay, d1 22.1 19.7 19.4
Progression Factor 0.54 0.70 1.00
Incremental Delay, d2 0.3 1.1 0.3
Delay (s) 12.3 15.0 19.7
Level of Service B B B
Approach Delay (s/veh) 0.0 12.3 15.0 19.7
Approach LOS ABBB
Intersection Summary
HCM 2000 Control Delay (s/veh) 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.10
Actuated Cycle Length (s) 70.0 Sum of lost time (s) 13.0 Intersection Capacity Utilization 22.8% ICU Level of Service A Analysis Period (min) 15
c Critical Lane Group

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