Cities Index.
Agenda packet

Coronado City Council
April 9, 2024

Document
Agenda packet
Meeting
April 9, 2024
Body
Coronado City Council
Pages
208
Original file
113.0 MB
Text extracted from the city's file for reading and search. Open the original on coronado.primegov.com. That file is the official record.

City of Coronado Page 1539
Attachment 9
HCM 6th Signalized Intersection Summary
7: Orange Ave & 4th St
Existing AM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 20 527
Initial Q (Qb), veh 10
Ped-Bike Adj(A_pbT) 1.00
20 527 31
31 0
0 0
0 0
0 0
0 0
0 185 256 274 1330
185 256 274 1330
0 0
0 0 0 10 50 0

0.97 1.00 0.94 1.00 1.00
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
0 1856 1856 1856 1856
203 281 288 1400
No
0 22 592 35 0 0

0.89 0.89 0.89 0.91 0.91 0.91 0.95 0.95 0.95
3 3 3 0
0 3 3 3 3 0
44 1299 423 0

0.25 0.25 0.25
176 5048 1522
646 1033 435 1876

0.00 0.35 0.35 0.12 0.56 0.00
0 1856 2972 3428 3618
203 281 288 1400
0 1856 1486 1714 1763
0 0
0 Grp Volume(v), veh/h 231 383
Grp Sat Flow(s),veh/h/ln1847 1689 1522
35 0
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 474 868 423
V/C Ra tio(X) 0.49 0.44 0.08
Avail Cap(c_a), veh/h 1186 2170 978

6.3 5.7 1.0

6.3 5.7 1.0

0.0 4.7 4.0 4.8 17.2 0.0

0.0 4.7 4.0 4.8 17.2 0.0

0.10 1.00 0.00
0 1.00 1.00
646 1033 435 1876

0.00 0

0.00 0.31 0.27 0.66 0.75 0.00
0 1001 1603 823 3028 0
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh 19.2 19.0 17.4
Incr Delay (d2), s/veh 0.8 0.4 0.1
Initial Q Delay(d3),s/veh 0.7 0.8 0.0
%ile Ba ckOfQ(50%),ve h/ln3.1 2.6 0.4
Uns ig. Move me nt De la y, s/veh

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00 1.00 0.00

0.0 16.2 15.9 28.5 17.3 0.0

0.0 0.3 0.1 1.7 0.6 0.0

0.0 0.0 0.0 11.2 20.1 0.0

0.0 2.2 1.5 3.4 17.9 0.0
LnGrp Delay(d),s/veh 20.7 20.1 17.5 0.0 16.4 16.1 41.4 38.0 0.0 LnGrp LOS C C
649

20.2 C
B A B
484

16.2 B
B D D
1688

38.6 D
A
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4

21.1 6.1

38.0 8.3
6 38.1

5.1 50.8

19.2 13.7
Phs Duration (G+Y+Rc), 1s2.0 26.1
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma x*)1, 4s 31.9
Max Q Clear Time (g_c+I16).,8s 6.7
Green Ext Time (p_c), s 0.6 2.4 4.7
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

30.5 C
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 7 ends

City of Coronado Page 1540
Attachment 9
HCM 6th AWSC Existing AM
8: Alameda Blvd & 6th St 11/28/2023
Intersection
Intersection De la y, s/veh 9.1
Intersection LOS A
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
58 58
22 22
12 12
16 16
24 24
5 5
22 133
22 133
14 14
2 2
156
156
51 51

0.85 0.85 0.85 0.75 0.75 0.75 0.81 0.81 0.81 0.95 0.95 0.95 3 68
0 3
26 1
3 14
0 3
21 0
3 32
1 3
7 0
3 3 3
17 0
3 2
0 3
164
1 3
54 0
27 164
Number of Lanes 0 1
Approa ch
Opposing Approa ch
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approa ch Le ft SB
Conflicting Lanes Le ft
Conflicting Approa ch RighNt B
NB
1 SB
1 8.6
A
EB
1 WB
1 9.3
A
WB
1 EB
1 9.2
A
1 Conflicting Lanes Right
HCMControl Delay

HCM LOS
1 9
A
La ne
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1 SBLn1
13% 63% 36% 1%
79% 24% 53% 75%
8% 13% 11% 24%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane
LT Vol
Through Vol
169
22 133
14 209 108
1 0.267 0.152 0.085 0.274

4.603 5.053 5.081 4.477
Yes Yes Yes Ye s
778 707 701 801

2.643 3.106 3.139 2.515

0.269 0.153 0.086 0.275
92 58
22 12
45 209
16 24 156
51 60 220
2 RT Vol 5
La ne Flow Rate
Geometry Grp
De gre e of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM La ne V/C Ratio
HCMControl Delay
HCM La ne LOS
HCM95th-tile Q
1 1 1

9.3 A
9 A

8.6 9.2
A A

1.1 0.5 0.3 1.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 8 ends

City of Coronado Page 1541
Attachment 9
HCM 6th Signalized Intersection Summary
9: Orange Ave & 6th St
Existing AM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 38
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 0.94
38 55
55 0
30 30
0 3
3 0
29 29
0 11
11 0
77 402
77 402
14 14
0 27 1127
27 1127
55 55
0 0 0 0 0 0

0.91 0.96 0.85 1.00 0.95 1.00 0.96
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 Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
57 82 45 4 35 13 93 484 17 30 1252 61

0.67 0.67 0.67 0.83 0.83 0.83 0.83 0.83 0.83 0.90 0.90 0.90 3 3 3 3 3 3 3 3 3
69 3 3 3
156 216 108 49 336 118 116 1962 47 1797 87
Arrive On Green
Sat Flow, veh/h

0.28 0.28 0.28 0.28 0.28 0.28 0.07 0.57 0.57 0.03 0.53 0.53 411 762 380 60 1186 415 1767 3467 122 1767 3413 166
Grp Volume(v), veh/h 184
Grp Sat Flow(s),veh/h/ln1554
0 0
0 52 0
0 0 93 246 255 30 646 667
0 1660 0 1767 1763 1826 1767 1763 1816
Q Serve(g_s), s
Cycle Q Clear(g_c), s 11.1 0.0 0.0 2.7 0.0 0.0 6.2 8.4 8.5 2.0 32.9 33.0 Prop In La ne 0.31 0.24 0.08 0.25 1.00 0.07 1.00 0.09
La ne Grp Cap(c), veh/h 480 503 116 998 1033 47 928 956 V/C Ra tio(X) 0.38 0.00 0.00 0.10 0.00 0.00 0.80 0.25 0.25 0.64 0.70 0.70 Avail Cap(c_a), veh/h 522 548 166 998 1033 96 928 956

6.7 0.0 0.0 0.0 0.0 0.0 6.2 8.4 8.5 2.0 32.9 33.0
0 0 0 0
0 0 0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 0.98 0.98 0.98 0.63 0.63 0.63 Uniform Delay (d), s/veh 34.6 0.0 0.0 31.8 0.0 0.0 55.3 13.1 13.1 57.9 21.2 21.3 Incr Delay (d2), s/veh 0.5 0.0 0.0 0.1 0.0 0.0 15.8 0.6 0.6 9.0 2.7 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln4.4 0.0 0.0 1.1 0.0 0.0 3.3 3.5 3.6 1.0 13.9 14.3 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 35.1 0.0 0.0 31.9 0.0 0.0 71.1 13.7 13.7 66.9 24.0 24.0 LnGrp LOS D A
184

35.1 D
A C A
52 31.9
C
A E B
594

22.7 C
B E C
1343

24.9 C
C
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4 5 6 8

39.1 5.1

37.3 4.7
Phs Duration (G+Y+Rc), s7.9 73.0
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x6),. 5s 61.3
Max Q Clear Time (g_c+I14).,0s 10.5
Green Ext Time (p_c), s 0.0 3.4

39.1 12.6 68.3

5.1 *4.7 5.1

37.3 *11 56.5

13.1 8.2 35.0

1.1 0.0 9.8 0.2
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

25.3 C
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 9 ends

City of Coronado Page 1542
Attachment 9
HCM 6th Signalized Intersection Summary
10: Orange Ave & 8th St
Existing AM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 74
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 0.98
74 50
50 0
33 33
0 15
15 0
44 44
0 27
27 0
67 434
67 434
10 10
0 22 1039
22 1039
42 42
0 0 0 0 0 0

0.96 0.98 0.96 1.00 0.94 1.00 0.93
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 Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
100 68 45 25 73 45 72 467 11 26 1222 49

0.74 0.74 0.74 0.60 0.60 0.60 0.93 0.93 0.93 0.85 0.85 0.85 3 3 3 3 3 3 3 3 3
39 3 3 3
252 164 90 109 272 146 97 1648 51 1523 61
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 213

0.28 0.28 0.28 0.28 0.28 0.28 0.06 0.47 0.47 0.03 0.44 0.44 616 586 322 162 972 521 1767 3515 83 1767 3443 138
72 234 244 26 625 646
0 1767 1763 1835 1767 1763 1818
0 0
0 143 0
0 0
Grp Sat Flow(s),veh/h/ln1525 0 1655
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 506
V/C Ra tio(X)

2.8 0.0 0.0 0.0 0.0 0.0 2.7 5.4 5.5 1.0 20.5 20.6

7.1 0.0 0.0 4.4 0.0 0.0 2.7 5.4 5.5 1.0 20.5 20.6

0.47 0.21 0.17
527

0.42 0.00 0.00 0.27 0.00 0.00 0.74 0.28 0.28 0.51 0.80 0.80 Avail Cap(c_a), veh/h 837 893 140 929 967 150 939 969

0.31 1.00 0.05 1.00 0.08
0 0 0 0 97 826 860 51 780 804
0 0 0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.8 0.0 0.0 18.9 0.0 0.0 31.2 10.9 10.9 32.1 16.1 16.2 Incr Delay (d2), s/veh 0.6 0.0 0.0 0.3 0.0 0.0 11.5 0.2 0.2 7.8 4.2 4.2 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 Ba ckOfQ(50%),ve h/ln2.6 0.0 0.0 1.7 0.0 0.0 1.4 1.9 2.0 0.5 8.2 8.4 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 20.3 0.0 0.0 19.2 0.0 0.0 42.7 11.1 11.1 39.9 20.4 20.3 LnGrp LOS C A
213

20.3 C
A B A
143

19.2 B
A D B
550

15.2 B
B D C
1297

20.8 C
C
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4 5 6 8

23.9 5.1

34.1 6.4
Phs Duration (G+Y+Rc), s6.6 36.5
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x5),. 7s 35.3
Max Q Clear Time (g_c+I13).,0s 7.5
Green Ext Time (p_c), s 0.0 3.0

23.9 8.4 34.7

5.1 *4.7 5.1

34.1 *5.3 35.7

9.1 4.7 22.6

1.3 0.0 7.0 0.8
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

19.2 B
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 10 ends

City of Coronado Page 1543
Attachment 9
HCM 6th Signalized Intersection Summary
11: Orange Ave & 10th St
Existing AM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 32
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
32 63
63 0
52 52
0 14
14 0
43 43
0 33
33 0
73 513
73 513
9 9
0 32 852
32 852
60 60
0 0 0 0 0 0

0.95 1.00 0.85 1.00 0.95 1.00 0.86
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 Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
43 85 70 21 65 50 85 597 10 34 916 65

0.74 0.74 0.74 0.66 0.66 0.66 0.86 0.86 0.86 0.93 0.93 0.93 3 3 3 3 3 3 3 3 3
34 3 3 3
55 242 199 34 226 174 105 2019 44 1765 125
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h

0.03 0.26 0.26 0.02 0.25 0.25 0.06 0.57 0.57 0.02 0.54 0.54 1767 916 754 1767 898 691 1767 3545 59 1767 3298 234
43 155 21 115 85 297 310 34 490 491
0 1670 1767 0 1589 1767 1763 1841 1767 1763 1769
0 0
Grp Sat Flow(s),veh/h/ln1767
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 55
V/C Ra tio(X)
Avail Cap(c_a), veh/h 115

3.9 0.0 12.0 1.9 0.0 9.3 7.6 13.9 14.0 3.1 28.6 28.6

3.9 0.0 12.0 1.9 0.0 9.3 7.6 13.9 14.0 3.1 28.6 28.6

1.00 0.45 1.00
441 34

0.43 1.00
400 105 1004 1049

0.03 1.00 0.13
0 0 44 943 947

0.78 0.00 0.35 0.63 0.00 0.29 0.81 0.30 0.30 0.78 0.52 0.52 0 491 81 436 191 1004 1049 114 943 947 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.55 0.55 0.55 Uniform Delay (d), s/veh 76.9 0.0 47.8 77.9 0.0 48.3 74.4 17.8 17.8 77.6 23.9 23.9 Incr Delay (d2), s/veh 20.3 0.0 0.5 17.6 0.0 0.4 13.8 0.7 0.7 14.9 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln2.1 0.0 5.2 1.0 0.0 3.8 3.9 6.0 6.3 1.6 12.3 12.4 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 97.2 0.0 48.2 95.6 0.0 48.7 88.2 18.6 18.5 92.5 25.1 25.1 LnGrp LOS F A
198

58.9 E
D F A
136

55.9 E
D F B
692

27.1 C
B F C
1015

27.3 C
C
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.7 96.2 7.7 47.4 14.2 90.7 9.7 45.4 Change Period (Y+Rc), s* 4.7 5.1 *4.7 5.1 *4.7 5.1 *4.7 5.1 Max Green Setting (Gma x*)1, 0s 75.8 *7.3 47.0 *17 68.8 *10 43.9 Max Q Clear Time (g_c+I15).,1s 16.0 3.9 14.0 9.6 30.6 5.9 11.3 Green Ext Time (p_c), s 0.0 4.2 0.0 1.0 0.1 7.9 0.0 0.7 Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

32.2 C
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 11 ends

City of Coronado Page 1544
Attachment 9
HCM 6th TWSC Existing AM
12: Glorietta Blvd & Pomona Ave 11/28/2023
Intersection
Int De la y, s/veh 7.4
Move me nt EBL EBT WBT WBR SBL SBR
La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Le ngth
Veh in Median Storage, #
Grade, %
369 170
369 170
29 29
0 5
5 32
5 5
10 289
289
32 0 0
Free Free Free Free Stop Stop
- None - None - None
-
-
-
0 -
0 0
-
-
-
0 0
0 -
-
- 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
86 3
86 3
85 3
34 85
3 6
90 3
6 90
3 429 198 321
Ma jor/Minor Ma jor1 Ma jor2 Minor2
Conflicting Flow All
Stage 1
72 -
-

4.13 -
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 1135
69 - 1066
69 -
-
-
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
-
-
-

6.43 6.23

5.43 5.43
-
- -

2.227 - 3.527 3.327
Pot Cap-1 Maneuver 1522 -
-
-
-
-
-
-
-
223 991
951
329
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1476
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
141 961
-
-
-
141
621
319
-
-
Stage 2 -
Approa ch
HCM Control Delay, s

HCM LOS
EB

5.8 WB
0 SB

11.5 B
Minor La ne /Ma jor Mvmt
Capacity (veh/h)
HCM La ne V/C Ratio
HCMControl Delay (s)
HCM La ne LOS
EBL EBT WBT WBR SBLn1
1476

0.291

8.4 -
-
0 A
-
-
-
-
-
-
- 875
- 0.373
-
-
-

11.5 A B
HCM95th %tile Q(veh) 1.2 1.7
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 12 ends

City of Coronado Page 1545
Attachment 9
HCM 6th Signalized Intersection Summary
13: Orange Ave & Rh Dana Pl/Adella Ave
Existing AM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
20 20
0 17
17 0
104
104
0 9
9 0
10 10
0 14
14 0
333
333
0 482
482
0 13
13 0
20 20
0 876
876
0 107
107
0 Ped-Bike Adj(A_pbT)
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.90 1.00

0.79 1.00

0.91 1.00

0.87 1.00

1.00 1.00

0.92 1.00

1.00 1.00

0.82 1.00 1.00
No

1.00 No

1.00 No

1.00 No
1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 26 0.78
3 269

0.31 765
48 1471

0.0 3.3

0.54 488

0.10 489

1.00 1.00

42.5 0.1
22 0.78
3 219

0.31 133

0.78 3
676

0.31 14

0.63 3
131

0.31 339
52 16

0.63 3
149

0.31 481
0 0

0.0 0.0
22 0.63
3 186

0.31 383

0.87 3
403 2036

0.23 0.58
554

0.87 3
15 0.87
3 55

0.58 25 1081

0.81 132

0.81 3
140

0.37 375
596

0.81 3 3
36 1154

0.02 0.37
Sat Flow, veh/h 706 2182 601 1767 3496
0 0

0.0 0.0

0.42 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
95 1767 3081
Grp Volume(v), veh/h 290 25 617
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h
V/C Ra tio(X)
Avail Cap(c_a), veh/h
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0

0.0 0.0
133
1091 1421

7.8 7.8

1.00 676

0.20 678

1.00 1.00

44.1 0.1
383 279
1767 1763 1828 1767 1763 1693

0.0 4.0

37.1 37.1

1.00 13.6

13.6 13.7

13.7 0.05

2.4 2.4

1.00 36

0.70 70

1.00 1.00

84.6 22.0

0.0 58.5

58.5 59.0

59.0 0.22
634

0.94 658

1.00 1.00

52.4 21.2

0.0 0.27
467

0.11 468

1.00 1.00

42.7 0.1
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
403 1027 1065

0.95 0.27 0.27
440 1054 1093

1.00 1.00

66.1 29.4

0.0 660

0.93 685

1.00 1.00

52.3 19.7

0.0 1.00

1.00 18.0

0.1 0.0

5.8 1.00

1.00 18.0

0.1 0.0

6.0 0.0

1.5 0.0

2.2 0.0

1.6 20.1 1.3 29.5 28.8

42.6 D

0.0 A

44.2 D

42.8 D

0.0 A

0.0 A

95.4 F

18.1 B

18.1 106.6 72.0
E

73.6 B F E
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
181

43.8 D
52 42.8
D
952

49.2 D
1238

73.5 E
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s *6.9 103.9
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
1 2 4

58.9 5.1

54.0 9.8
5 44.3
*4.7
*43

39.1 0.5
6 70.5

5.4 67.5

61.0 4.1
8 58.9

5.1 54.0

6.0 8.2 106.6
*4.7 5.4

4.4 0.0

15.7 3.9 1.0 0.3
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

61.1 E
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 13 ends

City of Coronado Page 1546
Attachment 9
HCM 6th Signalized Intersection Summary
14: Orange Ave & Pomona Ave
Existing AM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (veh/h) 150
Future Volume (veh/h) 150
3 3
0 996 553
996 553
0 0
0 931
931
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approa ch No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856

0.97 1.00
No No
0 1856
Adj Flow Rate, veh/h 0 1058
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
254 5 1172 651

0.59 0.59 0.85 0.85 0.88 0.88
3 314
3 3 3 0 3
6 1613 823 0 2549
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 260
Grp Sat Flow(s),veh/h/ln1762

0.18 0.18 1.00 1.00 0.00 0.72
1721 34 2323 1139
905 918
0 1763 1606
0 3711
0 1058
0 1763
0 Q Serve(g_s), s
Cycle Q Clear(g_c), s 15.6 0.0 0.0 0.0 0.0 13.1
Prop In La ne 0.98 0.02 0.71 0.00
La ne Grp Cap(c), veh/h 321 0 1275 1162 0 2549
V/C Ra tio(X) 0.81 0.00 0.71 0.79 0.00 0.41
Avail Cap(c_a), veh/h 496 0 1275 1162 0 2549

15.6 0.0 0.0 0.0 0.0 13.1
HCMPlatoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 1.00 1.00

1.00 0.00 0.78 0.78 0.00 0.55
Uniform Delay (d), s/veh 43.1 0.0 0.0 0.0 0.0 6.0
Incr Delay (d2), s/veh 5.7 0.0 2.6 4.4 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln7.3 0.0 0.9 1.4 0.0 4.2
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 48.8 0.0 2.6 4.4 0.0 6.1
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh 48.8
D
260
A A
1823

3.5 A A A
1058

6.1 Approa ch LOS D A A
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
2 84.9

5.4 6

84.9 5.4
8 25.1

5.0 Max Green Setting (Gmax), s 44.6
Max Q Clear Time (g_c+I1), s 2.0

18.6 15.1

2.2 31.0

17.6 Green Ext Time (p_c), s 23.7 0.6
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

8.1 A
Note s
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 14 ends

City of Coronado Page 1547
Attachment 9
HCM Signalized Intersection Capacity Analysis Existing AM 15: Silver Strand Blvd/Orange Ave & Avenida Del Sol 11/28/2023 Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
La ne Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
60 60
0 0
5 5
0 0
0 0
4 4
19 1487
19 1487
3 3
0 0
1046
1046
47 47
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

4.0 0.95

1.00 1.00

1.00 0.95

4.0 0.95

0.99 1.00

0.98 0.96

4.7 1.00

1.00 1.00

0.86 1.00

4.7 1.00

1.00 1.00

1.00 0.95

5.8 0.95

1.00 1.00

1.00 1.00

5.8 0.95

1.00 1.00

1.00 1.00

5.8 1.00

0.93 1.00

0.85 1.00
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Ad j. Flow (vph)
1665 1632

0.95 0.96
1665 1632
1596 1752 3504

1.00 0.95 1.00
1596 1752 3504
3505 1461

1.00 1.00
3505 1461

0.79 76
0 0.79
0 36
5 0.79
6 0
0 18
10 0.42
0 0.42
0 0.42
10 9

0.87 22 1709

0.87 0.87
3 0
0 10
10 0.91
0 0.91
1149
0 0.91
52 RTOR Reduction (vph) 15
La ne Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bike s (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actua te d Green, G (s)
Effective Green, g (s)
Actua te d g/C Ratio
Clearance Time (s)
Ve hicle Extension (s)
La ne Grp Cap (vph)
v/s Ratio Prot
0 0
0 0
0 0 0
41 1 22 1712 0
21 1149 37
21 10
Perm NA
4 Perm Prot NA
2 NA Perm
5 6
4 12.8

12.8 0.12

4.0 8

12.1 12.1

0.11 4.7
6 12.8

12.8 0.12

4.0 3.6

3.6 0.03

4.7 87.4

87.4 0.79

5.8 79.1 79.1

79.1 0.72

5.8 79.1

0.72 5.8

3.0 3.0 3.0 3.0 3.0 3.0 3.0
193 189 175 57 2784 2520 1050

0.01 c0.49 0.33
v/s Ratio Perm
v/c Ratio
c0.02

0.21 44.0

1.00 0.6

0.00 0.03

43.1 1.00

0.1 43.1
D

43.9 D

0.00 0.01

43.6 1.00

0.0 0.03

0.04 4.5

3.96 0.0

17.6 B

0.39 52.1

1.00 4.3

56.4 E

0.61 4.5

1.00 1.0

5.6 A

0.46 6.5

2.66 0.0

17.2 B
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approa ch Delay (s)
Approa ch LOS

44.6 D

43.6 D

43.6 D

6.2 A

17.2 B
Intersection Summary
HCM2000 Control Delay
HCM2000 Volume to Capacity ratio
Actua te d Cycle Le ngth (s)
Intersection Capacity Utilization
Ana lys is Period (min)

11.7 0.60
110.0

77.7%
15 HCM2000 Level of Service B
Sum of lost time (s)
ICU Level of Service

15.2 D
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1548
Attachment 9
HCM 6th Signalized Intersection Summary Existing AM
16: Silver Strand Blvd & Avenida De Las Arenas 11/28/2023 Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 51
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 0.94
51 11
11 0
9 9
0 13
13 0
0 0
0 5
5 0
39 1531
39 1531
32 32
0 21 951
21 951
48 48
0 0 0 0 0 0

0.93 0.96 0.93 1.00 0.93 1.00 0.97
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
73 0 11 34 0 13 45 1760 37 24 1093 55

0.81 0.81 0.81 0.38 0.38 0.38 0.87 0.87 0.87 0.87 0.87 0.87 3 553
3 0
3 3 3
6 3
64 3 3 3
52 3 3 3
247 203 58 2489 37 2368 119
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h

0.17 0.00 0.17 0.17 0.00 0.17 0.07 1.00 1.00 0.02 0.69 0.69 2602 0 1465 960
11 47
0 1465 1380
38 382 1767 3525 74 1767 3410 172
45 877 920 24 565 583
0 1767 1763 1836 1767 1763 1819
73 0 0
0 0
Grp Sat Flow(s),veh/h/ln1301
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 553
V/C Ra tio(X)
Avail Cap(c_a), veh/h 740

0.0 0.0 0.9 3.5 0.0 0.0 3.8 0.0 0.0 2.0 21.6 21.6

2.9 0.0 0.9 4.2 0.0 0.0 3.8 0.0 0.0 2.0 21.6 21.6

1.00 1.00 0.72
247 274

0.28 1.00 0.04 1.00 0.09
0 0 0 58 1245 1296 37 1224 1263

0.13 0.00 0.04 0.17 0.00 0.00 0.78 0.70 0.71 0.64 0.46 0.46 0 353 373 118 1245 1296 67 1224 1263 0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 0.00 0.09 0.09 0.09 0.91 0.91 0.91 Uniform Delay (d), s/veh 53.0 0.0 52.2 53.5 0.0 0.0 69.6 0.0 0.0 72.9 10.3 10.3 Incr Delay (d2), s/veh 0.1 0.0 0.1 0.3 0.0 0.0 2.1 0.3 0.3 15.7 1.1 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln1.2 0.0 0.4 1.6 0.0 0.0 1.7 0.1 0.1 1.1 8.0 8.3 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 53.1 0.0 52.3 53.8 0.0 0.0 71.7 0.3 0.3 88.6 11.4 11.4 LnGrp LOS D A
84 53.0
D
D D A
47 53.8
D
A E A
1842

2.1 A F B
1172

13.0 B
B
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS A
Timer - Assigned Phs 1 2 4 5 6 8

30.4 5.1

36.1 6.2
Phs Duration (G+Y+Rc), s7.9 111.7
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma*x5),. 7s 92.6
Max Q Clear Time (g_c+I14).,0s 2.0
Green Ext Time (p_c), s 0.0 23.1

30.4 9.6 110.0

5.1 *4.7 5.8

36.1 *10 88.3

4.9 5.8 23.6

0.3 0.0 8.8 0.2
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

8.3 A
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 16 ends

City of Coronado Page 1549
Attachment 9
HCM 6th Signalized Intersection Summary
17: Silver Strand Blvd & Rendova Rd
Existing AM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
1 1
0 6 1451
6 1451
56 426 697
56 426 697
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.90
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approa ch No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
2 10 1577 61 513 840

0.58 0.58 0.92 0.92 0.83 0.83
3 13
3 3 3 3 3
64 2061 888 451 3072
Arrive On Green
Sat Flow, veh/h

0.06 0.06 1.00 1.00 0.51 1.00
229 1144 3618 1518 1767 3618
Grp Volume(v), veh/h 13 0 1577 61 513 840
Grp Sat Flow(s),veh/h/ln1487 0 1763 1518 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne

1.2 0.0 0.0 0.0 38.3 0.0

1.2 0.0 0.0 0.0 38.3 0.0

0.15 0.77 1.00 1.00
La ne Grp Cap(c), veh/h 83
V/C Ra tio(X)
Avail Cap(c_a), veh/h 347
0 2061 888 451 3072

0.16 0.00 0.76 0.07 1.14 0.27
0 2061 888 451 3072
HCMPlatoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 2.00 2.00

1.00 0.00 0.69 0.69 0.90 0.90
Uniform Delay (d), s/veh 67.4 0.0 0.0 0.0 36.7 0.0
Incr Delay (d2), s/veh 0.9 0.0 1.9 0.1 83.6 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln0.5 0.0 0.6 0.0 22.7 0.0
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 68.3 0.0 1.9 0.1 120.3 0.0
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh 68.3
Approa ch LOS
E
13 A A
1638

1.9 A F A
1353

45.6 E A D
Timer - Assigned Phs 1 2 6
136.5

5.8 104.1

2.0 8

13.5 5.1

35.0 3.2
Phs Duration (G+Y+Rc), 4s3.0 93.5
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma x*)3, 8s 61.1
Max Q Clear Time (g_c +I410)., 3s 2.0
Green Ext Time (p_c), s 0.0 18.2 6.4 0.0
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

21.9 C
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 17 ends

City of Coronado Page 1550
Attachment 9
HCM 6th Signalized Intersection Summary
18: Silver Strand Blvd & Tarawa Rd
Existing AM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 26
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
26 23
23 0
17 17
0 3
3 0
29 111
29 111
93 1353
93 1353
45 108 420 166
45 108 420 166
0 0 0 0 0 0 0 0 0

0.95 1.00 0.95 1.00 0.97 1.00 0.98
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
46 47 32 4 34 131 100 1455 48 133 519 205

0.53 0.53 0.53 0.85 0.85 0.85 0.93 0.93 0.93 0.81 0.81 0.81 3 94
3 98
3 79
3 3 3 3 3 3 3 3 3
24 205 185 120 2105 907 155 1515 595
Arrive On Green
Sat Flow, veh/h

0.05 0.05 0.05 0.12 0.12 0.12 0.14 1.00 1.00 0.09 0.62 0.62 1767 1856 1488 194 1652 1489 1767 3526 1518 1767 2456 965 Grp Volume(v), veh/h 46 47 32 38 0 131 100 1455 48 133 372 352 Grp Sat Flow(s),veh/h/ln1767 1856 1488 1846 0 1489 1767 1763 1518 1767 1763 1658 Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne

3.8 3.7 3.1 2.8 0.0 12.7 8.3 0.0 0.0 11.1 15.4 15.5

3.8 3.7 3.1 2.8 0.0 12.7 8.3 0.0 0.0 11.1 15.4 15.5

1.00 1.00 0.11
79 229

1.00 1.00 1.00 1.00 0.58
La ne Grp Cap(c), veh/h 94 98 0 185 120 2105 907 155 1087 1023 V/C Ra tio(X) 0.49 0.48 0.41 0.17 0.00 0.71 0.83 0.69 0.05 0.86 0.34 0.34 94 99 79 406 328 191 2105 907 192 1087 1023

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

1.00 1.00 1.00 1.00 0.00 1.00 0.75 0.75 0.75 0.97 0.97 0.97 Avail Cap(c_a), veh/h
HCMPlatoon Ratio
Upstream Filter(I)
0 Uniform Delay (d), s/veh 69.1 69.0 68.7 58.7 0.0 63.1 64.0 0.0 0.0 67.5 14.0 14.0 Incr Delay (d2), s/veh 3.9 3.6 3.3 0.3 0.0 4.9 12.2 1.4 0.1 25.2 0.8 0.9 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 Ba ckOfQ(50%),ve h/ln1.8 1.9 1.3 1.3 0.0 5.1 3.9 0.4 0.0 6.0 6.1 5.8 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 73.0 72.6 72.1 59.1 0.0 68.0 76.1 1.4 0.1 92.7 14.8 14.9 LnGrp LOS E E
125

72.6 E
E E A
169

66.0 E
E E A
1603

6.0 A F B
857

26.9 C
B
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS A
Timer - Assigned Phs 1 2 4 5 6 8

23.7 5.1

33.0 14.7

0.6 Phs Duration (G+Y+Rc), 1s7.9 95.4
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma x*)1, 6s 72.0
Max Q Clear Time (g_c +I113)., 1s 2.0
Green Ext Time (p_c), s 0.1 15.9

13.1 14.9 98.3

5.1 *4.7 5.8

8.0 *16 72.1

5.8 10.3 17.5

0.1 0.1 4.7
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

19.2 B
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 18 ends

City of Coronado Page 1551
Attachment 9
HCM Signalized Intersection Capacity Analysis
19: Silver Strand Blvd & Tulagi Rd
Existing AM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
La ne Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Ad j. Flow (vph)
RTOR Reduction (vph)
La ne Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bike s (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actua te d Green, G (s)
Effective Green, g (s)
Actua te d g/C Ratio
Clearance Time (s)
Ve hicle Extension (s)
La ne Grp Cap (vph)
v/s Ratio Prot
40 40
1 1
1726
1726
171
171
0 0
249
249
1900 1900 1900 1900 1900 1900

5.1 1.00

1.00 1.00

1.00 0.95
1752

0.95 1752

0.79 51

5.8 0.95

1.00 1.00

1.00 1.00
3505 1502

1.00 1.00
3505 1502

5.8 1.00

0.96 1.00

0.85 1.00

5.8 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.60 415

0.79 1

0.93 1856
0 0.93
184
37 147
10 0.60
0 1
51 0
0 0
0 0
1856 415
10 10
Perm NA Perm
2 NA
6 8

4.3 4.3

0.06 5.1

3.0 2

59.8 59.8

59.8 0.80

5.8 59.8

59.8 0.80

5.8 3.0
2794

0.12 59.8

0.80 5.8

3.0 3.0
100 2794 1197
c0.53
v/s Ratio Perm
v/c Ratio
c0.03

0.51 34.3

1.00 4.3

38.7 D

38.7 D

0.10 0.66

3.3 1.00

1.3 4.5
A

0.12 1.7

1.00 0.2

1.9 A

0.15 1.7

1.25 0.1

2.3 A
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approa ch Delay (s)
Approa ch LOS

4.3 A

2.3 A
Intersection Summary
HCM2000 Control Delay
HCM2000 Volume to Capacity ratio
Actua te d Cycle Le ngth (s)
Intersection Capacity Utilization
Ana lys is Period (min)

4.7 0.65

75.0 61.0%
15 HCM2000 Level of Service A
Sum of lost time (s)
ICU Level of Service

10.9 B
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1552
Attachment 9
HCM 6th Signalized Intersection Summary
20: Silver Strand Blvd & Leyte Rd
Existing AM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (veh/h) 30 74 2002
74 2002
15 15
0 53 249
Future Volume (veh/h) 30 53 249
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approa ch No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
0 0 0 0 0

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
39 97 2383 18 75 351

0.76 0.76 0.84 0.84 0.71 0.71
3 3 3 3 3 3
139 123 2526 1090 93 2856
Arrive On Green
Sat Flow, veh/h

0.08 0.08 0.72 0.72 0.05 0.81
1767 1572 3618 1521 1767 3618
Grp Volume(v), veh/h 39 97 2383 18 75 351
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1521 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 139 123 2526 1090
V/C Ra tio(X)

2.6 7.6 74.4 0.4 5.3 2.6

2.6 7.6 74.4 0.4 5.3 2.6

1.00 1.00 1.00 1.00
93 2856

0.28 0.79 0.94 0.02 0.81 0.12
Avail Cap(c_a), veh/h 379 337 2583 1115 93 3018
HCMPlatoon Ratio
Upstream Filter(I)

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 54.6 56.9 15.6 5.1 59.0 2.5
Incr Delay (d2), s/veh 1.1 10.4 8.0 0.0 51.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln1.2 3.4 26.1 0.1 3.6 0.6
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 55.7 67.4 23.6 5.1 110.4 2.5
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh 64.0
Approa ch LOS
E
136
E C
2401

23.4 C
A F A
426

21.5 E C
Timer - Assigned Phs 1 2 6
110.3
*8.4
*1.1E2

4.6 8

15.5 5.6

27.0 9.6
Phs Duration (G+Y+Rc), 1s1.8 98.5
Change Period (Y+Rc), s* 5.2 *8.4
Max Green Setting (Gma*x6),. 6s *92
Max Q Clear Time (g_c+I17).,3s 76.4
Green Ext Time (p_c), s 0.0 13.7 2.3 0.3
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

25.0 C
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 20 ends

City of Coronado Page 1553
Attachment 9
HCM 6th Signalized Intersection Summary
1: Orange Ave & 1st St
Existing PM
11/28/2023
Move me nt EBT EBR WBL WBT NBL NBR
La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
196
196
0 258
258
0 94
94 0
84 84
0 100
100
0 52
52 0
Ped-Bike Adj(A_pbT)
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.84 1.00

0.96 1.00

1.00 1.00
No

1.00 1.00 1.00
No

1.00 No
1856 1856 1856 1856 1856 1856
239

0.82 3
316

0.48 653
0 0

0.0 0.0
315

0.82 3
119

0.79 3
265

0.48 106

0.79 3
899

0.48 119

0.84 3
608

0.34 62

0.84 3
541

0.34 417

0.48 861
554
1513

19.1 19.1

0.57 733

0.76 757

1.00 1.00

13.4 4.2
Sat Flow, veh/h 816 1856 1767 1572
119 106 119 62
816 1856 1767 1572
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h
V/C Ra tio(X)
Avail Cap(c_a), veh/h
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS

8.9 27.9

1.00 265

0.45 278

1.00 1.00

24.8 1.2

2.0 2.0

3.0 3.0

1.7 1.7

1.00 608

0.20 608

1.00 1.00

14.8 0.7

1.00 541

0.11 541

1.00 1.00

14.3 0.4
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 899

0.12 928

1.00 1.00

9.0 0.1

0.0 0.7

0.0 6.5

0.0 1.7

0.0 1.3

0.0 0.6

0.0 A

17.7 B

26.0 C

9.1 A

15.5 B

14.8 B
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
554

17.7 B
225

18.0 B
181

15.2 B
Timer - Assigned Phs 2

37.0 6.0

32.0 21.1

3.2 6

37.0 6.0

32.0 29.9

0.2 8

27.0 5.0

22.0 5.0
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.5
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

17.3 B
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1554
Attachment 9
HCM 6th TWSC
2: A Ave & 1st St
Existing PM
11/28/2023
Intersection
Int De la y, s/veh 5.2
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Conflicting Peds, #/hr
Sign Control
3 3
10 16
16 0
54 54
11 8
8 11
14 14
0 0
0 10
56 56
17 0
0 0
10 10
10 3
3 10
3 3
0 0
0 17
Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Le ngth
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
73 3
4 73
3 22
73 3
74 55
3 15
55 3
25 55
3 0
66 3
85 66
3 0
66 3
15 30
3 10
30 3
10 30
3 0
Ma jor/Minor Ma jor1 Ma jor2 Minor1 Minor2
Conflicting Flow All
Stage 1
35 -
-

4.13 -
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
-
107 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
-
155 143 80 150 180 52
-
-
-
-
78 77
78 65
-
-
65 85 115
65 Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
-
-
-
-

6.13 5.53

6.13 5.53
-
- -

2.227 - 2.227
- 1478
-
-
-
- 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1570 -
-
-
-
-
-
-
-
809 746 977 815 712 1013
928 828
929 839
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1555
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
943 839
920 798
-
-
- 1463 771 721 958 779 689 987
-
-
-
-
-
-
-
-
-
771 721
916 817
894 822
-
-
-
779 689
932 822
894 788
-
-
Stage 2 -
Approa ch
HCM Control Delay, s

HCM LOS
EB

0.3 WB

2.7 NB

10.2 B
SB

10.1 B
Minor La ne /Ma jor Mvmt
Capacity (veh/h)
HCM La ne V/C Ratio
HCMControl Delay (s)
HCM La ne LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
794 1555

0.126 0.003

10.2 7.3
-
-
0 A
-
- 1463 -
-
0 A
-
- 731
-
-
-
-

0.01 7.5
A
- 0.027
-
-
-

10.1 B B

0.4 A
HCM95th %tile Q(veh) 0 0 0.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 2 ends

City of Coronado Page 1555
Attachment 9
HCM 6th TWSC Existing PM
3: A Ave & 2nd St 11/28/2023
Intersection
Int De la y, s/veh 4.2
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Conflicting Peds, #/hr
10 131
10 131
21 21
55 12 131
12 131
65 65
49 10
10 10
7 7
0 3
3 10
32 32
10 42
42 0
14 14
49 0 55 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Le ngth
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
69 3
14 190
69 3
69 3
30 90
3 13 146
90 3
90 3
72 71
3 14
71 3
10 71
3 4
76 3
42 76
3 55
76 3
18 Ma jor/Minor
Conflicting Flow All
Stage 1
Ma jor1
267
Ma jor2 Minor1 Minor2
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
-
275 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
-
543 581 270 507 560 241
288 288
255 293

7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
- -
-
-
-
257 257
250 303
-
Stage 2 - -

4.13 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 -
-
-
-

6.13 5.53

6.13 5.53
-
- -

2.227 - 2.227
- 1282
- 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1291 -
-
-
-
-
-
-
-
449 424 766 474 436 795
717 672
747 668
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1231
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
-
-
-
745 693
752 662
-
-
- 1215 359 374 719 428 384 751
-
-
-
-
-
-
-
-
-
359 374
670 629
653 629
-
-
-
428 384
701 653
719 620
-
-
Stage 2 -
Approa ch
HCM Control Delay, s

HCM LOS
EB

0.5 WB

0.5 NB

14.8 B
SB

16.3 C
Minor La ne /Ma jor Mvmt
Capacity (veh/h)
HCM La ne V/C Ratio
HCMControl Delay (s)
HCM La ne LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
394 1231

0.071 0.012
-
-
- 1215
- 0.011
-
-
- 434
- 0.267

14.8 B

0.2 8
A
0 0
A
-
-
-
-
8 A
0 0
A
-
-
-
-

16.3 C
HCM95th %tile Q(veh) 1.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 3 ends

City of Coronado Page 1556
Attachment 9
HCM 6th Signalized Intersection Summary
4: Orange Ave & Third St
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
0 0
0 0
0 0
917
917
50 581
581
75 76
76 0
55 55
0 200
200
0 0
0 0
0 0
0 529
529
60 14
14 0
Ped-Bike Adj(A_pbT)
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

1.00 1.00

0.97 1.00

1.00 1.00

1.00 1.00

1.00 1.00

0.87 1.00 1.00
No

1.00 No

1.00 No
1856 1856 1856 1856 1856 0
0 0.86
0 0

0.00 0
0 0

0.86 0
0 0.00
0 1856 1856
1016

0.96 3
519

0.96 3
79 0.96
3 220

0.57 64

0.86 3
82 1184

0.05 0.32
233

0.86 3
615

0.86 3
909

0.22 3588
310
16 0.86
3 9

0.22 91
1982 1816

0.57 0.57
3534 3135
1016 306
1767 1856 1754 1767 1763

18.5 18.5

1.00 1982 1042

0.51 0.29
2016 1058 1001

1.00 1.00

16.9 1.0
Sat Flow, veh/h 475 1767 3618
Grp Volume(v), veh/h 292 64 233
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h
V/C Ra tio(X)
Avail Cap(c_a), veh/h
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
0 0
0 0
321
1763 1823

9.1 9.1

9.2 9.2

0.27 995

0.29 3.8

3.8 1.00
82 1184

0.78 5.2

5.2 0.0

0.0 0.00
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0.0

0.0 0.00
0 0.00
0 1.00

0.00 0.0

0.0 0.0 104.4

0.0 25.3

17.9 17.9

17.9 17.9

0.05 464

0.69 528

1.00 1.00

41.4 3.3

98.0 25.2
448

0.69 510

1.00 1.00

41.5 3.4

0.20 170 1549

1.00 1.00

15.2 0.7

13.2 12.6

1.00 1.00

15.2 0.7

14.5 12.6

1.00 1.00

52.0 14.3

0.0 1.00

1.00 26.0

0.1 0.0

2.2 9.4

14.1 2.1

27.3 C

29.1 C
1614

28.2 C

30.4 C

66.3 E

26.1 C
297

34.7 C

0.0 A

0.0 149.2 142.7
A F
631
145.9
F
F
Timer - Assigned Phs 3

10.7 *5.7
*10

5.8 4

29.1 6.1

30.9 19.9

3.1 6

67.0 6.1

60.9 20.5

10.7 8

39.8 6.1

46.9 7.2
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.0 1.7
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

58.2 E
Note s
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 4 ends

City of Coronado Page 1557
Attachment 9
HCM 6th AWSC Existing PM
5: Glorietta Blvd & Third St/Mullinix Dr 11/28/2023
Intersection
Intersection De la y, s/veh 9.7
Intersection LOS A
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
3 3
2 2
6 6
28 28
57 57
26 26
41 117
41 117
46 46
61 61
49 49
14 14

0.92 0.92 0.92 0.56 0.56 0.56 0.91 0.91 0.91 0.57 0.57 0.57 3 3
0 3
2 1
3 7
0 3 3 3
46 0
3 3 3 3 3
86 1
3 25
0 50 102
0 45 129 51 107
Number of Lanes 1 0 1 0 0
Approa ch
Opposing Approa ch
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approa ch Le ft SB
Conflicting Lanes Le ft
Conflicting Approa ch RighNt B
NB
1 SB
1 9.8
A
EB
1 WB
1 9.6
A
WB
1 EB
1 9.8
A
1 Conflicting Lanes Right
HCMControl Delay

HCM LOS
1 8.2
A
La ne
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1 SBLn1
20% 27% 25% 49%
57% 18% 51% 40%
23% 55% 23% 11%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane
LT Vol
Through Vol
204
41 117
46 11 111 124
3 2
6 28
57 26
61 49
RT Vol 14
La ne Flow Rate
Geometry Grp
De gre e of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM La ne V/C Ratio
HCMControl Delay
HCM La ne LOS
HCM95th-tile Q
224
1 12 198 218
1 1 1

0.289 0.017 0.27 0.288

4.641 4.988 4.9 4.768
Yes Yes Yes Ye s
771 711 729 751

2.692 3.063 2.954 2.82

0.291 0.017 0.272 0.29

9.6 8.2 9.8 9.8

A A A A

1.2 0.1 1.1 1.2
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 5 ends

City of Coronado Page 1558
Attachment 9
HCM 6th Signalized Intersection Summary
6: Alameda Blvd & Mc Cain Blvd/4th St
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 23 1199 111
23 1199 111 0
0 0
0 0
0 0
0 0
101
101
0 71 179 224
71 179 224
0 0
Initial Q (Qb), veh 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.94 1.00 1.00
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
0 1856 1856 1856 1856
131 92 216 270
No
0 27 1427 132 0

0.84 0.84 0.84
0 0.77 0.77 0.77 0.83 0.83 0.83
3 3 3 0
0 3 3 3 3 0
34 1917 184 0

0.40 0.40 0.40
85 4748 455
183 128 260 781

0.00 0.18 0.18 0.15 0.42 0.00
0 0
0 988 694 1767 1856
223 216 270
0 1681 1767 1856
0 0
0 Grp Volume(v), veh/h 590 489 507
Grp Sat Flow(s),veh/h/ln1851 1689 1748
0 Q Serve(g_s), s
Cycle Q Clear(g_c), s 17.9 15.7 15.7
Prop In La ne 0.05 0.26
La ne Grp Cap(c), veh/h 748 682 706
V/C Ra tio(X) 0.79 0.72 0.72
Avail Cap(c_a), veh/h 748 682 706

17.9 15.7 15.7 0.0 0.0 8.0 7.6 6.4 0.0

0.0 0.0 8.0 7.6 6.4 0.0

0.00 0

0.41 1.00
311 260 781

0.00 0 0

0.00 0.00 0.72 0.83 0.35 0.00
0 0 567 283 1086 0
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh 16.8 16.1 16.1
Incr Delay (d2), s/veh 8.3 6.4 6.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln8.6 6.7 6.9
Uns ig. Move me nt De la y, s/veh

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.00 1.00 1.00 1.00 0.00

0.0 0.0 24.7 26.7 12.6 0.0

0.0 0.0 3.1 17.3 0.3 0.0

0.0 0.0 0.0 0.0 0.0 0.0

0.0 0.0 3.3 4.4 2.5 0.0
LnGrp Delay(d),s/veh 25.1 22.5 22.3 0.0 0.0 27.8 44.0 12.9 0.0 LnGrp LOS C C
1586

23.4 C
C A A
223

27.8 C
C D B
486

26.7 C
A
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4

31.7 *5.7
*26

19.9 4.6
6 32.7

5.6 37.7

8.4 Phs Duration (G+Y+Rc), 1s5.2 17.5
Change Period (Y+Rc), s* 5.7 5.6
Max Green Setting (Gma x*)1, 0s 21.7
Max Q Clear Time (g_c+I19).,6s 10.0
Green Ext Time (p_c), s 0.0 1.0 1.7
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

24.5 C
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 6 ends

City of Coronado Page 1559
Attachment 9
HCM 6th Signalized Intersection Summary
7: Orange Ave & 4th St
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 16 1671
Initial Q (Qb), veh 60
Ped-Bike Adj(A_pbT) 1.00
16 1671 39
39 0
0 0
0 0
0 0
0 0
0 221 218 401 1036
221 218 401 1036
0 0
0 0 0 10 70 0

0.98 1.00 0.89 1.00 1.00
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln 1856 1856 1856

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
0 1856 1856 1856 1856
194 259 436 1126
No
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 697 1157
Grp Sat Flow(s),veh/h/ln1853 1689 1537
Q Serve(g_s), s 34.0 29.3 1.6
Cycle Q Clear(g_c), s 34.0 29.3 1.6
Prop In La ne 0.03 1.00
La ne Grp Cap(c), veh/h 920 1682 764
V/C Ra tio(X) 0.76 0.69 0.06
Avail Cap(c_a), veh/h 1249 2276 1036
18 1836 43 0

0.91 0.91 0.91 0.94 0.94 0.94 0.92 0.92 0.92
3 3 3 0
0 3 3 3 3 0
17 2586 764 0

0.51 0.51 0.51
48 5182 1537
384 579 552 1510

0.00 0.20 0.20 0.15 0.39 0.00
0 1856 2788 3428 3618
194 259 436 1126
0 1856 1394 1714 1763
0 0
0 43 0

0.0 10.7 9.3 14.1 32.4 0.0

0.0 10.7 9.3 14.1 32.4 0.0

0.00 0

1.00 1.00
384 579 552 1510

0.00 0

0.00 0.51 0.45 0.79 0.75 0.00
0 567 853 970 2221 0
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh 30.2 28.1 17.3
Incr Delay (d2), s/veh 1.9 0.5 0.0
Initial Q Delay(d3),s/veh 14.1 13.0 0.0
%ile Ba ckOfQ(50%),ve h/2ln7.0 21.6 0.7
Uns ig. Move me nt De la y, s/veh

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00 1.00 0.00

0.0 46.0 45.4 49.5 38.9 0.0

0.0 1.0 0.5 2.6 0.8 0.0

0.0 0.0 0.0 11.2 60.9 0.0

0.0 5.7 3.8 8.3 37.2 0.0
LnGrp Delay(d),s/veh 46.2 41.7 17.3 0.0 47.1 46.0 63.3 100.6 0.0 LnGrp LOS D D
1897

42.8 D
B A D
453

46.4 D
D E F
1562

90.2 F
A
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4

64.0 6.1

76.9 36.0

21.9 6

50.2 5.1

71.9 34.4

10.7 Phs Duration (G+Y+Rc), 2s2.2 27.9
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma x*)3, 2s 34.9
Max Q Clear Time (g_c +I116)., 1s 12.7
Green Ext Time (p_c), s 1.4 2.3
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

62.1 E
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 7 ends

City of Coronado Page 1560
Attachment 9
HCM 6th AWSC Existing PM
8: Alameda Blvd & 6th St 11/28/2023
Intersection
Intersection De la y, s/veh10.9
Intersection LOS B
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
36 36
24 24
21 21
5 5
21 21
7 7
13 107
13 107
7 7
45 252
45 252
38 38

0.72 0.72 0.72 0.55 0.55 0.55 0.72 0.72 0.72 0.85 0.85 0.85 3 50
0 3
33 1
3 29
0 3
9 0
3 38
1 3
13 0
3 3 3
10 0
3 3 3
45 0
18 149 53 296
Number of Lanes 0 1 0 1
Approa ch
Opposing Approa ch
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approa ch Le ft SB
Conflicting Lanes Le ft
Conflicting Approa ch RighNt B
NB
1 SB
1 9
A
EB
1 WB
1 9.4
A
WB
1 EB
1 12.2
B
1 Conflicting Lanes Right
HCMControl Delay

HCM LOS
1 9.4
A
La ne
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1 SBLn1
10% 44% 15% 13%
84% 30% 64% 75%
6% 26% 21% 11%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane
LT Vol
Through Vol
127
13 107
7 176 113
1 0.237 0.165 0.089 0.501

4.842 5.283 5.34 4.573
Yes Yes Yes Ye s
737 673 664 784

2.906 3.362 3.427 2.624

0.239 0.168 0.09 0.503
81 36
24 21
33 335
45 21 252
38 60 394
5 RT Vol 7
La ne Flow Rate
Geometry Grp
De gre e of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM La ne V/C Ratio
HCMControl Delay
HCM La ne LOS
HCM95th-tile Q
1 1 1

9.4 9.4
A

0.9 0.6 0.3 2.8
9 A

12.2 A B
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 8 ends

City of Coronado Page 1561
Attachment 9
HCM 6th Signalized Intersection Summary
9: Orange Ave & 6th St
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 69 105
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 0.97
69 105 31
31 0
9 9
0 34
34 0
22 22
0 35 477
35 477
10 10
0 29 883
29 883
34 34
0 0 0 0 0 0 0

0.94 0.98 0.95 1.00 0.91 1.00 0.88
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 Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
92 140 41 12 46 30 41 555 12 32 960 37

0.75 0.75 0.75 0.74 0.74 0.74 0.86 0.86 0.86 0.92 0.92 0.92 3 3 3 3 3 3 3 3 3
26 3 3 3
247 354 92 113 372 217 72 1197 60 1148 44
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 273

0.39 0.39 0.39 0.39 0.39 0.39 0.04 0.34 0.34 0.03 0.33 0.33 440 916 240 122 963 561 1767 3520 76 1767 3441 133
41 278 289 32 492 505
0 1767 1763 1833 1767 1763 1811
0 0
0 88 0
0 0
Grp Sat Flow(s),veh/h/ln1595 0 1647
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 693
V/C Ra tio(X)

3.5 0.0 0.0 0.0 0.0 0.0 1.4 7.7 7.7 1.1 16.0 16.0

7.4 0.0 0.0 2.1 0.0 0.0 1.4 7.7 7.7 1.1 16.0 16.0

0.34 0.15 0.14
701

0.39 0.00 0.00 0.13 0.00 0.00 0.57 0.46 0.46 0.53 0.84 0.84 Avail Cap(c_a), veh/h 1019 0 1035 145 635 660 162 652 670

0.34 1.00 0.04 1.00 0.07
0 0 0 0 72 600 624 60 588 604
0 0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.9 0.0 0.0 12.4 0.0 0.0 29.3 16.1 16.1 29.5 19.1 19.1 Incr Delay (d2), s/veh 0.4 0.0 0.0 0.1 0.0 0.0 6.9 0.6 0.5 7.0 8.6 8.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln2.6 0.0 0.0 0.7 0.0 0.0 0.7 2.9 3.0 0.6 7.3 7.5 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 14.3 0.0 0.0 12.4 0.0 0.0 36.1 16.6 16.6 36.6 27.8 27.5 LnGrp LOS B A
273

14.3 B
A B A
88 12.4
B
A D B
608

17.9 B
B D C
1029

27.9 C
C
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4 5 6 8

29.1 5.1

37.0 4.1
Phs Duration (G+Y+Rc), s6.8 26.3
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x5),. 7s 22.4
Max Q Clear Time (g_c+I13).,1s 9.7
Green Ext Time (p_c), s 0.0 2.8

29.1 7.2 25.8

5.1 *4.7 5.1

37.0 *5.1 23.0

9.4 3.4 18.0

1.8 0.0 2.7 0.5
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

22.3 C
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 9 ends

City of Coronado Page 1562
Attachment 9
HCM 6th Signalized Intersection Summary
10: Orange Ave & 8th St
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 55
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 0.95
55 54
54 0
20 20
0 5
5 0
19 19
0 13
13 0
35 381
35 381
10 10
0 21 852
21 852
52 52
0 0 0 0 0 0

0.93 0.96 0.93 1.00 0.92 1.00 0.78
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 Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
66 65 24 6 23 15 37 401 11 22 888 54

0.83 0.83 0.83 0.84 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.96 3 3 3 3 3 3 3 3 3
31 3 3 3
326 305 101 119 403 237 66 1120 45 1021 62
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 155

0.42 0.42 0.42 0.42 0.42 0.42 0.04 0.32 0.32 0.03 0.31 0.31 581 722 239 131 953 560 1767 3496 96 1767 3314 202
37 202 210 22 472 470
0 1767 1763 1829 1767 1763 1753
0 0
0 44 0
0 0
Grp Sat Flow(s),veh/h/ln1542 0 1644
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 732
V/C Ra tio(X)

1.0 0.0 0.0 0.0 0.0 0.0 1.3 5.7 5.7 0.8 16.3 16.3

3.7 0.0 0.0 1.0 0.0 0.0 1.3 5.7 5.7 0.8 16.3 16.3

0.43 0.15 0.14
759

0.21 0.00 0.00 0.06 0.00 0.00 0.56 0.36 0.36 0.49 0.87 0.87 Avail Cap(c_a), veh/h 891 928 140 578 599 137 575 572

0.34 1.00 0.05 1.00 0.11
0 0 0 0 66 565 586 45 543 540
0 0 0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.8 0.0 0.0 11.0 0.0 0.0 30.5 16.8 16.8 31.0 21.1 21.1 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 7.1 0.4 0.4 8.2 13.0 13.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln1.3 0.0 0.0 0.3 0.0 0.0 0.7 2.2 2.3 0.4 8.1 8.1 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 11.9 0.0 0.0 11.0 0.0 0.0 37.6 17.2 17.2 39.1 34.1 34.1 LnGrp LOS B A
155

11.9 B
A B A
44 11.0
B
A D B
449

18.9 B
B D C
964

34.2 C
C
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4 5 6 8

32.3 5.1

34.0 3.0
Phs Duration (G+Y+Rc), s6.3 25.7
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gmax)*, 5s 21.1
Max Q Clear Time (g_c+I12).,8s 7.7
Green Ext Time (p_c), s 0.0 2.0

32.3 7.1 24.9

5.1 *4.7 5.1

34.0 *5.1 21.0

5.7 3.3 18.3

0.9 0.0 1.5 0.2
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

27.2 C
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 10 ends

City of Coronado Page 1563
Attachment 9
HCM 6th Signalized Intersection Summary
11: Orange Ave & 10th St
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 54
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
54 78
78 0
95 95
0 23
23 0
41 41
0 30
30 0
46 385
46 385
15 15
0 45 798
45 798
38 38
0 0 0 0 0 0

0.83 1.00 0.88 1.00 0.84 1.00 0.63
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 Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
68 98 119 24 44 32 54 453 18 51 907 43

0.80 0.80 0.80 0.94 0.94 0.94 0.85 0.85 0.85 0.88 0.88 0.88 3 3 3 3 3 3 3 3 3
44 3 3 3
87 290 352 42 374 272 69 1121 66 1079 51
Arrive On Green
Sat Flow, veh/h

0.05 0.42 0.42 0.02 0.40 0.40 0.04 0.33 0.33 0.04 0.32 0.32 1767 683 830 1767 937 682 1767 3429 136 1767 3324 158
Grp Volume(v), veh/h 68 0 217 24 0 76 54 232 239 51 481 469 Grp Sat Flow(s),veh/h/ln1767 0 1513 1767 0 1619 1767 1763 1802 1767 1763 1718 Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 87
V/C Ra tio(X)

4.0 0.0 10.1 1.4 0.0 3.1 3.2 10.7 10.8 3.0 26.5 26.5

4.0 0.0 10.1 1.4 0.0 3.1 3.2 10.7 10.8 3.0 26.5 26.5

1.00 0.55 1.00
643 42

0.78 0.00 0.34 0.57 0.00 0.12 0.78 0.40 0.41 0.78 0.84 0.84 Avail Cap(c_a), veh/h 140 643 101 650 123 687 703 157 721 703

0.42 1.00 0.08 1.00 0.09
0 0 646 69 576 589 66 572 558
0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.2 0.0 20.2 50.5 0.0 19.8 49.8 27.3 27.3 49.9 32.8 32.8 Incr Delay (d2), s/veh 13.7 0.0 0.3 11.3 0.0 0.1 16.9 0.5 0.5 17.7 7.2 7.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln2.1 0.0 3.6 0.8 0.0 1.2 1.7 4.5 4.7 1.6 12.2 11.9 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 62.9 0.0 20.5 61.8 0.0 19.9 66.7 27.8 27.8 67.6 40.0 40.2 LnGrp LOS E A
285

30.6 C
C E A
100

29.9 C
B E C
525

31.8 C
C E D
1001

41.5 D
D
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.6 39.3 7.2 49.5 8.8 39.1 9.9 46.9 Change Period (Y+Rc), s* 4.7 5.1 *4.7 5.1 *4.7 5.1 *4.7 5.1 Max Green Setting (Gma*x9),. 3s 40.8 *6 44.3 *7.3 42.8 *8.3 42.0 Max Q Clear Time (g_c+I15).,0s 12.8 3.4 12.1 5.2 28.5 6.0 5.1 Green Ext Time (p_c), s 0.0 3.0 0.0 1.6 0.0 5.5 0.0 0.5 Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

36.6 D
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 11 ends

City of Coronado Page 1564
Attachment 9
HCM 6th TWSC Existing PM
12: Glorietta Blvd & Pomona Ave 11/28/2023
Intersection
Int De la y, s/veh 6.7
Move me nt EBL EBT WBT WBR SBL SBR
La ne Configurations
Traffic Vo l, veh/h
Future Vo l, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Le ngth
Veh in Median Storage, #
Grade, %
367 165
367 165
42 42
0 3
3 21
4 4
10 200
200
21 0 0
Free Free Free Free Stop Stop
- None - None - None
-
-
-
0 -
0 0
-
-
-
0 0
0 -
-
- 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
90 3
90 3
75 3
56 75
3 4
84 3
5 84
3 408 183 238
Ma jor/Minor Ma jor1 Ma jor2 Minor2
Conflicting Flow All
Stage 1
81 -
-

4.13 -
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 1088
79 - 1009
79 -
-
-
Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
-
-
-

6.43 6.23

5.43 5.43
-
- -

2.227 - 3.527 3.327
Pot Cap-1 Maneuver 1510 -
-
-
-
-
-
-
-
238 979
942
351
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1480
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
159 959
-
-
-
159
640
344
-
-
Stage 2 -
Approa ch
HCM Control Delay, s

HCM LOS
EB

5.8 WB
0 SB

10.7 B
Minor La ne /Ma jor Mvmt
Capacity (veh/h)
HCM La ne V/C Ratio
HCMControl Delay (s)
HCM La ne LOS
EBL EBT WBT WBR SBLn1
1480

0.276

8.4 -
-
0 A
-
-
-
-
-
-
- 873
- 0.278
-
-
-

10.7 A B
HCM95th %tile Q(veh) 1.1 1.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 12 ends

City of Coronado Page 1565
Attachment 9
HCM 6th Signalized Intersection Summary
13: Orange Ave & Rh Dana Pl/Adella Ave
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
60 60
0 117
117
0 384
384
0 40
40 0
21 21
0 17
17 0
136
136
0 366
366
0 12
12 0
41 41
0 837
837
0 81
81 0
Ped-Bike Adj(A_pbT)
Parking Bus , Adj
Work Zone On Approa ch
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.88 1.00

0.69 1.00

0.94 1.00

0.82 1.00

1.00 1.00

0.84 1.00

1.00 1.00

0.62 1.00 1.00
No

1.00 No

1.00 No

1.00 No
1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 75 0.80
3 219

0.40 146

0.80 3
410

0.40 480

0.80 3
766

0.40 66

0.61 3
34 0.61
3 28

0.61 3
69 0.40
166

0.82 3
192 1561

0.11 0.45
446

0.82 3
15 0.82
3 52

0.45 50 1021

0.82 99

0.82 3
112

0.38 296
532

0.82 3 3
191

0.40 378
128
792

10.4 24.7

0.52 357

0.36 359

1.00 1.00

34.0 0.6
96 64 1161

0.40 0.04 0.38
241
0 0

0.0 0.0
Sat Flow, veh/h 459 1027 1919 173 1767 3455
0 0

0.0 0.0

0.22 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
116 1767 3059
Grp Volume(v), veh/h 234 50 588
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h
V/C Ra tio(X)
Avail Cap(c_a), veh/h
HCMPlatoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
221
1485

0.0 0
0 0.0

0.0 480
959

27.1 27.1

1.00 766

0.63 771

1.00 1.00

32.5 1.6
166 227
1767 1763 1809 1767 1763 1592

12.5 12.5

1.00 192

0.87 265

1.00 1.00

59.3 19.0

0.0 10.9

10.9 11.0

11.0 0.06
817

0.29 940

1.00 1.00

23.3 0.2

3.8 3.8

1.00 64

0.78 133

1.00 1.00

64.6 17.8

0.0 41.9

41.9 42.1

42.1 0.19
604

0.88 709

1.00 1.00

39.1 11.1

0.0 14.3

0.34 629

0.35 632

1.00 1.00

28.3 0.3
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
796

0.28 917

1.00 1.00

23.3 0.2
669

0.88 785

1.00 1.00

39.0 9.9

0.0 5.2

0.0 6.5

0.0 3.4

0.0 4.7

0.0 4.8

0.0 6.6 2.0 19.8 18.2

28.7 C

0.0 A

34.1 C

34.6 C

0.0 A

0.0 A

78.3 E

23.5 C

23.5 C

82.4 F

48.9 D

50.2 D
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
701

32.4 C
128

34.6 C
627

38.0 D
1170

50.9 D
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s *10
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
1 9.6
*4.7
2 66.5

5.4 70.3

13.0 3.1
4 59.1

5.1 54.3

29.1 4.7
5 19.4
*4.7
*20

14.5 0.2
6 56.7

5.4 60.2

44.1 7.2
8 59.1

5.1 54.3

26.7 1.1

5.8 0.0
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

42.1 D
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 13 ends

City of Coronado Page 1566
Attachment 9
HCM 6th Signalized Intersection Summary
14: Orange Ave & Pomona Ave
Existing PM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (veh/h) 200
Future Volume (veh/h) 200
7 7
0 503 536
503 536
0 1060
0 1060
Initial Q (Qb), veh 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approa ch No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856

0.97 1.00
No No
0 1856
Adj Flow Rate, veh/h 0 1128
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
250 9 541 576

0.80 0.80 0.93 0.93 0.94 0.94
3 332
3 3 3 0 3
12 1249 1079 0 2499
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 260
Grp Sat Flow(s),veh/h/ln1756

0.20 0.20 1.00 1.00 0.00 0.71
1689 61 1856 1522
541 576
0 1763 1522
0 3711
0 1128
0 1763
0 Q Serve(g_s), s
Cycle Q Clear(g_c), s 15.4 0.0 0.0 0.0 0.0 15.1
Prop In La ne 0.96 0.03 1.00 0.00
La ne Grp Cap(c), veh/h 345 0 1249 1079 0 2499
V/C Ra tio(X) 0.75 0.00 0.43 0.53 0.00 0.45
Avail Cap(c_a), veh/h 495 0 1249 1079 0 2499

15.4 0.0 0.0 0.0 0.0 15.1
HCMPlatoon Ratio
Upstream Filter(I)

1.00 1.00 1.67 1.67 1.00 1.00

1.00 0.00 0.94 0.94 0.00 0.56
Uniform Delay (d), s/veh 41.7 0.0 0.0 0.0 0.0 6.9
Incr Delay (d2), s/veh 3.9 0.0 1.0 1.8 0.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln7.0 0.0 0.4 0.5 0.0 5.0
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 45.6 0.0 1.0 1.8 0.0 6.9
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh 45.6
D
260
A A
1117

1.4 A A A
1128

6.9 Approa ch LOS D A A
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
2 83.4

5.4 6

83.4 5.4
8 26.6

5.0 Max Green Setting (Gmax), s 41.6
Max Q Clear Time (g_c+I1), s 2.0

21.6 17.1

2.9 31.0

17.4 Green Ext Time (p_c), s 10.4 0.6
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

8.5 A
Note s
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 14 ends

City of Coronado Page 1567
Attachment 9
HCM Signalized Intersection Capacity Analysis Existing PM 15: Silver Strand Blvd/Orange Ave & Avenida Del Sol 11/28/2023 Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
La ne Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
77 77
0 0
30 30
0 0
0 0
3 3
6 6
948
948
14 14
0 0
1173
1173
79 79
1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900

4.0 0.95

1.00 1.00

1.00 0.95

4.0 0.95

0.96 1.00

0.91 0.98

4.7 1.00

1.00 1.00

0.86 1.00

4.7 1.00

1.00 1.00

1.00 0.95

5.8 0.95

1.00 1.00

1.00 1.00

5.8 0.95

1.00 1.00

1.00 1.00

5.8 1.00

0.90 1.00

0.85 1.00
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Ad j. Flow (vph)
1665 1506

0.95 0.98
1665 1506
1596 1752 3495

1.00 0.95 1.00
1596 1752 3495
3505 1409

1.00 1.00
3505 1409

0.77 100
0 0.77
0 59
8 0.77
39 0
0 39
10 0.38
0 0.38
0 0.38
8 0.90
7 0.90
1053
0 0.90
16 0
0 10
10 0.95
0 0.95
1235
0 0.95
83 RTOR Reduction (vph) 17
La ne Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bike s (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actua te d Green, G (s)
Effective Green, g (s)
Actua te d g/C Ratio
Clearance Time (s)
Ve hicle Extension (s)
La ne Grp Cap (vph)
v/s Ratio Prot
0 0
0 0
7 0 0
72 1 7 1069 0 1235 66
37 37
10 Perm NA
4 Perm Prot
5 NA
2 NA Perm
6 4

13.3 13.3

0.12 4.0
8 12.6

12.6 0.11

4.7 6

13.3 13.3

0.12 4.0

1.8 1.8

0.02 4.7

86.9 86.9

0.79 5.8

80.4 80.4

80.4 0.73

5.8 80.4

0.73 5.8

3.0 3.0 3.0 3.0 3.0 3.0 3.0
201 182 182 28 2761 2561 1029

0.00 c0.31 c0.35
v/s Ratio Perm
v/c Ratio
c0.04

0.36 44.4

1.00 1.1

0.01 0.04

42.7 1.00

0.1 42.8
D

44.2 D

0.00 0.01

43.1 1.00

0.0 0.05

0.25 53.4

1.00 4.7

58.1 E

0.39 3.5

1.00 0.4

3.9 A

0.48 6.2

2.51 0.0

15.5 B

0.06 4.2

2.08 0.0

8.7 A
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approa ch Delay (s)
Approa ch LOS

45.5 D

43.2 D

43.2 D

4.3 A

15.0 B
Intersection Summary
HCM2000 Control Delay 12.2

0.48 110.0

68.9%
15 HCM2000 Level of Service B
HCM2000 Volume to Capacity ratio
Actua te d Cycle Le ngth (s)
Intersection Capacity Utilization
Ana lys is Period (min)
Sum of lost time (s)
ICU Level of Service

15.2 C
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1568
Attachment 9
HCM 6th Signalized Intersection Summary Existing PM
16: Silver Strand Blvd & Avenida De Las Arenas 11/28/2023 Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h) 63
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 0.92
63 5
5 0
47 47
0 27
27 0
5 5
0 9
9 0
30 893
30 893
55 55
0 44 1225
44 1225
68 68
0 0 0 0 0 0

0.92 0.95 0.92 1.00 0.94 1.00 0.97
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
81 0 57 32 6 11 36 1063 65 47 1303 72

0.82 0.82 0.82 0.85 0.85 0.85 0.84 0.84 0.84 0.94 0.94 0.94 3 606
3 0
3 3 3
41 3
60 3 3 3 3 3 3
281 205 46 2247 137 61 2295 127
Arrive On Green
Sat Flow, veh/h

0.19 0.00 0.19 0.19 0.19 0.19 0.05 1.00 1.00 0.03 0.68 0.68 2555 0 1453 857 210 309 1767 3360 205 1767 3391 187
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1278
81 0 57 49 0
0 0 36 557 571 47 676 699
0 1453 1377 0 1767 1763 1803 1767 1763 1815
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 606
V/C Ra tio(X)
Avail Cap(c_a), veh/h 741

0.0 0.0 4.9 3.1 0.0 0.0 3.0 0.0 0.0 4.0 30.2 30.4

3.2 0.0 4.9 4.2 0.0 0.0 3.0 0.0 0.0 4.0 30.2 30.4

1.00 1.00 0.65
281 306

0.22 1.00 0.11 1.00 0.10
0 0 0 46 1179 1205 61 1193 1228

0.13 0.00 0.20 0.16 0.00 0.00 0.78 0.47 0.47 0.78 0.57 0.57 0 357 378 121 1179 1205 133 1193 1228 0 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 0.00 0.46 0.46 0.46 0.89 0.89 0.89 Uniform Delay (d), s/veh 50.1 0.0 50.8 50.4 0.0 0.0 70.7 0.0 0.0 71.9 12.7 12.7 Incr Delay (d2), s/veh 0.1 0.0 0.4 0.2 0.0 0.0 12.3 0.6 0.6 17.0 1.7 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Ba ckOfQ(50%),ve h/ln1.3 0.0 1.8 1.6 0.0 0.0 1.5 0.2 0.2 2.1 11.4 11.8 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 50.2 0.0 51.2 50.7 0.0 0.0 83.0 0.6 0.6 88.8 14.5 14.4 LnGrp LOS D A
138

50.6 D
D D A
49 50.7
D
A F A
1164

3.2 A F B
1422

16.9 B
B
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS A
Timer - Assigned Phs 1 2 4 5 6 8

34.1 5.1

36.9 6.2
Phs Duration (G+Y+Rc), s9.8 106.1
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma x*)1, 1s 86.2
Max Q Clear Time (g_c+I16).,0s 2.0
Green Ext Time (p_c), s 0.0 8.7

34.1 8.6 107.3

5.1 *4.7 5.8

36.9 *10 87.2

6.9 5.0 32.4

0.5 0.0 12.1 0.2
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

13.4 B
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 16 ends

City of Coronado Page 1569
Attachment 9
HCM 6th Signalized Intersection Summary
17: Silver Strand Blvd & Rendova Rd
Existing PM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
4 4
0 28 1013
28 1013
1 1
0 13 1478
13 1478
0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.91
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approa ch No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
4 31 1126 1 15 1719

0.89 0.89 0.90 0.90 0.86 0.86
3 11
3 3 3 3 3
87 2771 1198 74 3030
Arrive On Green
Sat Flow, veh/h

0.07 0.07 1.00 1.00 0.08 1.00
164 1273 3618 1524 1767 3618
Grp Volume(v), veh/h 36 0 1126 1 15 1719
Grp Sat Flow(s),veh/h/ln1478 0 1763 1524 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 101
V/C Ra tio(X)

3.5 0.0 0.0 0.0 1.2 0.0

3.5 0.0 0.0 0.0 1.2 0.0

0.11 0.86
0 2771 1198

0.36 0.00 0.41 0.00 0.20 0.57
Avail Cap(c_a), veh/h 345 0 2771 1198 74 3030

1.00 1.00
74 3030
HCMPlatoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 2.00 2.00

1.00 0.00 0.78 0.78 0.84 0.84
Uniform Delay (d), s/veh 66.8 0.0 0.0 0.0 66.4 0.0
Incr Delay (d2), s/veh 2.1 0.0 0.3 0.0 5.1 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln1.4 0.0 0.1 0.0 0.6 0.1
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 68.9 0.0 0.3 0.0 71.4 0.2
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh 68.9
E
36 A A
1127

0.3 A E A
1734

0.8 Approa ch LOS E A A
Timer - Assigned Phs 1 2 6
134.7

5.8 104.1

2.0 8

15.3 5.1

35.0 5.5
Phs Duration (G+Y+Rc), 1s1.0 123.7
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma*x6),. 3s 93.1
Max Q Clear Time (g_c+I13).,2s 2.0
Green Ext Time (p_c), s 0.0 9.9 22.9 0.1
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

1.5 A
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 17 ends

City of Coronado Page 1570
Attachment 9
HCM 6th Signalized Intersection Summary
18: Silver Strand Blvd & Tarawa Rd
Existing PM
11/28/2023
Move me nt EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR La ne Configurations
Traffic Volume (veh/h) 159
Future Volume (veh/h) 159
24 24
0 63
63 0
2 2
0 47 329
47 329
31 519
31 519
2 2
0 73 1386
73 1386
51 51
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 0.98 Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approa ch No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
238 0 85 2 57 401 38 641 2 78 1474 54

0.74 0.74 0.74 0.82 0.82 0.82 0.81 0.81 0.81 0.94 0.94 0.94 3 291
3 0
3 124
3 3 3 3 3 3 3 3 3
14 404 343 49 1758 755 97 1824 67
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 238

0.08 0.00 0.08 0.23 0.23 0.23 0.05 1.00 1.00 0.06 0.53 0.53 3534 0 1511 63 1790 1518 1767 3526 1514 1767 3466 127
85 59 401 38 641 78 748 780
0 1511 1852 0 1518 1767 1763 1514 1767 1763 1829
0 0 2
Grp Sat Flow(s),veh/h/ln1767
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne
La ne Grp Cap(c), veh/h 291
V/C Ra tio(X)
Avail Cap(c_a), veh/h 365

9.9 0.0 8.2 3.8 0.0 33.9 3.2 0.1 0.0 6.5 52.4 52.8

9.9 0.0 8.2 3.8 0.0 33.9 3.2 0.1 0.0 6.5 52.4 52.8

1.00 1.00 0.03
124 419

1.00 1.00
343 49 1758 755

1.00 1.00 0.07
0 0 97 928 963

0.82 0.00 0.68 0.14 0.00 1.17 0.78 0.36 0.00 0.80 0.81 0.81 0 156 419 343 74 1758 755 157 928 963 0
HCMPlatoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 0.98 0.98 0.98 0.79 0.79 0.79 Uniform Delay (d), s/veh 67.7 0.0 66.9 46.4 0.0 58.1 70.4 0.1 0.1 70.1 29.2 29.3 Incr Delay (d2), s/veh 11.2 0.0 8.4 0.2 0.0 102.8 24.5 0.6 0.0 11.3 6.0 5.9 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 Ba ckOfQ(50%),ve h/ln5.0 0.0 3.5 1.8 0.0 22.8 1.7 0.2 0.0 3.2 22.6 23.6 Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 78.9 0.0 75.4 46.6 0.0 160.9 94.9 0.7 0.1 81.3 35.2 35.2 LnGrp LOS E A
323

78.0 E
E D A
460
146.2
F
F F A
681

5.9 A
A F D
1606

37.5 D
D
Approa ch Vo l, veh/h
Approa ch De la y, s/veh
Approa ch LOS
Timer - Assigned Phs 1 2 4 5 6 8

39.0 5.1

33.9 35.9

0.0 Phs Duration (G+Y+Rc), 1s3.0 80.6
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma x*)1, 3s 66.6
Max Q Clear Time (g_c+I18).,5s 2.1
Green Ext Time (p_c), s 0.1 4.5

17.4 8.8 84.7

5.1 *4.7 5.8

15.5 *6.3 73.6

11.9 5.2 54.8

0.4 0.0 9.9
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

51.0 D
Note s
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 18 ends

City of Coronado Page 1571
Attachment 9
HCM Signalized Intersection Capacity Analysis
19: Silver Strand Blvd & Tulagi Rd
Existing PM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
La ne Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Ad j. Flow (vph)
RTOR Reduction (vph)
La ne Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bike s (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actua te d Green, G (s)
Effective Green, g (s)
Actua te d g/C Ratio
Clearance Time (s)
Ve hicle Extension (s)
La ne Grp Cap (vph)
v/s Ratio Prot
188
188
0 0
547
547
43 43
0 0
1431
1431
1900 1900 1900 1900 1900 1900

5.1 1.00

1.00 1.00

1.00 0.95
1752

0.95 1752

0.77 244

5.8 0.95

1.00 1.00

1.00 1.00
3505 1500

1.00 1.00
3505 1500

5.8 1.00

0.96 1.00

0.85 1.00

5.8 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.91 1573
0 0.77
0 0.92
595
0 0.92
47 16
31 10

0.91 0
0 244
0 0
0 595 0 1573
10 10
Perm NA Perm
2 NA
6 8

15.1 15.1

0.20 5.1

3.0 352
2 49.0 49.0

49.0 0.65

5.8 3.0
980

49.0 49.0

0.65 5.8

3.0 2289
c0.45

49.0 0.65

5.8 3.0
2289

0.17 v/s Ratio Perm
v/c Ratio
c0.14

0.69 27.8

1.00 5.8

33.6 C

33.6 C

0.02 0.03

4.6 1.00

0.1 0.26

5.4 1.00

0.3 5.7
A

0.69 8.2

1.31 1.1

11.8 B
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approa ch Delay (s)
Approa ch LOS

4.7 A

5.6 A

11.8 B
Intersection Summary
HCM2000 Control Delay
HCM2000 Volume to Capacity ratio
Actua te d Cycle Le ngth (s)
Intersection Capacity Utilization
Ana lys is Period (min)

12.4 0.69

75.0 59.1%
15 HCM2000 Level of Service B
Sum of lost time (s)
ICU Level of Service

10.9 B
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1572
Attachment 9
HCM 6th Signalized Intersection Summary
20: Silver Strand Blvd & Leyte Rd
Existing PM
11/28/2023
Move me nt WBL WBR NBT NBR SBL SBT
La ne Configurations
Traffic Volume (veh/h) 31 49 444
49 444
19 19
0 98 1220
Future Volume (veh/h) 31 98 1220
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus , Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approa ch No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856
0 0 0 0 0

0.94 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
40 64 477 20 111 1386

0.77 0.77 0.93 0.93 0.88 0.88
3 3 3 3 3 3
138 123 1255 528 289 2215

0.08 0.08 0.36 0.36 0.16 0.63
1767 1572 3618 1484 1767 3618
Grp Volume(v), veh/h 40 64 477 20 111 1386
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1484 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In La ne

1.0 1.9 4.8 0.4 2.7 11.5

1.0 1.9 4.8 0.4 2.7 11.5

1.00 1.00 1.00 1.00
La ne Grp Cap(c), veh/h 138 123 1255 528 289 2215
V/C Ra tio(X) 0.29 0.52 0.38 0.04 0.38 0.63
Avail Cap(c_a), veh/h 999 889 2289 964 289 3522
HCMPlatoon Ratio
Upstream Filter(I)

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.7 21.1 11.4 10.0 17.8 5.4
Incr Delay (d2), s/veh 1.1 3.4 0.2 0.0 3.8 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile Ba ckOfQ(50%),ve h/ln0.4 0.8 1.4 0.1 1.2 1.6
Uns ig. Move me nt De la y, s/veh
LnGrp Delay(d),s/veh 21.9 24.5 11.6 10.1 21.7 5.7
LnGrp LOS
Approa ch Vo l, veh/h
Approa ch De la y, s/veh 23.5
Approa ch LOS
C
104
C B
497

11.6 B
B C A
1497

6.9 C A
Timer - Assigned Phs 1 2 6

38.4 *8.4
*48

13.5 12.3
8 9.3

5.6 27.0

3.9 0.3
Phs Duration (G+Y+Rc), 1s3.0 25.4
Change Period (Y+Rc), s* 5.2 *8.4
Max Green Setting (Gma*x7),. 8s *31
Max Q Clear Time (g_c+I14).,7s 6.8
Green Ext Time (p_c), s 0.1 3.0
Intersection Summary
HCM6th Ctrl Delay
HCM6th LOS

8.8 A
Note s
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 20 ends

City of Coronado Page 1573
Attachment 9

APPENDIX F

PROJECT TRAFFIC DISTRIBUTIONS AND

ASSIGNMENTS
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3827 Coronado Housing Element
N:\3827 - Coronado Housing Element\Report\1. Feb 8, 2024\Appendix.doc City of Coronado Page 1574
Attachment 9
City of Coronado Page 1575
Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
City of Coronado Page 1584
Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
City of Coronado Page 1589
Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
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Attachment 9
City of Coronado Page 1600
Attachment 9

APPENDIX G

PEAK HOUR INTERSECTION ANALYSIS
WORKSHEETS –
MID-TERM YEAR 2030 WITHOUT

PROJECT
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3827 Coronado Housing Element
N:\3827 - Coronado Housing Element\Report\1. Feb 8, 2024\Appendix.doc City of Coronado Page 1601
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
1: Orange Ave & 1st St
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
19 19
0 75
75 0
68 68
0 179
179
0 179
179
0 49
49 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.93 1.00

0.97 1.00

1.00 1.00
No
1856
221

0.81 3
786

0.44 1767
221
1767

3.9 1.00

1.00 1.00
No
1856
22 0.87
3 103

0.33 311
0 1.00
No
1856
190

0.94 3
617

0.33 1856
190
1856

3.8 1856
86 0.87
3 404

0.33 1214
108
1524

2.5 1856
72 0.94
3 494

0.33 1237
72 1237

2.2 1856
60 0.81
3 699

0.44 1572
60 1572

1.1 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 2.5 4.7 3.8 3.9 1.1

0.80 507

0.21 986

1.00 1.00

11.8 0.2

1.00 494

0.15 883

1.00 1.00

13.5 0.1

1.00 786

0.28 786

1.00 1.00

8.7 0.9

0.0 1.4

1.00 699

0.09 699

1.00 1.00

7.9 0.2

0.0 0.4
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 617

0.31 1201

1.00 1.00

12.3 0.3

0.0 0.8

0.0 0.6

0.0 1.4

0.0 A

12.1 B

13.7 B

12.5 B

9.6 A

8.2 A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
108

12.1 B
262

12.9 B
281

9.3 A
Timer - Assigned Phs 2

22.5 6.0

32.0 4.5
6 22.5

6.0 32.0

6.7 8

27.0 5.0

22.0 5.9
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.7 1.4 0.8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

11.2 B
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1602
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th TWSC
2: A Ave & 1st St
Intersection
Int Delay, s/veh 8.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
4 4
10 2
2 0
8 8
10 5
5 10
22 22
0 0
0 10
174
174
10 1
1 0
6 6
10 0
0 10
1 1
0 0
0 10
Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
58 3
7 58
3 3
58 3
14 81
3 6
81 3
27 81
3 0
80 3
218
80 3
1 80
3 8
25 3
0 25
3 4
25 3
0 Major/Minor
Conflicting Flow All
Stage 1
Major1 Major2 Minor1
85 Minor2
37 88
-
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
27 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
83 34
49 30
-
-
90 49
41 47
-
-
34 51
49 Stage 2 39
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
-
-
-
-
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227 - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1567 -
-
-
-
-
-
-
-
1580 -
-
-
-
-
-
-
-
899 805 1042 895 798 1019
979 865
959 852
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1552
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
962 852
973 859
-
-
1565 872 782 1022 865 775 1000
-
-
-
-
-
-
872 782
965 852
942 840
-
-
-
865 775
949 840
950 846
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

2.1 WB

1.4 NB

10.5 B
SB

9.7 A
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
876 1552

0.258 0.004
-
-
- 1565 -
-
- 775
- 0.004 - 0.005

10.5 B

7.3 A
0 0
A
-
-
-
-

7.3 A
0 0
A
-
-
-
-

9.7 A
HCM 95th %tile Q(veh) 1 0
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 2 ends

City of Coronado Page 1603
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th TWSC
3: A Ave & 2nd St
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
Future Vol, veh/h
Conflicting Peds, #/hr
8 8
29 55
55 0
2 2
28 10 261 160
10 261 160
8 8
19 2
2 0
8 8
10 7
7 10
9 9
0 8
8 28 0 29 19
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
79 3
10 79
3 70
79 3
3 83
3 83
3 83
3 64
3 13
64 3
3 64
3 13
60 3
12 60
3 15
60 3
12 314 193 13
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All
Stage 1
536 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
101 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
588 680 110 574 585 459
-
-
-
-
120 120
468 560
-
-
464 464
110 121
-
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23
-
-
-
-

6.13 5.53

6.13 5.53
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227 - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1027 -
-
-
-
-
-
-
-
1485 -
-
-
-
-
-
-
-
419 372 941 428 422 600
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 999
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
882 794
574 509
-
-
576 562
893 794
-
-
1445 373 344 907 397 390 573
-
-
-
-
-
-
373 344
850 765
529 489
-
-
-
397 390
555 540
860 765
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

1.1 WB

0.2 NB

12.6 B
SB
14 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
499 999

0.056 0.01
-
-
- 1445 -
-
- 439
- 0.008 - 0.091

12.6 B

0.2 8.6
A
0 0
A
-
-
-
-

7.5 A
0 0
A
-
-
-
-
14 B
HCM 95th %tile Q(veh) 0.3
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 3 ends

City of Coronado Page 1604
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
4: Orange Ave & Third St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
0 0
0 0
0 0
1341
1341
30 1832
1832
40 80
80 0
70 70
0 143
143
0 0
0 0
0 0
0 318
318
0 9
9 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

1.00 1.00

0.98 1.00

1.00 1.00

1.00 1.00

1.00 1.00

0.92 1.00 1.00
No
1856
2706

0.95 3
3795

0.71 5368
1862
1856

51.3 51.3

1.00 No
1856
217

0.66 3
791

0.22 3618
217
1763

8.8 1.00
No
1856
366

0.87 3
421

0.12 3588
184
1763

17.7 17.7
1856
856

0.95 3
1246

0.71 1767
856
1767

47.9 47.9

1.00 1246

0.69 1246

1.00 1.00

17.9 3.1
1856
84 0.95
3 1856
106

0.66 3
0 0

0.66 0
0 0.00
0 0
0 0.87
0 0

0.00 0
1856
10 0.87
3 11

0.12 95
192
1828

17.8 17.8

0.05 220

0.87 253

1.00 1.00

74.7 24.4

0.0 108

0.71 165
928
1822

52.9 52.9

0.09 1287

0.72 1285

1.00 1.00

16.8 3.5
125

0.07 1767
106
1767

10.2 10.2

1.00 125

0.85 167

1.00 1.00

79.4 25.0

0.0 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0
0 0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

8.8 2617

0.71 2617

1.00 1.00

16.5 1.7
791

0.27 936

1.00 1.00

55.4 0.2
212

0.87 244

1.00 1.00

74.7 24.3

13.3 0.0

33.8 2.6

27.2 2.8

28.2 0.0

5.6 4.0 9.6 10.0

34.4 C

20.8 C

23.1 104.3 55.6
E

0.0 A

0.0 A

98.9 F

99.1 C F F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
3646

24.6 C
323

71.6 E
376

99.0 F
Timer - Assigned Phs 3

18.0 * 5.7
* 16

12.2 0.1
4 26.9

6.1 23.9

19.8 0.8
6 128.0

6.1 121.9

54.9 58.8
8 44.9

6.1 45.9

10.8 1.5
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

34.5 C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 4 ends

City of Coronado Page 1605
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th AWSC
5: Glorietta Blvd & Third St/Mullinix Dr
Intersection
Intersection Delay, s/veh13.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
5 5
0 0
7 7
5 5
6 6
8 8
83 333
83 333
26 26
9 9
9 9
27 27

0.75 0.75 0.75 0.68 0.68 0.68 0.77 0.77 0.77 0.85 0.85 0.85 3 7
0 3
0 1
3 9
0 3
7 0
3 9
1 3 3 3 3
34 0
3 11
0 3
11 1
3 32
0 12 108 432
Number of Lanes 0 0 1
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 8.4
A
EB
1 WB
1 14.4
B
WB
1 EB
1 7.6
A
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 8.2
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
19% 42% 26% 20%
75% 0% 32% 20%
6% 58% 42% 60%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
442
83 12
5 19
5 45
9 Through Vol
RT Vol
333
26 574
1 0
7 16
1 6
8 28
1 9
27 53
1 Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q

0.649 0.023 0.04 0.063

4.069 5.091 5.138 4.302
Yes Yes Yes Yes
878 707 700 836

2.13 3.096 3.144 2.311

0.654 0.023 0.04 0.063

14.4 B

4.9 8.2
A

0.1 8.4
A

0.1 7.6
A

0.2 Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 5 ends

City of Coronado Page 1606
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
6: Alameda Blvd & Mc Cain Blvd/4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
18 369
18 369
63 63
0 0
0 0
0 0
0 0
0 0
122
122
0 88
88 0
29 139
29 139
0 0
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
1856 1856 1856 1856
124 90 32 151
No
0 0
0 23 473 81 0

0.78 0.78 0.78 0.98 0.98 0.98 0.92 0.92 0.92
3 3 3 0
0 3 3 3 3 0
91 1969 341 0

0.46 0.46 0.46
198 4281 742
183 133 99 635

0.00 0.19 0.19 0.06 0.34 0.00
0 980 711 1767 1856 0
Grp Volume(v), veh/h 215 178 184
Grp Sat Flow(s),veh/h/ln1846 1689 1687
0 0
0 0
214 32 151 0
1691 1767 1856 0
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 849 777 776
V/C Ratio(X) 0.25 0.23 0.24
Avail Cap(c_a), veh/h 849 777 776

4.1 4.1

0.11 3.6

3.6 3.8

3.8 0.44

0.0 0.0

0.00 0

0.0 0.0

6.7 6.7

1.0 1.0

3.3 3.3

0.0 0.0

0.00 0

0.42 1.00
0 316 99 635

0.00 0.00 0.68 0.32 0.24 0.00
0 0 692 257 1214 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 9.4
Incr Delay (d2), s/veh 0.7
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.6
Unsig. Movement Delay, s/veh

9.3 0.7

0.0 1.3

9.4 0.7

0.0 1.4

0.0 0.0

0.0 0.0

0.0 21.6 26.0 13.5 0.0

0.0 0.0

0.0 0.0

0.0 0.0

2.5 0.0

2.7 1.9

0.0 0.5

0.2 0.0

1.3 LnGrp Delay(d),s/veh 10.2 10.0 10.1 0.0
A

0.0 24.2 27.8 13.6 0.0
LnGrp LOS B B A
577

10.1 B
B A
214

24.2 C
C C B
183

16.1 B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s8.9 16.3
Change Period (Y+Rc), s* 5.7 5.6
Max Green Setting (Gma*x8),.3s 23.4
Max Q Clear Time (g_c+I13).,0s 8.7
1 2 4

32.0 * 5.7
* 26

6.1 6

25.2 5.6

37.4 5.3
Green Ext Time (p_c), s 0.0 1.1 3.6 0.9
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

14.3 B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 6 ends

City of Coronado Page 1607
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
7: Orange Ave & 4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
21 545
21 545
34 34
0 0
0 0
0 0
0 0
0 0
197 298 284 1411
197 298 284 1411
0 0
0 10 0 0 10 50 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.95 1.00 1.00
Parking Bus, Adj
Work Zone On Approach

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0
0 1856 1856 1856 1856
216 327 299 1485
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
24 612

0.89 0.89 0.89
38 0.91 0.91 0.91 0.95 0.95 0.95
3 3 3 0
0 3 3 3 3 0
46 1291 429 0

0.25 0.25 0.25
185 5038 1522
667 1068 441 1868

0.00 0.37 0.37 0.12 0.57 0.00
0 0
0 1856 2978 3428 3618
216 327 299 1485
1856 1489 1714 1763
0 0
0 Grp Volume(v), veh/h 239 397 38
Grp Sat Flow(s),veh/h/ln1846 1689 1522
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 472 864 429
V/C Ratio(X) 0.51 0.46 0.09
Avail Cap(c_a), veh/h 1110 2031 915

7.0 7.0

0.10 6.3

6.3 1.2

1.2 1.00

0.0 0.0

0.00 0

5.2 5.2

4.9 4.9

5.3 19.7

5.3 19.7

0.0 0.0

0.00 0

1.00 1.00
667 1068 441 1868

0.00 0.32 0.31 0.68 0.80 0.00
0 928 1489 787 2834 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 20.6 20.4 18.5 0.0 16.9 16.8 29.8 19.6 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 0.8 0.4

0.8 2.9

0.1 0.0

0.5 0.0

0.0 0.0

0.3 0.0

2.5 0.2

0.0 11.5 25.2

1.9 3.7 21.7

1.8 0.9
Initial Q Delay(d3),s/veh 0.7
%ile BackOfQ(50%),veh/ln3.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.2 21.5 18.6 0.0 17.2 17.0 43.2 45.7 0.0 LnGrp LOS C C A
674

21.6 C
B A B
543

17.1 B
B D D
1784

45.3 D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s2.6 28.6
Change Period (Y+Rc), s* 4.7 5.1
1 2 4

22.0 6.1
6 41.2

5.1 Max Green Setting (Gmax*)1, 5s 31.6
Max Q Clear Time (g_c+I17).,3s 7.2

38.0 9.0

4.8 50.8

21.7 Green Ext Time (p_c), s 0.6 2.7 14.3
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

34.9 C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 7 ends

City of Coronado Page 1608
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th AWSC
8: Alameda Blvd & 6th St
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
60 60
23 23
12 12
17 17
25 25
5 5
23 138
23 138
14 14
2 2
161
161
53 53

0.85 0.85 0.85 0.75 0.75 0.75 0.81 0.81 0.81 0.95 0.95 0.95 3 71
0 3
27 1
3 14
0 3
23 0
3 33
1 3
7 0
3 3 3
17 0
3 2
0 3
169
1 3
56 0
28 170
Number of Lanes 0 1
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 8.7
A
EB
1 WB
1 9.5
A
WB
1 EB
1 9.3
A
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 9.1
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
13% 63% 36% 1%
79% 24% 53% 75%
8% 13% 11% 25%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
175
23 138
14 216 112
1 0.278 0.158 0.089 0.284

4.633 5.097 5.128 4.504
Yes Yes Yes Yes
773 701 695 796

2.675 3.152 3.189 2.545

0.279 0.16 0.091 0.285

9.5 A

1.1 95
60 23
12 47 216
17 25 161
53 63 227
2 RT Vol 5
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
1 1 1

9.1 A

0.6 8.7
A

9.3 A

0.3 1.2
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 8 ends

City of Coronado Page 1609
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
9: Orange Ave & 6th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
39 39
0 57
57 0
33 33
0 4
4 0
30 30
0 15
15 0
82 451
82 451
14 14
0 29 1202
29 1202
57 57
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.94 0.91 0.96 0.85 1.00 0.95 1.00 0.96 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
58 85 49 5 36 18 99 543 17 32 1336 63

0.67 0.67 0.67 0.83 0.83 0.83 0.83 0.83 0.83 0.90 0.90 0.90 3 3 3 3 3 3 3 3 3
61 3 3 3
152 215 113 52 301 141 123 1965 48 1785 84
Arrive On Green
Sat Flow, veh/h

0.28 0.28 0.28 0.28 0.28 0.28 0.07 0.56 0.56 0.03 0.52 0.52 398 758 396 68 1060 495 1767 3483 109 1767 3420 161
Grp Volume(v), veh/h 192
Grp Sat Flow(s),veh/h/ln1552
0 0

0.0 0.0
0 0

0.0 0.0
59 1624

0.0 0
0 0.0

0.0 0
0 0.0

0.0 99 274 286
1767 1763 1829 1767 1763 1818
32 687 712
Q Serve(g_s), s
Cycle Q Clear(g_c), s 11.7
Prop In Lane 0.30
Lane Grp Cap(c), veh/h 480
V/C Ratio(X)
Avail Cap(c_a), veh/h 518

7.1 6.6

6.6 9.6

9.6 9.7

9.7 2.2 36.7 36.9

2.2 36.7 36.9

0.09 48 920 949

3.2 0.26 0.08
494

0.31 1.00 0.06 1.00
0 0 0 0 123 995 1032

0.40 0.00 0.00 0.12 0.00 0.00 0.80 0.28 0.28 0.66 0.75 0.75 0 0 534 166 995 1032 99 920 949 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 0.97 0.97 0.97 0.59 0.59 0.59 Uniform Delay (d), s/veh 34.8
Incr Delay (d2), s/veh 0.5
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln4.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.3

0.0 0.0

0.0 0.0

0.0 31.9 0.0

0.0 0.0

0.0 0.0 55.0 13.5 13.5 57.8 22.5 22.5

0.0 0.0

0.0 0.1

0.0 1.3

0.0 17.8 0.7

0.0 4.0

0.6 0.0

4.1 8.8

0.0 3.3

0.0 3.3

0.0 0.0

0.0 0.0

3.6 1.1 15.5 16.1

0.0 A
192

35.3 D

0.0 32.0 0.0
A
59 32.0
C

0.0 72.8 14.2 14.1 66.6 25.8 25.8
LnGrp LOS D A C A E B
659

23.0 C
B E C
1431

26.7 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s8.0 72.8
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x6),.7s 61.3
Max Q Clear Time (g_c+I14).,2s 11.7
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

39.2 5.1

37.1 5.2

39.2 13.1 67.7

5.1 * 4.7 5.1

37.1 * 11 56.7

13.7 1.1

8.6 38.9

3.8 0.0 9.5 0.3
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

26.5 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 9 ends

City of Coronado Page 1610
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
10: Orange Ave & 8th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
77 77
0 52
52 0
34 34
0 17
17 0
46 46
0 30
30 0
69 484
69 484
10 10
0 24 1114
24 1114
43 43
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.96 0.98 0.96 1.00 0.94 1.00 0.93 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
104 70 46 28 77 50 74 520 11 28 1311 51

0.74 0.74 0.74 0.60 0.60 0.60 0.93 0.93 0.93 0.85 0.85 0.85 3 3 3 3 3 3 3 3 3
36 3 3 3
250 162 89 109 262 148 96 1689 53 1567 61
Arrive On Green
Sat Flow, veh/h

0.28 0.28 0.28 0.28 0.28 0.28 0.05 0.48 0.48 0.03 0.45 0.45 627 582 319 173 942 531 1767 3525 74 1767 3448 134
Grp Volume(v), veh/h 220
Grp Sat Flow(s),veh/h/ln1528
0 0

0.0 0.0
0 0

0.0 0.0
155
1646

0.0 0
0 0.0

0.0 0
0 0.0

0.0 74 260 271
1767 1763 1837 1767 1763 1819
28 669 693
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

2.7 7.7

0.47 2.9

2.9 6.3

6.3 6.3

6.3 1.1 23.4 23.5

1.1 23.4 23.5

0.07 53 801 827

5.0 0.21 0.18
519

0.32 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 501 96 844 880
V/C Ratio(X)
Avail Cap(c_a), veh/h 802
0 0 0 0

0.44 0.00 0.00 0.30 0.00 0.00 0.77 0.31 0.31 0.53 0.84 0.84 0 0 852 134 889 926 144 899 928 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.9
Incr Delay (d2), s/veh 0.6
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.5

0.0 0.0

0.0 0.0

0.0 20.0 0.0

0.0 0.0

0.0 0.0 32.7 11.1 11.1 33.5 16.8 16.8

0.0 0.0

0.0 0.3

0.0 1.9

0.0 16.1 0.2

0.0 2.3

0.2 0.0

2.4 7.9

0.0 0.6

6.3 0.0

9.7 10.1

6.2 0.0 0.0

0.0 0.0

1.6 0.0
A
220

21.5 C

0.0 20.4 0.0
A
155

20.4 C

0.0 48.7 11.3 11.3 41.4 23.1 23.1
LnGrp LOS C A C A D B
605

15.9 B
B D C
1390

23.4 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s6.8 38.6
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x5),.7s 35.3
Max Q Clear Time (g_c+I13).,1s 8.3
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

24.6 5.1

34.1 7.0

24.6 8.5 36.9

5.1 34.1 * 5.3 35.7

5.1 * 4.7

9.7 1.4

4.9 25.5

3.4 0.0 6.3 0.9
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

21.1 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 10 ends

City of Coronado Page 1611
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
11: Orange Ave & 10th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
33 33
0 65
65 0
54 54
0 14
14 0
45 45
0 34
34 0
76 566
76 566
9 9
0 33 922
33 922
62 62
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.85 1.00 0.95 1.00 0.86 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
45 88 73 21 68 52 88 658 10 35 991 67

0.74 0.74 0.74 0.66 0.66 0.66 0.86 0.86 0.86 0.93 0.93 0.93 3 3 3 3 3 3 3 3 3
31 3 3 3
58 242 201 34 227 174 108 2015 45 1761 119
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h

0.03 0.27 0.27 0.02 0.25 0.25 0.06 0.57 0.57 0.03 0.53 0.53 1767 912 757 1767 901 689 1767 3551 54 1767 3312 224
88 326 342 35 527 531
1590 1767 1763 1843 1767 1763 1773
45 0
0 161
1669 1767
21 0
0 120
Grp Sat Flow(s),veh/h/ln1767
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 58
V/C Ratio(X)
Avail Cap(c_a), veh/h 114

4.0 4.0

1.00 0.0 12.5

0.0 12.5

1.9 1.9

0.0 0.0

9.8 9.8

0.43 1.00

7.9 15.7 15.7

7.9 15.7 15.7

3.2 32.0 32.0

3.2 32.0 32.0

0.13 45 937 943

0.45 1.00
444 34

0.03 1.00
0 0 401 108 1000 1045

0.78 0.00 0.36 0.63 0.00 0.30 0.82 0.33 0.33 0.78 0.56 0.56 0 485 74 426 191 1000 1045 103 937 943 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.52 0.52 0.52 Uniform Delay (d), s/veh 76.8
Incr Delay (d2), s/veh 19.6
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln2.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 96.4

0.0 47.7 77.9 0.0 48.4 74.2 18.4 18.4 77.5 25.0 25.0

0.0 0.0

0.0 0.5 17.6 0.0

0.0 0.0

0.4 13.7 0.9

0.0 6.8

0.8 13.8 1.3

0.0 1.3

0.0 0.0

5.4 0.0

1.0 0.0

4.0 0.0

4.0 0.0

7.1 0.0

1.6 13.8 13.9

0.0 48.2 95.6 0.0 48.8 87.9 19.2 19.2 91.3 26.3 26.3
LnGrp LOS F A
206

58.7 E
D F A
141

55.8 E
D F B
756

27.2 C
B F C
1093

28.4 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.8 95.9
Change Period (Y+Rc), s* 4.7 5.1 * 4.7

7.7 47.6 14.5 90.2

5.1 * 4.7

9.9 45.4

5.1 * 4.7 5.1
Max Green Setting (Gma*x9),.3s 77.9 * 6.7 46.5 * 17 69.9 * 10 42.9 Max Q Clear Time (g_c+I15).,2s 17.7 3.9 14.5 9.9 34.0 6.0 11.8 Green Ext Time (p_c), s 0.0 4.8 0.0 1.1 0.1 8.7 0.0 0.8 Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

32.6 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 11 ends

City of Coronado Page 1612
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th TWSC
12: Glorietta Blvd & Pomona Ave
Intersection
Int Delay, s/veh 7.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
382 176
382 176
30 30
0 5
5 32
5 5
10 299
299
32 0 0
Free Free Free Free Stop Stop
- None - None - None
-
-
-
0 -
0 0
-
-
-
0 0
0 -
-
- 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
86 3
86 3
85 3
35 85
3 6
90 3
6 90
3 444 205 332
Major/Minor
Conflicting Flow All
Stage 1
Major1 Major2 Minor2
1173
70 1103

6.43 6.23

5.43 5.43
- 3.527 3.327
73 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
70 -
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 -
-
-
- -

2.227
Pot Cap-1 Maneuver 1520 -
-
-
-
-
-
-
-
211 990
950
316
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1474
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
131 960
-
-
-
131
608
307
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

5.8 WB
0 SB

11.8 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
EBL EBT WBT WBR SBLn1
1474

0.301

8.5 -
-
0 A
-
-
-
-
-
-
- 869
- 0.389
-
-
-

11.8 A B
HCM 95th %tile Q(veh) 1.3 1.9
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 12 ends

City of Coronado Page 1613
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
13: Orange Ave & Rh Dana Pl/Adella Ave
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
24 24
0 20
20 0
108
108
0 9
9 0
10 10
0 14
14 0
350
350
0 517
517
0 13
13 0
38 38
0 912
912
0 115
115
0 Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.90 1.00

0.78 1.00

0.91 1.00

0.87 1.00

1.00 1.00

0.91 1.00

1.00 1.00

0.83 1.00 1.00
No
1856
26 0.78
3 210

0.30 701
0 1.00
No
1856
16 0.63
3 144

0.30 479
0 1.00
No
1856
594

0.87 3
2037

0.58 3504
299

1.00 No
1856
1126

0.81 3
1165

0.38 3068
645
1763

64.2 64.2
1856
31 0.78
3 261

0.30 767
57 1468

0.0 1856
138

0.78 3
650

0.30 2165
138
1082

8.6 1856
14 0.63
3 127

0.30 337
52 1414

0.0 1856
22 0.63
3 180

0.30 598
0 1856
402

0.87 3
1856
15 0.87
3 51

0.58 88
310
1830

15.4 15.4

0.05 1064

0.29 1064

1.00 1.00

19.0 0.2
1856
47 0.81
3 1856
142

0.81 3
416

0.24 1767
402
1767

40.4 40.4

1.00 416

0.97 416

1.00 1.00

67.9 35.0

0.0 60 146

0.38 385
623
1690

65.1 65.1

0.23 642

0.97 645

1.00 1.00

54.7 28.3

0.0 0.03
1767
47 1767

4.7 4.7

1.00 60

0.78 103

1.00 1.00

86.0 19.3

0.0 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 0

0.0 0.0
0 1763

15.3 15.3

0.0 0.0

0.42 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

4.2 8.6 4.2

0.54 471

0.12 473

1.00 1.00

45.4 0.1

1.00 650

0.21 651

1.00 1.00

47.0 0.2

0.27 450

0.12 451

1.00 1.00

45.4 0.1
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
1025

0.29 1025

1.00 1.00

18.9 0.2
669

0.96 673

1.00 1.00

54.5 25.8

0.0 0.0

1.9 0.0

2.4 0.0

1.7 0.0

6.5 0.0

22.4 6.8 2.5 33.3 32.7

45.5 D

0.0 A

47.1 D

45.5 D

0.0 A

0.0 102.9
A

19.1 B

19.1 105.4 80.3
F

83.0 F B F F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
195

46.7 D
52 45.5
D
1011

52.4 D
1315

82.5 F
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s * 11 100.3
Max Q Clear Time (g_c+I1), s 6.7
1 2 4

59.0 5.1

54.0 10.6

1.1 5

47.0 * 4.7
* 42

42.4 0.0
6 73.5

5.4 68.5

67.1 1.1
8 59.0

5.1 54.0

6.2 10.8 109.7
* 4.7 5.4

17.4 Green Ext Time (p_c), s 0.0 4.3 0.3
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

67.2 E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 13 ends

City of Coronado Page 1614
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
14: Orange Ave & Pomona Ave
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 155
Future Volume (veh/h) 155
3 3
0 1038 572
1038 572
0 0
0 972
972
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856

0.97 1.00
No No
1856
1105
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
263 5 1221 673

0.59 0.59 0.85 0.85 0.88 0.88
3 322
3 6
3 3 0
0 3
1616 808 2534
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 269
Grp Sat Flow(s),veh/h/ln1762

0.19 0.19 1.00 1.00 0.00 0.72
1723 33 2341 1124 0
0 0
3711
1105
1763
0 0
930 964
1763 1610
Q Serve(g_s), s
Cycle Q Clear(g_c), s 16.1
Prop In Lane
Lane Grp Cap(c), veh/h 329
V/C Ratio(X) 0.82 0.00 0.73 0.83 0.00 0.44
Avail Cap(c_a), veh/h 497 1267 1157 2534

16.1 0.0 0.0 0.0 0.0 14.1

0.0 0.0 0.0 0.0 14.1

0.98 0.02 0.70 0.00
0 1267 1157 0 2534
0 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 1.00 1.00

1.00 0.00 0.76 0.76 0.00 0.52
Uniform Delay (d), s/veh 42.9
Incr Delay (d2), s/veh 6.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln7.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.3

0.0 0.0

0.0 0.0

0.0 2.9

0.0 1.0

0.0 5.5

0.0 1.8

0.0 0.0

0.0 0.0

6.3 0.1

0.0 4.6

0.0 A

2.9 A

5.5 A

0.0 A

6.4 LnGrp LOS D A
Approach Vol, veh/h
Approach Delay, s/veh 49.3
Approach LOS
269 1894

4.2 A
1105

6.4 D A
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
2 84.5

5.4 6

84.5 5.4
8 25.5

5.0 Max Green Setting (Gmax), s 44.6
Max Q Clear Time (g_c+I1), s 2.0

18.6 16.1

1.7 31.0

18.1 Green Ext Time (p_c), s 25.3 0.7
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

8.7 A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 14 ends

City of Coronado Page 1615
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM Signalized Intersection Capacity Analysis
15: Silver Strand Blvd/Orange Ave & Avenida Del Sol
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
62 62
1900

4.0 0
0 1900

4.0 5
5 1900
0 0
1900
0 0
1900
4 4
1900

4.7 20
20 1900

4.7 1546
1546
1900

5.8 3
3 1900
0 0
1900
1091
1091
1900

5.8 49
49 1900

5.8 0.95

1.00 1.00

1.00 0.95
1665

0.95 1665

0.79 78

0.95 0.99

1.00 0.98

0.96 1633

0.96 1633

0.79 0

1.00 1.00

1.00 0.86

1.00 1596

1.00 1596

0.42 10

1.00 1.00

1.00 1.00

0.95 1752

0.95 1752

0.87 23

0.95 1.00

1.00 1.00

1.00 3504

1.00 3504

0.87 1777
0 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.91 1199
0 1.00

0.93 1.00

0.85 1.00
1461

1.00 1461

0.91 54
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot

0.79 6
0 0
18 10

0.42 0.42 0.87
3 0
0 10
10 0.91
0 0
0 0
0 0
0 0
0 0
42 37
5 9
1 0
23 21
15 39
21 10
1780 1199
Perm NA
4 Perm Prot
5 NA
2 NA Perm
6 4

12.8 12.8

0.12 4.0

3.0 193
8 12.1

12.1 0.11

4.7 3.0
175
6 12.8

12.8 0.12

4.0 3.0
190

3.6 3.6

0.03 4.7

3.0 57

87.4 87.4

0.79 5.8

3.0 2784

79.1 79.1

79.1 0.72

5.8 3.0
1050

79.1 0.72

5.8 3.0
2520

0.01 c0.51 0.34
v/s Ratio Perm
v/c Ratio
c0.03

0.22 44.1

1.00 0.6

0.00 0.03

43.1 1.00

0.1 43.1
D

43.9 D

0.00 0.01

43.6 1.00

0.0 0.03

0.04 4.5

4.24 0.0

0.40 52.1

1.00 4.6

56.8 E

0.64 4.7

1.00 1.1

5.9 A

0.48 6.6

2.96 0.0

19.5 B
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS

44.6 D

43.6 D

18.9 B

43.6 D

6.5 A

19.5 B
Intersection Summary
HCM 2000 Control Delay
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)

12.8 0.62
110.0

79.3%
15 HCM 2000 Level of Service B
Sum of lost time (s)
ICU Level of Service

15.2 D
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1616
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
16: Silver Strand Blvd & Avenida De Las Arenas
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
53 53
0 11
11 0
9 9
0 13
13 0
0 0
0 5
5 0
40 1592
40 1592
33 33
0 22 992
22 992
50 50
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.94 0.93 0.96 0.93 1.00 0.93 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
75 0 11 34 0 13 46 1830 38 25 1140 57

0.81 0.81 0.81 0.38 0.38 0.38 0.87 0.87 0.87 0.87 0.87 0.87 3 553
3 0
3 3 3
6 3
64 3 3 3
51 3 3 3
247 204 59 2488 38 2367 118
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h

0.17 0.00 0.17 0.17 0.00 0.17 0.07 1.00 1.00 0.02 0.69 0.69 2602 0 1465 960
11 47
1465 1380
38 382 1767 3526 73 1767 3411 170
75 0
0 0
0 0
0 46 911 957
1767 1763 1836 1767 1763 1819
25 589 608
Grp Sat Flow(s),veh/h/ln1301
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 553
V/C Ratio(X)
Avail Cap(c_a), veh/h 740

0.0 3.0

1.00 0.0

0.0 0.9

0.9 1.00 0.72
247 274

3.5 4.2

0.0 0.0

0.0 0.0

0.28 1.00

3.8 3.8

0.0 0.0

0.0 0.0

0.04 1.00

2.1 23.0 23.1

2.1 23.0 23.1

0.09 0 0 0 59 1244 1295 38 1223 1262

0.14 0.00 0.04 0.17 0.00 0.00 0.78 0.73 0.74 0.66 0.48 0.48 0 353 373 119 1244 1295 67 1223 1262 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 0.00 0.09 0.09 0.09 0.89 0.89 0.89 Uniform Delay (d), s/veh 53.0
Incr Delay (d2), s/veh 0.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.2

0.0 52.2 53.5 0.0

0.0 0.0

0.0 0.0 69.5 0.0

0.4 0.0

0.1 0.0 72.8 10.6 10.6

0.0 0.0

0.0 0.1

0.0 0.4

0.3 0.0

1.6 0.0

0.0 0.0

2.1 0.0

1.7 0.4 15.7 1.2

0.0 8.5

1.2 0.0

8.8 0.0

0.1 0.0

1.1 0.0 52.3 53.8 0.0
A
47 53.8
D

0.0 71.5 0.4
A
1914

2.1 A

0.4 88.5 11.8 11.7
LnGrp LOS D A D D A E A F B
1222

13.3 B
B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
86 53.0
D
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s7.9 111.6
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma*x5),.7s 92.6
Max Q Clear Time (g_c+I14).,1s 2.0
Green Ext Time (p_c), s 0.0 25.6
1 2 4 5 6 8

30.4 5.1

36.1 6.2

30.4 9.7 109.9

5.8 36.1 * 10 88.2

5.1 * 4.7

5.0 0.3

5.8 25.1

0.0 9.5 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

8.4 A
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 16 ends

City of Coronado Page 1617
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
17: Silver Strand Blvd & Rendova Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
1 1
0 6
6 0
1509
1509
0 58 441 729
58 441 729
0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.90
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
2 10 1640 63 531 878

0.58 0.58 0.92 0.92 0.83 0.83
3 13
3 3 3 3 3
64 2061 888 451 3072
Arrive On Green
Sat Flow, veh/h

0.06 0.06 1.00 1.00 0.51 1.00
229 1144 3618 1518 1767 3618
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1487
13 0
0 1640 63 531 878
1763 1518 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

1.2 1.2

0.15 0.77

0.0 0.0

0.0 0.0

0.0 38.3

0.0 38.3

1.00 1.00

0.0 0.0
Lane Grp Cap(c), veh/h 83
V/C Ratio(X) 0.16 0.00 0.80 0.07 1.18 0.29
Avail Cap(c_a), veh/h 347 2061 888 451 3072
0 2061 888 451 3072
0 HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 2.00 2.00

1.00 0.00 0.66 0.66 0.89 0.89
Uniform Delay (d), s/veh 67.4
Incr Delay (d2), s/veh 0.9
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.3

0.0 0.0

0.0 0.0

0.0 2.2

0.0 0.6

0.0 36.7

0.1 98.6

0.0 0.0

0.0 0.0

0.0 0.0

0.0 24.6

0.0 A

2.2 A

0.1 135.3 0.0
LnGrp LOS E A F A
Approach Vol, veh/h
Approach Delay, s/veh 68.3
Approach LOS
13 1703

2.1 A
1409

51.0 E D
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 4s3.0 93.5
Change Period (Y+Rc), s* 4.7 5.8
1 2 6
136.5

5.8 8

13.5 5.1
Max Green Setting (Gmax*)3, 8s 61.1
Max Q Clear Time (g_c+I410).,3s 2.0
Green Ext Time (p_c), s 0.0 19.6
104.1

2.0 6.8

35.0 3.2

0.0 Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

24.4 C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 17 ends

City of Coronado Page 1618
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
18: Silver Strand Blvd & Tarawa Rd
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
27 27
0 24
24 0
18 18
0 3
3 0
30 115
30 115
96 1407
96 1407
47 112 443 172
47 112 443 172
0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
48 49 34 4 35 135 103 1513 51 138 547 212

0.53 0.53 0.53 0.85 0.85 0.85 0.93 0.93 0.93 0.81 0.81 0.81 3 94
3 99
3 79
3 3 3 3 3 3 3 3 3
24 209 188 123 2087 899 160 1513 584
Arrive On Green
Sat Flow, veh/h

0.05 0.05 0.05 0.13 0.13 0.13 0.14 1.00 1.00 0.09 0.61 0.61 1767 1856 1488 189 1657 1490 1767 3526 1518 1767 2470 954 Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1767 1856 1488 1846
48 49 34 39 0
0 135 103 1513
1490 1767 1763 1518 1767 1763 1660
51 138 390 369
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

4.0 4.0

1.00 3.9

3.9 3.3

3.3 1.00 0.10
79 233

2.8 2.8

0.0 13.1

0.0 13.1

8.5 8.5

0.0 0.0

0.0 11.6 16.5 16.6

0.0 11.6 16.5 16.6

1.00 1.00 1.00 1.00 0.57
Lane Grp Cap(c), veh/h 94 99 0 188 123 2087 899 160 1080 1018 V/C Ratio(X) 0.51 0.50 0.43 0.17 0.00 0.72 0.84 0.72 0.06 0.86 0.36 0.36 94 99 79 406 328 193 2087 899 192 1080 1018

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

1.00 1.00 1.00 1.00 0.00 1.00 0.72 0.72 0.72 0.97 0.97 0.97 Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
0 Uniform Delay (d), s/veh 69.1 69.1 68.8 58.5 0.0 63.0 63.7 0.0

1.6 0.0

0.5 0.0 67.3 14.4 14.5
Incr Delay (d2), s/veh 4.5 3.8

0.0 1.9

3.7 0.0

1.4 0.3

0.0 1.4

0.0 0.0

0.0 5.0 12.3 0.1 26.6 0.9

0.0 6.6

1.0 0.0

6.2 Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.9
Unsig. Movement Delay, s/veh

0.0 5.2

0.0 4.0

0.0 0.0

0.0 6.3
LnGrp Delay(d),s/veh 73.7 72.9 72.5 58.8 0.0 68.0 76.0 1.6 A
1667

6.2 A

0.1 93.9 15.3 15.4
LnGrp LOS E E
131

73.1 E
E E A
174

65.9 E

E E A F B
897

27.5 C
B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s8.3 94.6
Change Period (Y+Rc), s* 4.7 5.8
1 2 4 5 6 8

24.0 5.1

13.1 15.2 97.7

5.1 * 4.7 5.8
Max Green Setting (Gmax*)1, 6s 72.0
Max Q Clear Time (g_c+I113).,6s 2.0
Green Ext Time (p_c), s 0.1 17.2

8.0 * 16 71.9

6.0 10.5 18.6

33.0 15.1

0.1 0.1 5.0 0.6
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

19.5 B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 18 ends

City of Coronado Page 1619
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM Signalized Intersection Capacity Analysis
19: Silver Strand Blvd & Tulagi Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
41 41
1900

5.1 1
1 1900
1793
1793
1900

5.8 177
177
1900

5.8 0
0 1900
266
266
1900

5.8 1.00

1.00 1.00

1.00 0.95
1752

0.95 1752

0.79 52

0.95 1.00

1.00 1.00

1.00 3505

1.00 3505

0.93 1928
0 1.00

0.96 1.00

0.85 1.00
1502

1.00 1502

0.93 190
38 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.60 443
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot

0.79 0.60
1 0
0 0
0 0
1 52
0 1928 152 443
10 10 10
Perm NA Perm
2 NA
6 8

4.1 4.1

0.05 5.1

3.0 95
2 60.0 60.0

60.0 0.80

5.8 3.0
1201

60.0 60.0

0.80 5.8

3.0 2804

0.13 60.0

0.80 5.8

3.0 2804
c0.55
v/s Ratio Perm
v/c Ratio
c0.03

0.55 34.5

1.00 6.3

40.9 D

40.9 D

0.10 0.13

1.7 1.00

0.2 1.9
A

0.69 3.3

1.00 1.4

4.7 A

0.16 1.7

1.35 0.1

2.4 A
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS

4.5 A

2.4 A
Intersection Summary
HCM 2000 Control Delay 4.9

0.68 75.0

62.8%
15 HCM 2000 Level of Service A
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
Sum of lost time (s)
ICU Level of Service

10.9 B
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1620
Attachment 9
Mid-Term 2030 AM
02/07/2024
HCM 6th Signalized Intersection Summary
20: Silver Strand Blvd & Leyte Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
31 31
0 77 2079
77 2079
16 16
0 55 266
55 266
0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
41 101 2475

0.76 0.76 0.84 0.84 0.71 0.71
19 77 375
3 3 3 3 3 3
143 127 2550 1101 80 2854
Arrive On Green
Sat Flow, veh/h

0.08 0.08 0.72 0.72 0.05 0.81
1767 1572 3618 1522 1767 3618
Grp Volume(v), veh/h 41 101 2475 19 77 375
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1522 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

2.8 2.8

1.00 1.00

8.1 83.3

8.1 83.3

0.4 0.4

1.00 1.00

5.6 5.6

2.9 2.9
Lane Grp Cap(c), veh/h 143 127 2550 1101
V/C Ratio(X)
Avail Cap(c_a), veh/h 373 332 2565 1107
80 2854

0.29 0.79 0.97 0.02 0.96 0.13
80 2971
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.3 57.7 16.4
Incr Delay (d2), s/veh 1.1 10.5 11.7

0.0 0.0

3.6 30.2

5.0 60.9

0.0 90.0

2.6 0.0

0.0 0.7
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.3
Unsig. Movement Delay, s/veh

0.0 0.1

0.0 4.4
LnGrp Delay(d),s/veh 56.3 68.2 28.1 5.0 150.8 2.6
A
452

27.9 C
LnGrp LOS E E C
2494

27.9 C
A F
Approach Vol, veh/h 142
Approach Delay, s/veh 64.8
Approach LOS E
Timer - Assigned Phs 1 2 6
111.9
* 8.4
* 1.1E2

4.9 8

16.0 5.6

27.0 10.1

0.4 Phs Duration (G+Y+Rc), 1s1.0 100.9
Change Period (Y+Rc), s* 5.2 * 8.4
Max Green Setting (Gma*x5),.8s * 93
Max Q Clear Time (g_c+I17).,6s 85.3
Green Ext Time (p_c), s 0.0 7.2 2.4
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

29.6 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 20 ends

City of Coronado Page 1621
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
1: Orange Ave & 1st St
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
203
203
0 267
267
0 100
100
0 87
87 0
104
104
0 56
56 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.85 1.00

0.96 1.00

1.00 1.00
No
1856
124

0.84 3
598

0.34 1767
124
1767

3.2 1.00

1.00 1.00
No
1856
248

0.82 3
323

0.49 655
0 1.00
No
1856
110

0.79 3
913

0.49 1856
110
1856

2.1 1856
326

0.82 3
1856
127

0.79 3
1856
67 0.84
3 532

0.34 1572
67 1572

1.9 424

0.49 861
574
1516

20.1 20.1

0.57 746

0.77 746

1.00 1.00

13.5 4.9
258

0.49 803
127
803

10.0 30.1

1.00 258

0.49 258

1.00 1.00

25.8 1.5
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 2.1 3.2 1.9

1.00 598

0.21 598

1.00 1.00

15.3 0.8

1.00 532

0.13 532

1.00 1.00

14.9 0.5
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 913

0.12 913

1.00 1.00

8.9 0.1

0.0 0.8

0.0 7.0

0.0 1.9

0.0 1.4

0.0 0.7

0.0 A

18.4 B

27.2 C

9.0 A

16.1 B

15.3 B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
574

18.4 B
237

18.7 B
191

15.8 B
Timer - Assigned Phs 2

38.0 6.0

32.0 22.1

3.2 6

38.0 6.0

32.0 32.1

0.0 8

27.0 5.0

22.0 5.2
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.5
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

18.0 B
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1622
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th TWSC
2: A Ave & 1st St
Intersection
Int Delay, s/veh 5.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
3 3
10 17
17 0
56 56
11 8
8 11
14 14
0 0
0 10
58 58
17 0
0 0
10 10
10 3
3 10
3 3
0 0
0 17
Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
73 3
4 73
3 23
73 3
77 55
3 15
55 3
25 55
3 0
66 3
88 66
3 0
66 3
15 30
3 10
30 3
10 30
3 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All
Stage 1
35 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
111 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
158 146 83 152 184 52
-
-
-
-
81 77
81 65
-
-
65 87 119
65 Stage 2
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
-
-
-
-
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227 - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1570 -
-
-
-
-
-
-
-
1473 -
-
-
-
-
-
-
-
806 744 974 813 708 1013
925 826
929 839
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1555
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
943 839
918 795
-
-
1458 768 719 955 777 685 987
-
-
-
-
-
-
768 719
913 815
894 822
-
-
-
777 685
932 822
892 785
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

0.3 WB

2.7 NB

10.2 B
SB

10.1 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
791 1555

0.13 0.003
-
-
-
-
-
-
-
1458

0.01 7.5
A
-
-
- 728
- 0.027

10.2 B

0.4 7.3
A
0 0
A
-
0 A
-
-
-
-

10.1 B
HCM 95th %tile Q(veh) 0 0.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 2 ends

City of Coronado Page 1623
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th TWSC
3: A Ave & 2nd St
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
Future Vol, veh/h
Conflicting Peds, #/hr
10 136
10 136
22 22
55 12 136
12 136
67 67
49 10
10 10
7 7
0 3
3 10
33 33
10 43
43 0
14 14
49 0 55 0 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
69 3
14 197
69 3
69 3
32 90
3 13 151
90 3
90 3
74 71
3 14
71 3
10 71
3 4
76 3
43 76
3 57
76 3
18 Major/Minor
Conflicting Flow All
Stage 1
Major1
274
Major2 Minor1 Minor2
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
284 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
558 596 278 521 575 247
296 296
262 300

7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
-
-
-
-
-
-
263 263
258 312
-
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13
-
-
-
-
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227 - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1283 -
-
-
-
-
-
-
-
1273 -
-
-
-
-
-
-
-
439 416 758 464 427 789
710 666
741 664
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1223
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
740 689
744 656
-
-
1206 349 366 711 419 376 745
-
-
-
-
-
-
349 366
664 623
646 625
-
-
-
419 376
696 649
712 614
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

0.5 WB

0.4 NB

15.1 C
SB

16.7 C
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
385 1223

0.073 0.012
-
-
- 1206 -
-
- 425
- 0.011 - 0.279

15.1 C

0.2 8
A
0 0
A
-
-
-
-
8 A
0 0
A
-
-
-
-

16.7 C
HCM 95th %tile Q(veh) 1.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 3 ends

City of Coronado Page 1624
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
4: Orange Ave & Third St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
0 0
0 0
0 0
992
992
55 601
601
75 79
79 0
59 59
0 209
209
0 0
0 0
0 0
0 551
551
60 14
14 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

1.00 1.00

0.97 1.00

1.00 1.00

1.00 1.00

1.00 1.00

0.87 1.00 1.00
No
1856
570

0.96 3
1808

0.56 3161
334

1.00 No
1856
243

0.86 3
1213

0.32 3618
243
1763

5.4 1.00
No
1856
641

0.86 3
926

0.22 3593
323
1763

18.8 18.8
1856
1073

0.96 3
1856
82 0.96
3 1856
69 0.86
3 0
0 0.86
0 0

0.00 0
0 0

0.86 0
0 0.00
0 1856
16 0.86
3 8

0.22 87
334
1825

18.9 18.9

0.05 472

0.71 522

1.00 1.00

41.7 3.9
1954

0.56 3534
1073
1767

20.6 20.6

1.00 1954

0.55 1989

1.00 1.00

18.3 1.1
206

0.56 453
318
1759

10.4 10.4

0.26 985

0.32 990

1.00 1.00

16.0 0.9
89 0.05
1767
69 1767

4.2 4.2

1.00 89

0.78 170

1.00 1.00

52.3 13.5

0.0 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
0 0
0 1856 0

10.4 10.4

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 106.6

0.0 26.4

5.4 1029

0.32 1044

1.00 1.00

16.0 0.8
1213

0.20 1534

1.00 1.00

25.7 0.1
456

0.71 504

1.00 1.00

41.8 4.0

12.7 16.4

14.2 13.6

15.4 13.5

0.0 2.3

99.7 2.3 26.2

32.1 C

31.0 C
1725

31.9 C

32.3 C

65.8 E

25.8 C
312

34.7 C

0.0 A

0.0 152.4 145.3
A F
657
148.8
F
F
Timer - Assigned Phs 3

11.1 * 5.7
* 10

6.2 4

30.0 6.1

30.9 20.9

3.0 6

66.9 6.1

60.8 22.6

11.8 8

41.1 6.1

47.0 7.4
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

60.7 E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 4 ends

City of Coronado Page 1625
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th AWSC
5: Glorietta Blvd & Third St/Mullinix Dr
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
3 3
2 2
6 6
29 29
59 59
27 27
42 121
42 121
48 48
63 63
51 51
14 14

0.92 0.92 0.92 0.56 0.56 0.56 0.91 0.91 0.91 0.57 0.57 0.57 3 3
0 3
2 1
3 7
0 3 3 3
48 0
3 3 3 3 3
89 1
3 25
0 52 105
0 46 133 53 111
Number of Lanes 1 0 1 0 0
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 9.9
A
EB
1 WB
1 9.7
A
WB
1 EB
1 9.9
A
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 8.2
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
20% 27% 25% 49%
57% 18% 51% 40%
23% 55% 23% 11%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
211
42 121
48 11 115 128
3 2
6 29
59 27
63 51
RT Vol 14
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
232
1 12 205 225
1 1 1

0.301 0.017 0.282 0.3

4.672 5.04 4.935 4.803
Yes Yes Yes Yes
765 703 723 743

2.727 3.124 2.996 2.859

0.303 0.017 0.284 0.303

9.7 A

1.3 8.2
A

9.9 A

9.9 A

0.1 1.2 1.3
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 5 ends

City of Coronado Page 1626
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
6: Alameda Blvd & Mc Cain Blvd/4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
24 1244 115
24 1244 115
0 0
0 0
0 0
0 0
0 105
105
0 73 185 232
73 185 232
0 0
0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.94 1.00 1.00
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
1856 1856 1856 1856
136 95 223 280
No
0 0
0 29 1481 137 0

0.84 0.84 0.84 0.77 0.77 0.77 0.83 0.83 0.83
3 3 3 0
0 3 3 3 3 0
35 1895 182 0

0.40 0.40 0.40
88 4746 455
187 130 267 793

0.00 0.19 0.19 0.15 0.43 0.00
0 990 692 1767 1856 0
Grp Volume(v), veh/h 612 508 527
Grp Sat Flow(s),veh/h/ln1851 1689 1748
0 0
0 0
231 223 280
1682 1767 1856
0 0
Q Serve(g_s), s
Cycle Q Clear(g_c), s 19.3 16.8 16.9
Prop In Lane 0.05 0.26
Lane Grp Cap(c), veh/h 739 674 698
V/C Ratio(X) 0.83 0.75 0.75
Avail Cap(c_a), veh/h 739 674 698

19.3 16.8 16.9 0.0

0.0 0.00
0 0.0

0.0 8.4

8.4 8.0

8.0 6.6

6.6 0.0

0.0 0.00
0 0.41 1.00
0 317 267 793

0.00 0.00 0.73 0.83 0.35 0.00
0 0 555 285 1074 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 17.6 16.8 16.8 0.0

0.0 0.0

0.0 0.0 24.9 26.8 12.6 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 10.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln9.6
Unsig. Movement Delay, s/veh

7.6 0.0

7.4 7.4

0.0 7.6

0.0 0.0

0.0 3.2 18.1 0.3

0.0 2.6

0.0 3.5

0.0 4.6
LnGrp Delay(d),s/veh 27.9 24.5 24.2 0.0
A

0.0 28.1 44.9 12.8 0.0
LnGrp LOS C C A
1647

25.7 C
C A
231

28.1 C
C D B
503

27.1 C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s5.5 17.9
Change Period (Y+Rc), s* 5.7 5.6
Max Green Setting (Gmax*)1, 1s 21.5
Max Q Clear Time (g_c+I110).,0s 10.4
Green Ext Time (p_c), s 0.0
1 2 4

31.7 * 5.7
* 26

21.3 3.7
6 33.4

5.6 37.7

8.6 1.0 1.8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

26.2 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 6 ends

City of Coronado Page 1627
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
7: Orange Ave & 4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
17 1729
17 1729
43 43
0 0
0 0
0 0
0 0
0 0
233 251 415 1118
233 251 415 1118
0 0
0 60 0 0 10 70 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.90 1.00 1.00
Parking Bus, Adj
Work Zone On Approach

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0
0 1856 1856 1856 1856
219 286 451 1215
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
19 1900

0.91 0.91 0.91
47 0.94 0.94 0.94 0.92 0.92 0.92
3 3 3 0
0 3 3 3 3 0
16 2538 749 0

0.50 0.50 0.50
49 5181 1536
419 637 556 1564

0.00 0.22 0.22 0.15 0.41 0.00
0 0
0 1856 2818 3428 3618
219 286 451 1215
1856 1409 1714 1763
0 0
0 Grp Volume(v), veh/h 722 1197 47
Grp Sat Flow(s),veh/h/ln1853 1689 1536
Q Serve(g_s), s
Cycle Q Clear(g_c), s 40.5 34.9
Prop In Lane 0.03
Lane Grp Cap(c), veh/h 901 1650 749
V/C Ratio(X) 0.80 0.73 0.06
Avail Cap(c_a), veh/h 1112 2026 922

40.5 34.9 2.0

2.0 1.00

0.0 13.2 11.1 16.2 39.0

0.0 13.2 11.1 16.2 39.0

0.0 0.0

0.00 0

0.00 1.00 1.00
0 419 637 556 1564

0.00 0.52 0.45 0.81 0.78 0.00
0 541 822 848 2032 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 34.2 31.6 19.3 0.0 48.1 47.2 54.3 40.6 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 3.5 1.0 0.0

0.0 0.9

0.0 0.0

0.0 1.0

0.0 7.0

0.5 0.0 12.3 64.6

4.4 9.4 41.5

3.5 1.5
Initial Q Delay(d3),s/veh 17.9 15.4
%ile BackOfQ(50%),veh/3ln1.6 24.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.5 48.0 19.3 0.0 49.1 47.7 70.1 106.7 0.0 LnGrp LOS E D A
1966

50.1 D
B A D
505

48.3 D
D E F
1666

96.8 F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 2s4.3 33.1
Change Period (Y+Rc), s* 4.7 5.1
1 2 4

69.1 6.1
6 57.4

5.1 Max Green Setting (Gmax*)3, 1s 36.9
Max Q Clear Time (g_c+I118).,2s 15.2

75.9 42.5

20.4 72.9

41.0 Green Ext Time (p_c), s 1.4 2.6 11.3
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

68.7 E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 7 ends

City of Coronado Page 1628
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th AWSC
8: Alameda Blvd & 6th St
Intersection
Intersection Delay, s/veh11.2
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
37 37
25 25
22 22
5 5
22 22
7 7
13 111
13 111
7 7
47 261
47 261
39 39

0.72 0.72 0.72 0.55 0.55 0.55 0.72 0.72 0.72 0.85 0.85 0.85 3 51
0 3
35 1
3 31
0 3
9 0
3 40
1 3
13 0
3 3 3
10 0
3 3 3
46 0
18 154 55 307
Number of Lanes 0 1 0 1
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 9.1
A
EB
1 WB
1 9.6
A
WB
1 EB
1 12.6
B
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 9.6
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
10% 44% 15% 14%
85% 30% 65% 75%
5% 26% 21% 11%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
131
13 111
7 182 117
1 0.247 0.173 0.093 0.522

4.881 5.333 5.402 4.602
Yes Yes Yes Yes
730 666 656 780

2.953 3.42 3.498 2.659

0.249 0.176 0.095 0.523

9.6 A
1 84
37 25
22 34 347
47 22 261
39 62 408
5 RT Vol 7
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
1 1 1

9.6 A

0.6 9.1 12.6
A B

0.3 3.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 8 ends

City of Coronado Page 1629
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
9: Orange Ave & 6th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
71 109
71 109
35 35
0 10
10 0
35 35
0 24
24 0
38 522
38 522
12 12
0 34 960
34 960
35 35
0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.94 0.98 0.95 1.00 0.91 1.00 0.89 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
95 145 47 14 47 32 44 607 14 37 1043 38

0.75 0.75 0.75 0.74 0.74 0.74 0.86 0.86 0.86 0.92 0.92 0.92 3 3 3 3 3 3 3 3 3
28 3 3 3
240 346 100 119 356 216 75 1220 66 1182 43
Arrive On Green
Sat Flow, veh/h

0.38 0.38 0.38 0.38 0.38 0.38 0.04 0.35 0.35 0.04 0.34 0.34 431 899 261 144 926 561 1767 3513 81 1767 3451 126
Grp Volume(v), veh/h 287
Grp Sat Flow(s),veh/h/ln1592
0 0

0.0 0.0
0 0

0.0 0.0
93 1632

0.0 0
0 0.0

0.0 0
0 0.0

0.0 44 304 317
1767 1763 1831 1767 1763 1814
37 533 548
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

4.3 8.3

0.33 1.6

1.6 8.8

8.8 8.8

8.8 1.3 18.4 18.4

1.3 18.4 18.4

0.07 66 604 621

2.3 0.16 0.15
691

0.34 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 686 75 612 636
V/C Ratio(X)
Avail Cap(c_a), veh/h 980
0 0 0 0

0.42 0.00 0.00 0.13 0.00 0.00 0.59 0.50 0.50 0.56 0.88 0.88 0 0 990 137 612 636 162 631 649 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.7
Incr Delay (d2), s/veh 0.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln2.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.1

0.0 0.0

0.0 0.0

0.0 12.9 0.0

0.0 0.0

0.0 0.0 30.4 16.6 16.6 30.5 20.0 20.0

0.0 0.0

0.0 0.1

0.0 0.8

0.0 0.0

0.0 7.2

0.0 0.8

0.6 0.0

3.4 0.6

0.0 3.5

7.1 13.5 13.2

0.0 0.7

0.0 9.1

0.0 9.3

0.0 A
287

15.1 B

0.0 13.0 0.0
A
93 13.0
B

0.0 37.5 17.2 17.2 37.7 33.5 33.2
LnGrp LOS B A B A D B
665

18.6 B
B D C
1118

33.5 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s7.1 27.5
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x5),.9s 22.2
Max Q Clear Time (g_c+I13).,3s 10.8
Green Ext Time (p_c), s 0.0
1 2 4

29.9 5.1 * 4.7

37.0 10.3

1.9 5 6 8

29.9 5.1

37.0 4.3

7.4 27.2

5.1 * 5 23.1

3.6 20.4

2.9 0.0 1.7 0.5
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

25.6 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 9 ends

City of Coronado Page 1630
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
10: Orange Ave & 8th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
57 57
0 56
56 0
21 21
0 5
5 0
20 20
0 14
14 0
36 426
36 426
11 11
0 24 930
24 930
54 54
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.93 0.96 0.93 1.00 0.92 1.00 0.79 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
69 67 25 6 24 17 38 448 12 25 969 56

0.83 0.83 0.83 0.84 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.96 3 3 3 3 3 3 3 3 3
31 3 3 3
323 298 100 111 388 248 67 1145 49 1056 61
Arrive On Green
Sat Flow, veh/h

0.42 0.42 0.42 0.42 0.42 0.42 0.04 0.33 0.33 0.03 0.32 0.32 585 714 239 118 929 593 1767 3499 94 1767 3330 192
Grp Volume(v), veh/h 161
Grp Sat Flow(s),veh/h/ln1538
0 0

0.0 0.0
0 0

0.0 0.0
47 1641

0.0 0
0 0.0

0.0 0
0 0.0

0.0 38 225 235
1767 1763 1829 1767 1763 1760
25 513 512
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

1.4 4.0

0.43 1.4

1.4 6.5

6.5 6.5

6.5 0.9 18.4 18.4

0.9 18.4 18.4

0.11 49 559 558

1.1 0.16 0.13
747

0.36 1.00 0.05 1.00
Lane Grp Cap(c), veh/h 721 67 577 598
V/C Ratio(X)
Avail Cap(c_a), veh/h 873
0 0 0 0

0.22 0.00 0.00 0.06 0.00 0.00 0.56 0.39 0.39 0.51 0.92 0.92 0 0 908 137 577 598 145 564 563 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.2
Incr Delay (d2), s/veh 0.2
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.4

0.0 0.0

0.0 0.0

0.0 11.4 0.0

0.0 0.0

0.0 0.0 31.0 17.0 17.0 31.4 21.6 21.6

0.0 0.0

0.0 0.0

0.0 0.4

0.0 0.0

0.0 7.2

0.0 0.7

0.4 0.0

2.5 0.4

0.0 2.6

7.8 20.0 20.1

0.0 0.0 0.0

0.5 10.0 10.0

0.0 A
161

12.4 B

0.0 11.5 0.0
A
47 11.5
B

0.0 38.2 17.5 17.5 39.3 41.6 41.7
LnGrp LOS B A B A D B
498

19.0 B
B D D
1050

41.6 D
D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s6.5 26.6
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x5),.4s 20.7
Max Q Clear Time (g_c+I12).,9s 8.5
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

32.5 5.1

34.0 3.1

32.5 7.2 25.9

5.1 34.0 * 5.1 21.0

5.1 * 4.7

6.0 0.9

3.4 20.4

2.2 0.0 0.4 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

31.7 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 10 ends

City of Coronado Page 1631
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
11: Orange Ave & 10th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
56 56
0 81
81 0
98 98
0 24
24 0
42 42
0 31
31 0
48 431
48 431
16 16
0 47 874
47 874
39 39
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.83 1.00 0.87 1.00 0.85 1.00 0.66 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
70 101 122 26 45 33 56 507 19 53 993 44

0.80 0.80 0.80 0.94 0.94 0.94 0.85 0.85 0.85 0.88 0.88 0.88 3 3 3 3 3 3 3 3 3
44 3 3 3
90 280 339 44 358 263 72 1189 68 1151 51
Arrive On Green
Sat Flow, veh/h

0.05 0.41 0.41 0.03 0.38 0.38 0.04 0.35 0.35 0.04 0.34 0.34 1767 683 825 1767 931 683 1767 3440 129 1767 3352 149
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1767
70 0
0 223
1507 1767
26 0
0 78 56 259 267 53 522 515
1614 1767 1763 1806 1767 1763 1738
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 90
V/C Ratio(X)
Avail Cap(c_a), veh/h 128

4.3 4.3

1.00 0.0 11.1

0.0 11.1

1.6 1.6

0.0 0.0

3.4 3.4

0.42 1.00

3.4 12.3 12.3

3.4 12.3 12.3

3.2 30.0 30.0

3.2 30.0 30.0

0.09 68 605 597

0.55 1.00
619 44

0.07 1.00
0 0 621 72 609 624

0.78 0.00 0.36 0.59 0.00 0.13 0.78 0.43 0.43 0.78 0.86 0.86 0 619 101 624 112 668 685 151 707 697 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.0
Incr Delay (d2), s/veh 17.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.4

0.0 22.2 52.4 0.0 21.6 51.6 27.3 27.3 51.8 33.3 33.3

0.0 0.0

0.0 0.4 11.8 0.0

0.0 0.0

0.1 16.3 0.5

0.0 5.2

0.5 17.0 9.5

0.0 9.7

0.0 0.0

4.0 0.0

0.9 0.0

1.3 0.0

1.8 0.0

5.4 0.0

1.7 14.2 14.0

0.0 22.5 64.2 0.0 21.7 68.0 27.8 27.8 68.8 42.8 42.9
LnGrp LOS E A
293

33.5 C
C E A
104

32.3 C
C E C
582

31.6 C
C E D
1090

44.1 D
D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.9 42.7
Change Period (Y+Rc), s* 4.7 5.1 * 4.7
Max Green Setting (Gma*x9),.3s 41.2 * 6.2 43.7 * 6.9 43.6 * 7.9 42.0

7.4 49.7 9.1 42.4 10.2 46.9

5.1 * 4.7 5.1 * 4.7 5.1
Max Q Clear Time (g_c+I15).,2s 14.3 3.6 13.1 5.4 32.0

0.0 5.3

6.3 0.0

5.4 Green Ext Time (p_c), s 0.0 3.4 0.0 1.7 0.5
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

38.5 D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 11 ends

City of Coronado Page 1632
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th TWSC
12: Glorietta Blvd & Pomona Ave
Intersection
Int Delay, s/veh 6.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
380 171
380 171
43 43
0 3
3 21
4 4
10 207
207
21 0 0
Free Free Free Free Stop Stop
- None - None - None
-
-
-
0 -
0 0
-
-
-
0 0
0 -
-
- 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
90 3
90 3
75 3
57 75
3 4
84 3
5 84
3 422 190 246
Major/Minor
Conflicting Flow All
Stage 1
Major1 Major2 Minor2
1124
80 1044

6.43 6.23

5.43 5.43
- 3.527 3.327
82 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
80 -
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 -
-
-
- -

2.227
Pot Cap-1 Maneuver 1509 -
-
-
-
-
-
-
-
226 977
941
338
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1479
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
148 957
-
-
-
148
628
331
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

5.8 WB
0 SB

10.8 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
EBL EBT WBT WBR SBLn1
1479

0.285

8.4 -
-
0 A
-
-
-
-
-
-
-
-
-
-
-
867

0.29 10.8
A B
HCM 95th %tile Q(veh) 1.2 1.2
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 12 ends

City of Coronado Page 1633
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
13: Orange Ave & Rh Dana Pl/Adella Ave
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
66 66
0 124
124
0 397
397
0 41
41 0
22 22
0 18
18 0
145
145
0 398
398
0 12
12 0
63 63
0 869
869
0 86
86 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.88 1.00

0.69 1.00

0.95 1.00

0.81 1.00

1.00 1.00

0.84 1.00

1.00 1.00

0.64 1.00 1.00
No
1856
155

0.80 3
387

0.39 995
0 1.00
No
1856
36 0.61
3 1.00
No
1856
485

0.82 3
1550

0.45 3468
246

1.00 No
1856
1060

0.82 3
1186

0.39 3060
609
1763

44.9 44.9
1856
82 0.80
3 1856
496

0.80 3
1856
67 0.61
3 1856
30 0.61
3 1856
177

0.82 3
1856
15 0.82
3 1856
77 0.82
3 1856
105

0.82 3
213

0.39 458
237
1453

0.0 16.9

0.35 600

0.40 603

1.00 1.00

30.7 0.4
737

0.39 1897
496
949

30.1 30.1

1.00 737

0.67 741

1.00 1.00

35.2 2.4
172

0.39 343
133
742

11.9 28.8

0.50 327

0.41 330

1.00 1.00

37.8 0.8
90 65 202

0.11 1767
177
1767

13.7 13.7

1.00 202

0.88 258

1.00 1.00

60.6 22.8

0.0 48 97 117

0.39 302
556
1599

45.3 45.3

0.19 620

0.90 693

1.00 1.00

39.9 13.4

0.0 0.39
232
0 0

0.0 0.0

0.39 167
0 0.45
107
254
1812

12.5 12.5

0.06 810

0.31 874

1.00 1.00

24.7 0.2

0.05 1767
77 1767

6.0 6.0

1.00 97

0.79 172

1.00 1.00

64.9 13.4

0.0 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 0 1763

12.5 12.5

0.0 0.0

0.23 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
788

0.31 850

1.00 1.00

24.7 0.2
683

0.89 764

1.00 1.00

39.8 11.9

0.0 0.0

5.9 0.0

7.2 0.0

3.8 0.0

5.3 0.0

7.4 5.5 3.1 21.6 20.0

31.1 C

0.0 A

37.5 D

38.6 D

0.0 A

0.0 A

83.4 F

24.9 C

24.9 C

78.3 E

51.7 D

53.3 D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
733

35.5 D
133

38.6 D
677

40.2 D
1242

54.1 D
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s * 14
Max Q Clear Time (g_c+I1), s 8.0
Green Ext Time (p_c), s
1 12.3
* 4.7
2 67.5

5.4 67.0

14.5 3.4
4 59.1

5.1 54.3

32.1 4.8
5 20.6
* 4.7
* 20

15.7 0.2
6 59.3

5.4 60.2

47.3 6.6
8 59.1

5.1 54.3

30.8 0.1 1.0
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

45.1 D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 13 ends

City of Coronado Page 1634
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
14: Orange Ave & Pomona Ave
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 207
Future Volume (veh/h) 207
7 7
0 531 555
531 555
0 0
0 1103
1103
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856

0.97 1.00
No No
1856
1173
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
259 9 571 597

0.80 0.80 0.93 0.93 0.94 0.94
3 339
3 3 3 0
0 3
12 1243 1073 2486
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 269
Grp Sat Flow(s),veh/h/ln1756

0.20 0.20 1.00 1.00 0.00 0.71
1691 59 1856 1522 0
0 0
3711
1173
1763
0 0
571 597
1763 1522
Q Serve(g_s), s
Cycle Q Clear(g_c), s 15.9
Prop In Lane
Lane Grp Cap(c), veh/h 352
V/C Ratio(X) 0.76 0.00 0.46 0.56 0.00 0.47
Avail Cap(c_a), veh/h 495 1243 1073 2486

15.9 0.0 0.0 0.0 0.0 16.2

0.0 0.0 0.0 0.0 16.2

0.96 0.03 1.00 0.00
0 1243 1073 0 2486
0 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.67 1.67 1.00 1.00

1.00 0.00 0.93 0.93 0.00 0.53
Uniform Delay (d), s/veh 41.5
Incr Delay (d2), s/veh 4.5
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln7.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.1

0.0 0.0

0.0 0.0

0.0 1.1

0.0 0.4

0.0 1.9

0.0 0.6

0.0 0.0

0.0 0.0

7.2 0.1

0.0 5.4

0.0 A

1.1 A

1.9 A

0.0 A

7.2 LnGrp LOS D A
Approach Vol, veh/h
Approach Delay, s/veh 46.1
Approach LOS
269 1168

1.5 A
1173

7.2 D A
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
2 83.0

5.4 6

83.0 5.4
8 27.0

5.0 Max Green Setting (Gmax), s 41.6
Max Q Clear Time (g_c+I1), s 2.0

21.6 18.2

2.3 31.0

17.9 Green Ext Time (p_c), s 11.2 0.7
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

8.7 A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 14 ends

City of Coronado Page 1635
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM Signalized Intersection Capacity Analysis
15: Silver Strand Blvd/Orange Ave & Avenida Del Sol
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
80 80
1900

4.0 0
0 1900

4.0 31
31 1900
0 0
1900
0 0
1900
3 3
1900

4.7 6
6 1900

4.7 991
991
1900

5.8 14
14 1900
0 0
1900
1220
1220
1900

5.8 82
82 1900

5.8 0.95

1.00 1.00

1.00 0.95
1665

0.95 1665

0.77 104
0 0.95

0.96 1.00

0.91 0.98
1507

0.98 1507

0.77 0

1.00 1.00

1.00 0.86

1.00 1596

1.00 1596

0.38 8

1.00 1.00

1.00 1.00

0.95 1752

0.95 1752

0.90 7

0.95 1.00

1.00 1.00

1.00 3495

1.00 3495

0.90 1101
0 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.95 1284
0 1.00

0.90 1.00

0.85 1.00
1409

1.00 1409

0.95 86
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot

0.77 40
0 0
39 10

0.38 0.38 0.90
16 0
0 10
10 0.95
0 0
0 0
0 0
0 0
0 61
8 7
1 0
7 37
17 69
37 10
75 1117 1284
Perm NA
4 Perm Prot
5 NA
2 NA Perm
6 4

13.3 13.3

0.12 4.0

3.0 201
8 12.6

12.6 0.11

4.7 3.0
182
6 13.3

13.3 0.12

4.0 3.0
182

1.8 1.8

0.02 4.7

3.0 28

86.9 86.9

0.79 5.8

3.0 2761

80.4 80.4

80.4 0.73

5.8 3.0
1029

80.4 0.73

5.8 3.0
2561

0.00 c0.32 c0.37
v/s Ratio Perm
v/c Ratio
c0.05

0.37 44.5

1.00 1.2

0.01 0.05

42.7 1.00

0.1 42.8
D

44.3 D

0.00 0.01

43.1 1.00

0.0 0.05

0.07 4.2

2.15 0.0

9.0 A

0.25 53.4

1.00 4.7

58.1 E

0.40 3.6

1.00 0.4

4.0 A

0.50 6.3

2.61 0.0

16.4 B
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS

45.7 D

43.2 D

43.2 D

4.3 A

16.0 B
Intersection Summary
HCM 2000 Control Delay 12.6

0.49 110.0

70.1%
15 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
Sum of lost time (s)
ICU Level of Service

15.2 C
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1636
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
16: Silver Strand Blvd & Avenida De Las Arenas
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
65 65
0 5
5 0
49 49
0 28
28 0
5 5
0 9
9 0
31 934
31 934
57 57
0 46 1274
46 1274
70 70
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.92 0.92 0.95 0.92 1.00 0.94 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
83 0 60 33 6 11 37 1112 68 49 1355 74

0.82 0.82 0.82 0.85 0.85 0.85 0.84 0.84 0.84 0.94 0.94 0.94 3 607
3 0
3 3 3
40 3
58 3 3 3 3 3 3
281 207 47 2240 137 63 2292 125
Arrive On Green
Sat Flow, veh/h

0.19 0.00 0.19 0.19 0.19 0.19 0.05 1.00 1.00 0.04 0.68 0.68 2556 0 1453 865 206 302 1767 3360 205 1767 3393 185
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1278
83 0
0 60 50 0
0 0
0 37 583 597
1767 1763 1803 1767 1763 1816
49 702 727
1453 1373
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 607
V/C Ratio(X)
Avail Cap(c_a), veh/h 741

0.0 3.3

1.00 0.0

0.0 5.2

5.2 1.00 0.66
281 306

3.3 4.3

0.0 0.0

0.0 0.0

0.22 1.00

3.1 3.1

0.0 0.0

0.0 0.0

0.11 1.00

4.1 32.2 32.5

4.1 32.2 32.5

0.10 0 0 0 47 1175 1202 63 1191 1227

0.14 0.00 0.21 0.16 0.00 0.00 0.78 0.50 0.50 0.78 0.59 0.59 0 358 377 121 1175 1202 133 1191 1227 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 0.00 0.46 0.46 0.46 0.88 0.88 0.88 Uniform Delay (d), s/veh 50.1
Incr Delay (d2), s/veh 0.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 50.2

0.0 50.9 50.4 0.0

0.0 0.0

0.0 0.0 70.5

0.0 12.0

0.0 0.7

0.0 0.2

0.0 71.7 13.1 13.2

0.0 0.0

0.0 0.4

0.0 1.9

0.2 0.0

1.6 0.7 16.3 1.9

0.0 1.9

0.0 0.0

0.0 0.0

1.5 0.0

0.2 0.0

2.1 12.2 12.7

0.0 51.2 50.7 0.0
A
50 50.7
D

0.0 82.5 0.7
A
1217

3.2 A

0.7 88.0 15.0 15.0
LnGrp LOS D A
143

50.6 D

D D A F A F B
1478

17.4 B
B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s0.1 105.8
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gmax*)1, 1s 86.2
Max Q Clear Time (g_c+I16).,1s 2.0
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

34.1 5.1

36.9 6.3

34.1 8.7 107.1

5.8 36.9 * 10 87.2

5.1 * 4.7

7.2 0.5

5.1 34.5

9.4 0.0 12.9 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

13.6 B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 16 ends

City of Coronado Page 1637
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
17: Silver Strand Blvd & Rendova Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
4 4
0 29 1058
29 1058
1 1
0 13 1536
13 1536
0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.92
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
4 33 1176 1 15 1786

0.89 0.89 0.90 0.90 0.86 0.86
3 11
3 3 3 3 3
89 2766 1196 74 3025
Arrive On Green
Sat Flow, veh/h

0.07 0.07 1.00 1.00 0.08 1.00
156 1283 3618 1524 1767 3618
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1478
38 0
0 1176 1 15 1786
1763 1524 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

3.7 3.7

0.11 0.87

0.0 0.0

0.0 0.0

0.0 0.0

1.00 1.00

1.2 1.2

0.0 0.0
Lane Grp Cap(c), veh/h 103
V/C Ratio(X)
Avail Cap(c_a), veh/h 345
0 2766 1196 74 3025

0.37 0.00 0.43 0.00 0.20 0.59
0 2766 1196 74 3025
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 2.00 2.00

1.00 0.00 0.76 0.76 0.83 0.83
Uniform Delay (d), s/veh 66.7
Incr Delay (d2), s/veh 2.2
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.9

0.0 0.0

0.0 0.0

0.0 0.4

0.0 0.1

0.0 66.4 0.0

0.3 0.0

0.1 0.0

0.0 0.0

5.0 0.0

0.6 0.0
A

0.4 A

0.0 71.4 0.3
LnGrp LOS E A E A
Approach Vol, veh/h
Approach Delay, s/veh 68.9
Approach LOS
38 1177

0.4 A
1801

0.8 E A
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s1.0 123.5
Change Period (Y+Rc), s* 4.7 5.8
1 2 6
134.5

5.8 8

15.5 5.1
Max Green Setting (Gma*x6),.3s 93.1
Max Q Clear Time (g_c+I13).,2s 2.0
Green Ext Time (p_c), s 0.0 10.7
104.1

2.0 25.1

35.0 5.7

0.1 Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

1.5 A
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 17 ends

City of Coronado Page 1638
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
18: Silver Strand Blvd & Tarawa Rd
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 165
Future Volume (veh/h) 165
25 25
0 65
65 0
2 2
0 49 341
49 341
32 547
32 547
2 2
0 76 1441
76 1441
53 53
Initial Q (Qb), veh 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.97 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
247 0 88 2 60 416 40 675 2 81 1533 56

0.74 0.74 0.74 0.82 0.82 0.82 0.81 0.81 0.81 0.94 0.94 0.94 3 298
3 0
3 127
3 3 3 3 3 3 3 3 3
13 400 339 51 1754 753 101 1821 66
Arrive On Green
Sat Flow, veh/h

0.08 0.00 0.08 0.22 0.22 0.22 0.06 0.99 0.99 0.06 0.53 0.53 3534 0 1512 60 1793 1518 1767 3526 1514 1767 3466 126
Grp Volume(v), veh/h 247
Grp Sat Flow(s),veh/h/ln1767
0 0
88 62 0
0 416 40 675 2 81 778 811
1512 1853 1518 1767 1763 1514 1767 1763 1829
Q Serve(g_s), s
Cycle Q Clear(g_c), s 10.3
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 298
V/C Ratio(X)
Avail Cap(c_a), veh/h 351

10.3 0.0

0.0 8.5

8.5 1.00 0.03
127 414

4.0 4.0

0.0 33.5

0.0 33.5

3.4 3.4

0.2 0.2

0.0 0.0

1.00 1.00

6.8 56.2 56.7

6.8 56.2 56.7

1.00 1.00 0.07
0 0 339 51 1754 753 101 926 961

0.83 0.00 0.69 0.15 0.00 1.23 0.78 0.38 0.00 0.80 0.84 0.84 0 150 414 339 67 1754 753 161 926 961 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 0.97 0.97 0.97 0.77 0.77 0.77 Uniform Delay (d), s/veh 67.6
Incr Delay (d2), s/veh 13.4
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln5.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 81.0

0.0 66.8 46.8 0.0 58.2 70.2

0.0 125.7 33.4

0.2 0.6

0.0 0.2

0.2 69.9 30.2 30.4

0.0 10.3 0.2

0.0 1.9

0.0 11.0 7.1

0.0 7.1

0.0 0.0

0.0 0.0

3.7 0.0

0.0 24.7

0.0 0.0

1.9 0.0

0.0 0.0

3.3 24.4 25.5

0.0 77.1 47.0 0.0 183.9 103.6 0.8
A
717

6.6 A

0.2 80.9 37.3 37.4
LnGrp LOS F A
335

80.0 E
E D A
478
166.1
F

F F A F D
1670

39.5 D
D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s3.2 80.4
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gmax*)1, 4s 67.2
Max Q Clear Time (g_c+I18).,8s 2.2
Green Ext Time (p_c), s 0.1
1 2 4 5 6 8

38.6 5.1

33.5 35.5

0.0 17.7 9.0 84.6

5.8 14.9 * 5.7 75.2

5.1 * 4.7

12.3 0.3

5.4 58.7

4.8 0.0 9.5
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

55.3 E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 18 ends

City of Coronado Page 1639
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM Signalized Intersection Capacity Analysis
19: Silver Strand Blvd & Tulagi Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
195
195
1900

5.1 0
0 1900
576
576
1900

5.8 45
45 1900

5.8 0
0 1900
1487
1487
1900

5.8 1.00

1.00 1.00

1.00 0.95
1752

0.95 1752

0.77 253

0.95 1.00

1.00 1.00

1.00 3505

1.00 3505

0.92 626

1.00 0.96

1.00 0.85

1.00 1500

1.00 1500

0.92 49

0.95 1.00

1.00 1.00

1.00 3505

1.00 3505

0.91 1634
0 Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot

0.77 0.91
0 0
0 0
0 0
0 253
0 626
17 32
10 10
1634
10 Perm NA Perm
2 NA
6 8

15.1 15.1

0.20 5.1

3.0 352
2 49.0 49.0

49.0 0.65

5.8 3.0
980

49.0 49.0

0.65 5.8

3.0 2289
c0.47

49.0 0.65

5.8 3.0
2289

0.18 v/s Ratio Perm
v/c Ratio
c0.14

0.72 28.0

1.00 6.9

34.8 C

34.8 C

0.02 0.03

4.6 1.00

0.1 4.7
A

0.27 5.5

1.00 0.3

5.8 A

0.71 8.4

1.46 1.2

13.5 B
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS

5.7 A

13.5 B
Intersection Summary
HCM 2000 Control Delay
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)

13.6 0.71

75.0 61.0%
15 HCM 2000 Level of Service B
Sum of lost time (s)
ICU Level of Service

10.9 B
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1640
Attachment 9
Mid-Term 2030 PM
02/07/2024
HCM 6th Signalized Intersection Summary
20: Silver Strand Blvd & Leyte Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
32 32
0 51 470
51 470
20 101 1269
20 101 1269
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856

0.94 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
42 66 505 22 115 1442

0.77 0.77 0.93 0.93 0.88 0.88
3 3 3 3 3 3
141 125 1254 528 288 2212

0.08 0.08 0.36 0.36 0.16 0.63
1767 1572 3618 1484 1767 3618
Grp Volume(v), veh/h 42 66 505 22 115 1442
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1484 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

1.1 1.1

1.00 1.00

1.9 1.9

5.2 5.2

0.5 0.5

1.00 1.00

2.8 12.3

2.8 12.3
Lane Grp Cap(c), veh/h 141 125 1254 528 288 2212
V/C Ratio(X) 0.30 0.53 0.40 0.04 0.40 0.65
Avail Cap(c_a), veh/h 998 888 2286 962 288 3518
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 20.7 21.1 11.6 10.1 17.9 5.6

0.3 0.0

1.8 Incr Delay (d2), s/veh 1.2 3.4

0.0 0.8

0.2 0.0

1.5 0.0

0.0 0.1

4.1 0.0

1.3 Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.9 24.5 11.8 10.1 22.0 5.9
A
1557

7.1 A
LnGrp LOS C C B
527

11.7 B
B C
Approach Vol, veh/h 108
Approach Delay, s/veh 23.5
Approach LOS C
Timer - Assigned Phs 1 2 6

38.4 * 8.4
* 48

14.3 12.9
8 9.4

5.6 27.0

3.9 0.3
Phs Duration (G+Y+Rc), 1s3.0 25.4
Change Period (Y+Rc), s* 5.2 * 8.4
Max Green Setting (Gma*x7),.8s * 31
Max Q Clear Time (g_c+I14).,8s 7.2
Green Ext Time (p_c), s 0.1 3.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

9.0 A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 20 ends

City of Coronado Page 1641
Attachment 9

APPENDIX H

PEAK HOUR INTERSECTION ANALYSIS
WORKSHEETS –
MID-TERM YEAR 2030 WITH

PROJECT
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 3-23-3827 Coronado Housing Element
N:\3827 - Coronado Housing Element\Report\1. Feb 8, 2024\Appendix.doc City of Coronado Page 1642
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
1: Orange Ave & 1st St
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
22 22
0 75
75 0
119
119
0 187
187
0 179
179
0 59
59 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.93 1.00

0.97 1.00

1.00 1.00
No
1856
221

0.81 3
786

0.44 1767
221
1767

3.9 1.00

1.00 1.00
No
1856
25 0.87
3 115

0.33 345
0 1.00
No
1856
199

0.94 3
618

0.33 1856
199
1856

4.0 1856
86 0.87
3 395

0.33 1187
111
1532

2.6 1856
127

0.94 3
492

0.33 1234
127
1234

4.1 1856
73 0.81
3 699

0.44 1572
73 1572

1.3 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 2.6 6.7 4.0 3.9 1.3

0.77 510

0.22 991

1.00 1.00

11.9 0.2

1.00 492

0.26 879

1.00 1.00

14.3 0.3

1.00 786

0.28 786

1.00 1.00

8.7 0.9

0.0 1.4

1.00 699

0.10 699

1.00 1.00

8.0 0.3

0.0 0.4
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 618

0.32 1200

1.00 1.00

12.3 0.3

0.0 0.8

0.0 1.1

0.0 1.5

0.0 A

12.1 B

14.5 B

12.6 B

9.6 A

8.3 A
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
111

12.1 B
326

13.4 B
294

9.3 A
Timer - Assigned Phs 2

22.5 6.0

32.0 4.6
6 22.5

6.0 32.0

8.7 8

27.0 5.0

22.0 5.9
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.7 1.6 0.8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

11.5 B
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1643
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th TWSC
2: A Ave & 1st St
Intersection
Int Delay, s/veh 7.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
4 4
10 8
8 0
8 8
10 5
5 10
74 74
0 0
0 10
185
185
10 1
1 0
12 12
10 0
0 10
1 1
0 0
0 10
Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
58 3
7 58
3 14
58 3
14 81
3 6
81 3
91 81
3 0
80 3
231
80 3
1 80
3 15
25 3
0 25
3 4
25 3
0 Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All
Stage 1
101 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
38 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
160 158
45 45
115 113

7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
41 166 165 111
-
-
-
-
113 113
53 52
-
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13
-
-
-
-
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227 - 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1485 -
-
-
-
-
-
-
-
1566 -
-
-
-
-
-
-
-
803 732 1027 796 726 940
966 855
887 800
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1471
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
890 800
957 850
-
-
1551 779 711 1008 763 705 922
-
-
-
-
-
-
779 711
952 842
871 789
-
-
-
763 705
878 789
928 837
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

1.5 WB

0.5 NB

11.6 B
SB

10.1 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
789 1471

0.314 0.005
-
-
- 1551 -
-
- 705
- 0.004 - 0.006

11.6 B

1.3 7.5
A
0 0
A
-
-
-
-

7.3 A
0 0
A
-
-
-
-

10.1 B
HCM 95th %tile Q(veh) 0
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 2 ends

City of Coronado Page 1644
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th TWSC
3: A Ave & 2nd St
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
Future Vol, veh/h
Conflicting Peds, #/hr
10 10
29 57
57 0
2 2
28 10 300 169
10 300 169
8 8
19 2
2 0
8 8
10 7
7 10
9 9
0 16
16 28 0 29 19
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
79 3
13 79
3 72
79 3
3 83
3 83
3 83
3 64
3 13
64 3
3 64
3 13
60 3
12 60
3 15
60 3
12 361 204 27
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All
Stage 1
594 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
103 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
655 746 112 634 645 511
-
-
-
-
128 128
527 618
-
-
516 516
118 129
-
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy
Pot Cap-1 Maneuver
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 950
Mov Cap-2 Maneuver
Stage 1

4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23
-
-
-
-

6.13 5.53

6.13 5.53
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227
977
- 2.227 - 3.527 4.027 3.327 3.527 4.027 3.327
-
-
-
-
-
-
-
-
1483 -
-
-
-
-
-
-
-
378 341 938 390 390 561
-
-
-
-
873 788
533 479
-
-
540 533
884 787
-
-
1443 325 314 904 360 359 536
-
-
-
-
-
-
325 314
838 756
476 459
-
-
-
360 359
518 511
848 755
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

1.3 WB

0.2 NB

13.5 B
SB

14.6 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
452 950

0.062 0.013
-
-
- 1443 -
-
- 430
- 0.008 - 0.124

13.5 B

0.2 8.8
A
0 0
A
-
-
-
-

7.5 A
0 0
A
-
-
-
-

14.6 B
HCM 95th %tile Q(veh) 0.4
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 3 ends

City of Coronado Page 1645
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
4: Orange Ave & Third St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
0 0
0 0
0 0
1173
1173
30 1839
1839
40 80
80 0
67 67
0 158
158
0 0
0 0
0 0
0 395
395
0 9
9 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

1.00 1.00

0.98 1.00

1.00 1.00

1.00 1.00

1.00 1.00

0.93 1.00 1.00
No
1856
2526

0.95 3
3647

0.68 5354
1744
1856

48.5 48.5

1.00 No
1856
239

0.66 3
878

0.25 3618
239
1763

9.3 1.00
No
1856
454

0.87 3
518

0.15 3613
227
1763

21.5 21.5
1856
814

0.95 3
1200

0.68 1767
814
1767

46.7 46.7

1.00 1200

0.68 1200

1.00 1.00

19.7 3.1
1856
84 0.95
3 1856
102

0.66 3
121

0.07 1767
102
1767

9.7 0
0 0.66
0 0

0.00 0
0 0

0.87 0
0 0.00
0 1856
10 0.87
3 11

0.15 77
237
1835

21.6 21.6

0.04 270

0.88 322

1.00 1.00

71.3 20.6

0.0 111

0.68 177
866
1820

49.7 49.7

0.10 1238

0.70 1236

1.00 1.00

18.2 3.3
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0
0 0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

9.7 9.3

1.00 121

0.84 169

1.00 1.00

78.5 22.5

0.0 2521

0.69 2521

1.00 1.00

18.0 1.6
878

0.27 1072

1.00 1.00

51.6 0.2
259

0.88 309

1.00 1.00

71.2 20.8

14.0 0.0

33.3 2.6

26.1 2.8

26.7 0.0

5.2 4.2 11.3 11.8

36.8 D

22.2 C

24.3 101.0 51.8
D

0.0 A

0.0 A

92.1 F

91.9 C F F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
3424

26.2 C
341

66.5 E
464

92.0 F
Timer - Assigned Phs 3

17.4 * 5.7
* 16

11.7 0.1
4 31.2

6.1 29.9

23.6 1.5
6 122.0

6.1 115.9

51.7 53.6
8 48.6

6.1 51.9

11.3 1.8
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

36.7 D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 4 ends

City of Coronado Page 1646
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th AWSC
5: Glorietta Blvd & Third St/Mullinix Dr
Intersection
Intersection Delay, s/veh14.4
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
5 5
0 0
7 7
5 5
6 6
8 8
83 354
83 354
26 26
9 9
9 9
27 27

0.75 0.75 0.75 0.68 0.68 0.68 0.77 0.77 0.77 0.85 0.85 0.85 3 7
0 3
0 1
3 9
0 3
7 0
3 9
1 3 3 3 3
34 0
3 11
0 3
11 1
3 32
0 12 108 460
Number of Lanes 0 0 1
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 8.4
A
EB
1 WB
1 15.4
C
WB
1 EB
1 7.6
A
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 8.3
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
18% 42% 26% 20%
76% 0% 32% 20%
6% 58% 42% 60%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
463
83 12
5 19
5 45
9 Through Vol
RT Vol
354
26 601
1 0
7 16
1 6
8 28
1 9
27 53
1 Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q

0.68 0.023 0.04 0.064

4.069 5.151 5.198 4.328
Yes Yes Yes Yes
878 698 692 831

2.131 3.158 3.205 2.337

0.685 0.023 0.04 0.064

15.4 C

5.5 8.3
A

0.1 8.4
A

0.1 7.6
A

0.2 Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 5 ends

City of Coronado Page 1647
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
6: Alameda Blvd & Mc Cain Blvd/4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
18 355
18 355
63 63
0 0
0 0
0 0
0 0
0 0
128 119
128 119
29 147
29 147
0 0
0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 1.00
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
1856 1856 1856 1856
131 121 32 160
No
0 0
0 23 455 81 0

0.78 0.78 0.78 0.98 0.98 0.98 0.92 0.92 0.92
3 3 3 0
0 3 3 3 3 0
91 1899 341 0

0.45 0.45 0.45
204 4248 764
182 168 98 670

0.00 0.21 0.21 0.06 0.36 0.00
0 870 803 1767 1856 0
Grp Volume(v), veh/h 208 173 178
Grp Sat Flow(s),veh/h/ln1845 1689 1681
0 0
0 0
252 32 160 0
1673 1767 1856 0
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 825 755 752
V/C Ratio(X) 0.25 0.23 0.24
Avail Cap(c_a), veh/h 825 755 752

4.1 4.1

0.11 3.7

3.7 3.9

3.9 0.45

0.0 0.0

0.00 0

0.0 0.0

8.3 8.3

1.0 1.0

3.5 3.5

0.0 0.0

0.00 0

0.48 1.00
0 349 98 670

0.00 0.00 0.72 0.33 0.24 0.00
0 0 665 249 1179 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 10.1 10.0 10.1 0.0

0.0 0.0

0.0 0.0 21.7 26.7 13.1 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 0.7 0.7

0.0 1.4

0.7 0.0

1.4 0.0

0.0 0.0

2.8 0.0

3.3 1.9

0.0 0.5

0.2 0.0

1.4 Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 10.9 10.7 10.8 0.0
A

0.0 24.5 28.7 13.3 0.0
LnGrp LOS B B A
559

10.8 B
B A
252

24.5 C
C C B
192

15.9 B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s9.0 17.9
Change Period (Y+Rc), s* 5.7 5.6
Max Green Setting (Gma*x8),.3s 23.4
Max Q Clear Time (g_c+I13).,0s 10.3
1 2 4

32.0 * 5.7
* 26

6.1 6

26.8 5.6

37.4 5.5
Green Ext Time (p_c), s 0.0 1.3 3.5 1.0
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

15.2 B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 6 ends

City of Coronado Page 1648
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
7: Orange Ave & 4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
22 576
22 576
19 19
0 0
0 0
0 0
0 0
0 0
208 306 328 1275
208 306 328 1275
10 50

0.94 1.00
0 0
0 10 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 1.00
Parking Bus, Adj
Work Zone On Approach

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 0
0 1856 1856 1856 1856
229 336 345 1342
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h
25 647

0.89 0.89 0.89
21 0.91 0.91 0.91 0.95 0.95 0.95
3 3 3 0
0 3 3 3 3 0
48 1377 440 0

0.27 0.27 0.27
183 5041 1524
579 922 506 1853

0.00 0.32 0.32 0.14 0.54 0.00
0 0
0 1856 2955 3428 3618
229 336 345 1342
1856 1477 1714 1763
0 0
0 Grp Volume(v), veh/h 252 420 21
Grp Sat Flow(s),veh/h/ln1846 1689 1524
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 503 921 440
V/C Ratio(X) 0.50 0.46 0.05
Avail Cap(c_a), veh/h 1196 2188 987

6.8 6.8

0.10 6.1

6.1 0.6

0.6 1.00

0.0 0.0

0.00 0

5.6 5.6

5.1 5.1

5.6 16.6

5.6 16.6

0.0 0.0

0.00 0

1.00 1.00
579 922 506 1853

0.00 0.40 0.36 0.68 0.72 0.00
0 933 1486 970 3054 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 18.5 18.3 16.5 0.0 17.8 17.6 27.1 16.5 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 0.8 0.4

0.7 2.7

0.0 0.0

0.2 0.0

0.0 0.0

0.4 0.0

2.6 0.2

0.0 1.9

1.6 8.8 19.0

3.7 16.5

0.5 Initial Q Delay(d3),s/veh 0.6
%ile BackOfQ(50%),veh/ln3.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9 19.3 16.5 0.0 18.3 17.9 37.5 36.1 0.0 LnGrp LOS B B A
693

19.5 B
B A B
565

18.0 B
B D D
1687

36.4 D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s3.1 23.6
Change Period (Y+Rc), s* 4.7 5.1
1 2 4

21.9 6.1
6 36.7

5.1 Max Green Setting (Gmax*)1, 7s 29.5
Max Q Clear Time (g_c+I17).,6s 7.6

38.0 8.8

5.1 50.8

18.6 Green Ext Time (p_c), s 0.8 2.8 13.1
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

28.9 C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 7 ends

City of Coronado Page 1649
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th AWSC
8: Alameda Blvd & 6th St
Intersection
Intersection Delay, s/veh 9.8
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
94 94
41 41
12 12
17 17
30 30
6 6
23 140
23 140
14 14
2 2
161
161
61 61

0.85 0.85 0.85 0.75 0.75 0.75 0.81 0.81 0.81 0.95 0.95 0.95 3 111
0 3
48 1
3 14
0 3
23 0
3 40
1 3
8 0
3 3 3
17 0
3 2
0 3
169
1 3
64 0
28 173
Number of Lanes 0 1
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 9
A
EB
1 WB
1 9.9
A
WB
1 EB
1 9.9
A
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 10
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
13% 64% 32% 1%
79% 28% 57% 72%
8% 8% 11% 27%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
177 147 53 224
17 30 161
61 71 236
23 140
14 94
41 12
2 RT Vol 6
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
219 173
1 1 1 1

0.294 0.249 0.103 0.308

4.848 5.191 5.267 4.695
Yes Yes Yes Yes
736 685 673 759

2.913 3.271 3.36 2.758

0.298 0.253 0.105 0.311

9.9 A
10 A
9 A

9.9 A

1.2 1 0.3 1.3
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 8 ends

City of Coronado Page 1650
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
9: Orange Ave & 6th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
47 47
0 57
57 0
52 52
0 5
5 0
30 30
0 22
22 0
90 454
90 454
14 14
0 31 1040
31 1040
66 66
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.91 0.96 0.85 1.00 0.95 1.00 0.95 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
70 85 78 6 36 27 108 547 17 34 1156 73

0.67 0.67 0.67 0.83 0.83 0.83 0.83 0.83 0.83 0.90 0.90 0.90 3 3 3 3 3 3 3 3 3
60 3 3 3
151 180 147 53 256 178 133 1949 50 1719 108
Arrive On Green
Sat Flow, veh/h

0.29 0.29 0.29 0.29 0.29 0.29 0.08 0.56 0.56 0.03 0.51 0.51 389 623 509 70 889 616 1767 3484 108 1767 3357 212
Grp Volume(v), veh/h 233
Grp Sat Flow(s),veh/h/ln1521
0 0

0.0 0.0
0 0

0.0 0.0
69 1575

0.0 0
0 0.0

0.0 0
0 0.0

0.0 108 276 288
1767 1763 1829 1767 1763 1806
34 607 622
Q Serve(g_s), s
Cycle Q Clear(g_c), s 15.1
Prop In Lane 0.30
Lane Grp Cap(c), veh/h 477
V/C Ratio(X)
Avail Cap(c_a), veh/h 511

10.4 7.2

7.2 9.8

9.8 9.9

9.9 2.3 30.7 30.8

2.3 30.7 30.8

0.12 50 903 925

3.8 0.33 0.09
487

0.39 1.00 0.06 1.00
0 0 0 0 133 986 1023

0.49 0.00 0.00 0.14 0.00 0.00 0.81 0.28 0.28 0.68 0.67 0.67 0 0 521 211 986 1023 102 903 925 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 0.97 0.97 0.97 0.63 0.63 0.63 Uniform Delay (d), s/veh 35.6
Incr Delay (d2), s/veh 0.8
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln5.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.4

0.0 0.0

0.0 0.0

0.0 31.8 0.0

0.0 0.0

0.0 0.0 54.6 13.8 13.8 57.8 21.8 21.8

0.0 0.0

0.0 0.1

0.0 1.5

0.0 11.5 0.7

0.0 4.1

0.7 0.0

4.2 9.8

0.0 2.5

0.0 2.5

0.0 0.0

0.0 0.0

3.6 1.2 13.0 13.3

0.0 A
233

36.4 D

0.0 31.9 0.0
A
69 31.9
C

0.0 66.2 14.5 14.5 67.6 24.3 24.3
LnGrp LOS D A C A E B
672

22.8 C
B E C
1263

25.5 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s8.1 72.2
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x6),.9s 60.9
Max Q Clear Time (g_c+I14).,3s 11.9
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

39.7 5.1

37.3 5.8

39.7 13.8 66.6

5.1 * 4.7 5.1

37.3 * 14 53.5

17.1 1.4

9.2 32.8

3.9 0.1 8.8 0.4
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

26.0 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 9 ends

City of Coronado Page 1651
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
10: Orange Ave & 8th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 102
Future Volume (veh/h) 102
52 52
0 37
37 0
18 18
0 47
47 0
39 39
0 72 461
72 461
10 10
0 26 970
26 970
45 45
Initial Q (Qb), veh 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.98 0.96 0.98 0.96 1.00 0.94 1.00 0.92 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
138 70 50 30 78 65 77 496 11 31 1141 53

0.74 0.74 0.74 0.60 0.60 0.60 0.93 0.93 0.93 0.85 0.85 0.85 3 3 3 3 3 3 3 3 3
35 3 3 3
299 147 87 113 258 185 101 1564 58 1435 67
Arrive On Green
Sat Flow, veh/h

0.30 0.30 0.30 0.30 0.30 0.30 0.06 0.44 0.44 0.03 0.42 0.42 720 489 291 165 860 617 1767 3521 78 1767 3416 159
Grp Volume(v), veh/h 258
Grp Sat Flow(s),veh/h/ln1501
0 0

0.0 0.0
0 0

0.0 0.0
173
1641

0.0 0
0 0.0

0.0 0
0 0.0

0.0 77 248 259
1767 1763 1836 1767 1763 1812
31 588 606
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

3.5 8.8

0.53 2.9

2.9 6.1

6.1 6.1

6.1 1.2 19.4 19.5

1.2 19.4 19.5

0.09 58 741 761

5.3 0.19 0.17
556

0.38 1.00 0.04 1.00
Lane Grp Cap(c), veh/h 533 101 783 816
V/C Ratio(X)
Avail Cap(c_a), veh/h 827
0 0 0 0

0.48 0.00 0.00 0.31 0.00 0.00 0.77 0.32 0.32 0.54 0.79 0.80 0 0 888 167 923 961 159 915 941 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 19.2
Incr Delay (d2), s/veh 0.7
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln3.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.9

0.0 0.0

0.0 0.0

0.0 18.2 0.0

0.0 0.0

0.0 0.0 31.1 12.0 12.0 31.8 16.9 16.9

0.0 0.0

0.0 0.3

0.0 2.0

0.0 11.4 0.2

0.0 2.2

0.2 0.0

2.3 7.5

0.0 0.6

4.0 0.0

7.8 3.9

0.0 8.0

0.0 0.0

0.0 1.5

0.0 A
258

19.9 B

0.0 18.5 0.0
A
173

18.5 B

0.0 42.5 12.2 12.2 39.3 20.8 20.8
LnGrp LOS B A B A D B
584

16.2 B
B D C
1225

21.3 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s6.9 34.8
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gmax)*, 6s 35.0
Max Q Clear Time (g_c+I13).,2s 8.1
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

25.2 5.1

34.1 7.3

25.2 8.5 33.2

5.1 34.1 * 6.3 34.7

5.1 * 4.7

10.8 1.6

4.9 21.5

3.2 0.0 6.6 1.0
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

19.6 B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 10 ends

City of Coronado Page 1652
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
11: Orange Ave & 10th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
35 35
0 65
65 0
54 54
0 17
17 0
45 45
0 43
43 0
76 526
76 526
9 9
0 35 761
35 761
72 72
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.85 1.00 0.95 1.00 0.86 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
47 88 73 26 68 65 88 612 10 38 818 77

0.74 0.74 0.74 0.66 0.66 0.66 0.86 0.86 0.86 0.93 0.93 0.93 3 3 3 3 3 3 3 3 3
33 3 3 3
60 242 201 38 202 193 108 1997 49 1698 160
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h

0.03 0.27 0.27 0.02 0.25 0.25 0.06 0.56 0.56 0.03 0.53 0.53 1767 912 757 1767 799 763 1767 3546 58 1767 3205 302
88 304 318 38 450 445
1562 1767 1763 1842 1767 1763 1744
47 0
0 161
1669 1767
26 0
0 133
Grp Sat Flow(s),veh/h/ln1767
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 60
V/C Ratio(X)
Avail Cap(c_a), veh/h 125

4.2 4.2

1.00 0.0 12.5

0.0 12.5

2.3 2.3

0.0 11.1

0.0 11.1

7.9 14.6 14.6

7.9 14.6 14.6

3.4 25.8 25.8

3.4 25.8 25.8

0.17 49 934 924

0.45 1.00
443 38

0.49 1.00 0.03 1.00
0 0 394 108 993 1037

0.78 0.00 0.36 0.69 0.00 0.34 0.81 0.31 0.31 0.78 0.48 0.48 0 500 92 438 202 993 1037 114 934 924 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 0.54 0.54 0.54 Uniform Delay (d), s/veh 76.7
Incr Delay (d2), s/veh 18.9
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln2.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 95.5

0.0 47.8 77.8 0.0 48.9 74.2 18.5 18.5 77.3 23.8 23.8

0.0 0.0

0.0 0.5 19.8 0.0

0.0 0.0

0.5 13.6 0.8

0.0 6.3

0.8 13.2 1.0

0.0 1.0

0.0 0.0

5.4 0.0

1.3 0.0

4.5 0.0

4.0 0.0

6.6 0.0

1.7 11.1 11.0

0.0 48.3 97.6 0.0 49.4 87.8 19.2 19.2 90.5 24.7 24.7
LnGrp LOS F A
208

59.0 E
D F A
159

57.2 E
D F B
710

27.7 C
B F C
933

27.4 C
C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.1 95.2
Change Period (Y+Rc), s* 4.7 5.1 * 4.7
Max Green Setting (Gmax*)1, 0s 73.9 * 8.3 47.9 * 18 65.9 * 11 44.9 Max Q Clear Time (g_c+I15).,4s 16.6 4.3 14.5 9.9 27.8 6.2 13.1

0.1 7.0 0.0 0.9

8.1 47.5 14.5 89.9 10.2 45.5

5.1 * 4.7 5.1 * 4.7 5.1
Green Ext Time (p_c), s 0.0 4.4 0.0 1.1
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

33.1 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 11 ends

City of Coronado Page 1653
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th TWSC
12: Glorietta Blvd & Pomona Ave
Intersection
Int Delay, s/veh 7.6
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
384 176
384 176
30 30
0 5
5 32
5 5
10 303
303
32 0 0
Free Free Free Free Stop Stop
- None - None - None
-
-
-
0 -
0 0
-
-
-
0 0
0 -
-
- 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
86 3
86 3
85 3
35 85
3 6
90 3
6 90
3 447 205 337
Major/Minor
Conflicting Flow All
Stage 1
Major1 Major2 Minor2
1179
70 1109

6.43 6.23

5.43 5.43
- 3.527 3.327
73 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
70 -
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 -
-
-
- -

2.227
Pot Cap-1 Maneuver 1520 -
-
-
-
-
-
-
-
210 990
950
314
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1474
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
130 960
-
-
-
130
606
305
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

5.8 WB
0 SB

11.8 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
EBL EBT WBT WBR SBLn1
1474

0.303

8.5 -
-
0 A
-
-
-
-
-
-
- 870
- 0.393
-
-
-

11.8 A B
HCM 95th %tile Q(veh) 1.3 1.9
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 12 ends

City of Coronado Page 1654
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
13: Orange Ave & Rh Dana Pl/Adella Ave
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
29 29
0 20
20 0
108
108
0 9
9 0
10 10
0 14
14 0
350
350
0 464
464
0 13
13 0
38 38
0 696
696
0 142
142
0 Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.90 1.00

0.80 1.00

0.92 1.00

0.88 1.00

1.00 1.00

0.91 1.00

1.00 1.00

0.81 1.00 1.00
No
1856
26 0.78
3 205

0.33 627
0 1.00
No
1856
16 0.63
3 158

0.33 482
0 1.00
No
1856
533

0.87 3
1909

0.55 3491
269

1.00 No
1856
859

0.81 3
947

0.34 2789
543
1763

48.4 48.4
1856
37 0.78
3 304

0.33 823
63 1449

0.6 1856
138

0.78 3
722

0.33 2209
138
1105

7.4 1856
14 0.63
3 139

0.33 339
52 1424

0.0 1856
22 0.63
3 197

0.33 603
0 1856
402

0.87 3
1856
15 0.87
3 54

0.55 98
279
1827

13.5 13.5

0.05 999

0.28 1112

1.00 1.00

20.0 0.2
1856
47 0.81
3 1856
175

0.81 3
426

0.24 1767
402
1767

36.8 36.8

1.00 426

0.94 521

1.00 1.00

61.3 23.4

0.0 60 193

0.34 568
491
1594

48.4 48.4

0.36 541

0.91 603

1.00 1.00

51.9 16.5

0.0 0.03
1767
47 1767

4.3 4.3

1.00 60

0.78 114

1.00 1.00

78.9 19.0

0.0 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 0

0.0 0.0
0 1763

13.4 13.4

0.0 0.0

0.42 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

4.2 7.4 3.7

0.59 508

0.12 510

1.00 1.00

38.7 0.1

1.00 722

0.19 725

1.00 1.00

39.8 0.1

0.27 493

0.11 495

1.00 1.00

38.5 0.1
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0
964

0.28 1073

1.00 1.00

19.9 0.2
599

0.91 667

1.00 1.00

51.9 15.2

0.0 0.0

1.8 0.0

2.1 0.0

1.5 0.0

5.7 0.0

19.3 5.9 2.3 23.9 21.9

38.8 D

0.0 A

39.9 D

38.6 D

0.0 A

0.0 A

84.7 F

20.1 C

20.1 C

97.9 F

67.0 E

68.4 E
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
201

39.6 D
52 38.6
D
950

47.5 D
1081

69.0 E
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s * 11 100.2
Max Q Clear Time (g_c+I1), s 6.3
1 10.3
* 4.7
2 95.4

5.4 4

58.9 5.1

54.0 9.4
5 44.4
* 4.7
* 49

38.8 0.9
6 61.3

5.4 62.3

50.4 5.5
8 58.9

5.1 54.0

15.5 5.7
Green Ext Time (p_c), s 0.0 3.8 1.1 0.3
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

56.8 E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 13 ends

City of Coronado Page 1655
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
14: Orange Ave & Pomona Ave
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h) 159
Future Volume (veh/h) 159
3 3
0 985 574
985 574
0 0
0 756
756
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.96
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856

0.97 1.00
No No
1856
859
0 Adj Flow Rate, veh/h 0
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
269 5 1159 675

0.59 0.59 0.85 0.85 0.88 0.88
3 327
3 6
3 3 0
0 3
1571 836 2524
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h 275
Grp Sat Flow(s),veh/h/ln1762

0.19 0.19 1.00 1.00 0.00 0.72
1724 32 2288 1168 0
0 0
3711
0 0
909 925
1763 1600
859
1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s 16.5
Prop In Lane
Lane Grp Cap(c), veh/h 334
V/C Ratio(X) 0.82 0.00 0.72 0.81 0.00 0.34
Avail Cap(c_a), veh/h 497 1262 1145 2524

16.5 0.0 0.0 0.0 0.0 10.1

0.0 0.0 0.0 0.0 10.1

0.98 0.02 0.73 0.00
0 1262 1145 0 2524
0 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 1.00 1.00

1.00 0.00 0.78 0.78 0.00 0.58
Uniform Delay (d), s/veh 42.8
Incr Delay (d2), s/veh 6.9
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln7.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.7

0.0 0.0

0.0 0.0

0.0 2.8

0.0 1.0

0.0 4.9

0.0 1.5

0.0 0.0

0.0 0.0

5.9 0.0

0.0 3.3

0.0 A

2.8 A

4.9 A

0.0 A

5.9 LnGrp LOS D A
Approach Vol, veh/h
Approach Delay, s/veh 49.7
Approach LOS
275 1834

3.8 A
859

5.9 D A
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
2 84.1

5.4 6

84.1 5.4
8 25.9

5.0 Max Green Setting (Gmax), s 45.6
Max Q Clear Time (g_c+I1), s 2.0

17.6 12.1

2.7 31.0

18.5 Green Ext Time (p_c), s 24.3 0.7
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

8.7 A
Notes
User approved pedestrian interval to be less than phase max green.

User approved volume balancing among the lanes for turning movement.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 14 ends

City of Coronado Page 1656
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM Signalized Intersection Capacity Analysis
15: Silver Strand Blvd/Orange Ave & Avenida Del Sol
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
62 62
1900

4.0 0
0 1900

4.0 5
5 1900
0 0
1900
0 0
1900
4 4
1900

4.7 20
20 1900

4.7 1495
1495
1900

5.8 3
3 1900
0 0
1900
879
879
1900

5.8 49
49 1900

5.8 0.95

1.00 1.00

1.00 0.95
1665

0.95 1665

0.79 78

0.95 0.99

1.00 0.98

0.96 1633

0.96 1633

0.79 0

1.00 1.00

1.00 0.86

1.00 1596

1.00 1596

0.42 10

1.00 1.00

1.00 1.00

0.95 1752

0.95 1752

0.87 23

0.95 1.00

1.00 1.00

1.00 3504

1.00 3504

0.87 1718
0 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.91 966

1.00 0.93

1.00 0.85

1.00 1461

1.00 1461

0.91 54
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot

0.79 6
0 0
18 10

0.42 0.42 0.87
3 0
0 10
10 0.91
0 0
0 0
0 0
0 0
0 0
42 37
5 9
1 0
23 21
0 966
15 39
21 10
1721
Perm NA
4 Perm Prot
5 NA
2 NA Perm
6 4

12.8 12.8

0.12 4.0

3.0 193
8 12.1

12.1 0.11

4.7 3.0
175
6 12.8

12.8 0.12

4.0 3.0
190

3.6 3.6

0.03 4.7

3.0 57

87.4 87.4

0.79 5.8

3.0 2784

79.1 79.1

79.1 0.72

5.8 3.0
1050

79.1 0.72

5.8 3.0
2520

0.01 c0.49 0.28
v/s Ratio Perm
v/c Ratio
c0.03

0.22 44.1

1.00 0.6

0.00 0.03

43.1 1.00

0.1 43.1
D

43.9 D

0.00 0.01

43.6 1.00

0.0 0.03

0.04 4.5

3.93 0.0

0.40 52.1

1.00 4.6

56.8 E

0.62 4.6

1.00 1.0

5.6 A

0.38 6.0

2.47 0.0

14.8 B
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS

44.6 D

43.6 D

17.5 B

43.6 D

6.3 A

14.9 B
Intersection Summary
HCM 2000 Control Delay 10.6

0.60 110.0

77.9%
15 HCM 2000 Level of Service B
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)
Sum of lost time (s)
ICU Level of Service

15.2 D
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1657
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
16: Silver Strand Blvd & Avenida De Las Arenas
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
53 53
0 11
11 0
9 9
0 13
13 0
0 0
0 5
5 0
40 1541
40 1541
33 33
0 22 780
22 780
50 50
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.94 0.93 0.96 0.93 1.00 0.93 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
75 0 11 34 0 13 46 1771 38 25 897 57

0.81 0.81 0.81 0.38 0.38 0.38 0.87 0.87 0.87 0.87 0.87 0.87 3 553
3 0
3 3 3
6 3
64 3 3 3
53 3 3 3
247 204 59 2485 38 2330 148
Arrive On Green
Sat Flow, veh/h
Grp Volume(v), veh/h

0.17 0.00 0.17 0.17 0.00 0.17 0.07 1.00 1.00 0.02 0.69 0.69 2602 0 1465 960
11 47
1465 1380
38 382 1767 3523 75 1767 3359 213
75 0
0 0
0 0
0 46 883 926
1767 1763 1835 1767 1763 1810
25 471 483
Grp Sat Flow(s),veh/h/ln1301
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 553
V/C Ratio(X)
Avail Cap(c_a), veh/h 740

0.0 3.0

1.00 0.0

0.0 0.9

0.9 1.00 0.72
247 274

3.5 4.2

0.0 0.0

0.0 0.0

0.28 1.00

3.8 3.8

0.0 0.0

0.0 0.0

0.04 1.00

2.1 16.7 16.7

2.1 16.7 16.7

0.12 0 0 0 59 1244 1295 38 1223 1256

0.14 0.00 0.04 0.17 0.00 0.00 0.78 0.71 0.72 0.66 0.38 0.38 0 353 373 119 1244 1295 67 1223 1256 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 0.00 0.09 0.09 0.09 0.94 0.94 0.94 Uniform Delay (d), s/veh 53.0
Incr Delay (d2), s/veh 0.1
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.2

0.0 52.2 53.5 0.0

0.0 0.0

0.0 0.0 69.5 0.0

0.3 0.0

0.1 0.0 72.8

0.3 16.5

9.6 0.9

0.0 6.2

9.6 0.8

0.0 6.3

0.0 0.0

0.0 0.1

0.0 0.4

0.3 0.0

1.6 0.0

0.0 0.0

2.1 0.0

1.7 0.0

0.1 0.0

1.1 0.0 52.3 53.8 0.0
A
47 53.8
D

0.0 71.5 0.3
A
1855

2.1 A

0.3 89.3 10.5 10.4
LnGrp LOS D A D D A E A F B
979

12.5 B
B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
86 53.0
D
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s7.9 111.6
Change Period (Y+Rc), s* 4.7 5.8
Max Green Setting (Gma*x5),.7s 92.6
Max Q Clear Time (g_c+I14).,1s 2.0
Green Ext Time (p_c), s 0.0 23.5
1 2 4 5 6 8

30.4 5.1

36.1 6.2

30.4 9.7 109.9

5.8 36.1 * 10 88.2

5.1 * 4.7

5.0 0.3

5.8 18.7

0.0 6.6 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

7.8 A
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 16 ends

City of Coronado Page 1658
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
17: Silver Strand Blvd & Rendova Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
1 1
0 0
0 0
1466
1466
0 58 441 517
58 441 517
0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
623 3 1593 63 531 623

0.58 0.58 0.92 0.92 0.83 0.83
3 3 3 3 3 3
9999 9999 2118 912 463 3152
Arrive On Green 0.03 0.03 1.00 1.00 0.52 1.00
Sat Flow, veh1/8h8118956644631306114304 3618 1519 1767 3618 Grp Volume(v), veh/h 623 1593 63 531 623
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1519 1767 1763
3 Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

0.0 0.0

1.00 1.00

0.0 0.0

0.0 0.0

0.0 39.3

0.0 39.3

1.00 1.00

0.0 0.0
Lane Grp Cap(c6)2, 7v0e6h3/ h12838415063 3 9 3 2 8 2118 912 463 3152 V/C Ratio(X) 0.00 0.00 0.75 0.07 1.15 0.20
Avail Cap(c_a)4,3v8e9h4/h412315657220358912 2118 912 463 3152 HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 2.00 2.00 2.00 2.00

1.00 1.00 0.79 0.79 0.94 0.94
Uniform Delay (d), s/veh 0.0
Incr Delay (d2), s/veh 0.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln0.0
Unsig. Movement Delay, s/veh

0.0 0.0

0.0 0.0

0.0 2.0

0.0 0.6

0.0 35.7

0.1 87.6

0.0 0.0

0.0 0.0

0.0 0.0

0.0 23.6
LnGrp Delay(d),s/veh
LnGrp LOS

0.0 A

0.0 A

2.0 A

0.1 123.3 0.0
A F A
Approach Vol, veh/h
Approach Delay, s/veh 0.0
Approach LOS
626 1656

1.9 A
1154

56.8 A E
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 4s4.0 95.9
Change Period (Y+Rc), s* 4.7 5.8
1 2 6
139.9

5.8 8

10.1 5.1
Max Green Setting (Gmax*)3, 9s 60.1
Max Q Clear Time (g_c+I411).,3s 2.0
Green Ext Time (p_c), s 0.0 18.5
104.1

2.0 4.4

35.0 2.0

2.5 Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

20.0 B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 17 ends

City of Coronado Page 1659
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
18: Silver Strand Blvd & Tarawa Rd
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
27 27
0 24
24 0
18 18
0 3
3 0
30 30
0 61
61 0
96 1418
96 1418
47 47
0 0
0 0
477 172
477 172
0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.93 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
48 49 34 4 35 72 103 1525 51 0 589 212

0.53 0.53 0.53 0.85 0.85 0.85 0.93 0.93 0.93 0.81 0.81 0.81 3 94
3 99
3 79
3 3 3 3 3 3 3
1 3 3
17 153 136 123 2637 1139 1634 587
Arrive On Green
Sat Flow, veh/h

0.05 0.05 0.05 0.09 0.09 0.09 0.14 1.00 1.00 0.00 0.65 0.65 1767 1856 1488 189 1657 1468 1767 3526 1523 1767 2526 907 Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln1767 1856 1488 1846
48 49 34 39 0
0 72 103 1525
1468 1767 1763 1523 1767 1763 1670
51 0 411 390
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 94
V/C Ratio(X)
Avail Cap(c_a), veh/h 118 124

4.0 4.0

1.00 3.9

3.9 3.3

3.3 1.00 0.10
79 171

2.9 2.9

0.0 0.0

7.0 7.0

1.00 1.00

8.5 8.5

0.0 0.0

0.0 0.0

1.00 1.00

0.0 16.1 16.2

0.0 16.1 16.2

0.54 99 0 136 123 2637 1139 1 1140 1080

0.51 0.50 0.43 0.23 0.00 0.53 0.84 0.58 0.04 0.00 0.36 0.36 99 406 323 193 2637 1139 59 1140 1080 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 1.00 1.00 1.00 0.00 1.00 0.76 0.76 0.76 0.00 0.99 0.99 Uniform Delay (d), s/veh 69.1 69.1 68.8 63.1 0.0 65.0 63.7 0.0

0.7 0.0

0.3 0.0

0.1 0.0

0.0 0.0 12.2 12.2
Incr Delay (d2), s/veh 4.3 3.8

0.0 1.9

3.7 0.0

1.4 0.7

0.0 1.4

0.0 0.0

0.0 3.2 12.9 0.0

0.0 0.0

0.9 0.0

6.3 0.9

0.0 6.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.9
Unsig. Movement Delay, s/veh

0.0 2.8

0.0 4.0
LnGrp Delay(d),s/veh 73.4 72.9 72.5 63.8 0.0 68.2 76.5 0.7 A
1679

5.3 A

0.1 A

0.0 13.1 13.1
LnGrp LOS E E
131

73.0 E
E E A
111

66.6 E

E E A B
801

13.1 B
B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s0.0 118.0
Change Period (Y+Rc), s* 4.7 5.8
1 2 4 5 6 8

19.0 5.1

13.1 15.2 102.8

5.1 * 4.7 5.8
Max Green Setting (Gmax)*, 5s 81.3
Max Q Clear Time (g_c+I10).,0s 2.0
Green Ext Time (p_c), s 0.0 17.7

10.0 * 16 69.9

6.0 10.5 18.2

33.0 9.0

0.1 0.1 5.4 0.4
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

13.4 B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 18 ends

City of Coronado Page 1660
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM Signalized Intersection Capacity Analysis
19: Silver Strand Blvd & Tulagi Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph)
Future Volume (vph)
Ideal Flow (vphpl)
Total Lost time (s)
Lane Util. Factor
Frpb, ped/bikes
Flpb, ped/bikes
26 26
1900

5.1 1
1 1900
1804
1804
1900

5.8 116
116
1900

5.8 0
0 1900
300
300
1900

5.8 1.00

1.00 1.00

1.00 0.95
1748

0.95 1748

0.79 33

0.95 1.00

1.00 1.00

1.00 3505

1.00 3505

0.93 1940
0 1.00

0.96 1.00

0.85 1.00
1502

1.00 1502

0.93 125
22 0.95

1.00 1.00

1.00 1.00
3505

1.00 3505

0.60 500
Frt
Flt Protected
Satd. Flow (prot)
Flt Permitted
Satd. Flow (perm)
Peak-hour factor, PHF
Adj. Flow (vph)
RTOR Reduction (vph)
Lane Group Flow (vph)
Confl. Peds. (#/hr)
Confl. Bikes (#/hr)
Turn Type
Protected Phases
Permitted Phases
Actuated Green, G (s)
Effective Green, g (s)
Actuated g/C Ratio
Clearance Time (s)
Vehicle Extension (s)
Lane Grp Cap (vph)
v/s Ratio Prot

0.79 0.60
1 0
0 0
0 0
1 33
0 1940 103 500
10 10 10
Perm NA Perm
2 NA
6 8

2.4 2.4

0.03 5.1

3.0 55
2 61.7 61.7

61.7 0.82

5.8 3.0
1235

61.7 61.7

0.82 5.8

3.0 2883

0.14 61.7

0.82 5.8

3.0 2883
c0.55
v/s Ratio Perm
v/c Ratio
c0.02

0.60 35.8

1.00 17.1

52.9 D

0.07 0.08

1.3 1.00

0.1 1.4
A

0.67 2.6

1.00 1.3

3.9 A

0.17 1.4

1.60 0.1

2.3 A
Uniform Delay, d1
Progression Factor
Incremental Delay, d2
Delay (s)
Level of Service
Approach Delay (s)
Approach LOS

52.9 D

3.8 A

2.3 A
Intersection Summary
HCM 2000 Control Delay
HCM 2000 Volume to Capacity ratio
Actuated Cycle Length (s)
Intersection Capacity Utilization
Analysis Period (min)

4.1 0.67

75.0 63.1%
15 HCM 2000 Level of Service A
Sum of lost time (s)
ICU Level of Service

10.9 B
c Critical Lane Group
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1661
Attachment 9
Mid-Term 2030 + Project AM
02/07/2024
HCM 6th Signalized Intersection Summary
20: Silver Strand Blvd & Leyte Rd
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
31 31
0 77 2029
77 2029
16 16
0 55 285
55 285
0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 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 1856 1856 1856 1856 1856 1856

0.97 1.00
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
41 101 2415

0.76 0.76 0.84 0.84 0.71 0.71
19 77 401
3 3 3 3 3 3
143 127 2522 1088 93 2852
Arrive On Green
Sat Flow, veh/h

0.08 0.08 0.72 0.72 0.05 0.81
1767 1572 3618 1521 1767 3618
Grp Volume(v), veh/h 41 101 2415 19 77 401
Grp Sat Flow(s),veh/h/ln1767 1572 1763 1521 1767 1763
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane

2.8 2.8

1.00 1.00

8.0 78.7

8.0 78.7

0.5 0.5

1.00 1.00

5.5 5.5

3.1 3.1
Lane Grp Cap(c), veh/h 143 127 2522 1088
V/C Ratio(X)
Avail Cap(c_a), veh/h 375 334 2553 1102
93 2852

0.29 0.79 0.96 0.02 0.83 0.14
93 2985
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 55.0 57.4 16.4 5.2 59.7

0.0 54.4

2.6 0.0

0.0 0.7
Incr Delay (d2), s/veh 1.1 10.5

0.0 9.8
Initial Q Delay(d3),s/veh 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3
Unsig. Movement Delay, s/veh

0.0 0.1

0.0 3.6 28.4 3.8
LnGrp Delay(d),s/veh 56.1 67.9 26.1 5.2 114.1 2.6
A
478

20.6 C
LnGrp LOS E E C
2434

26.0 C
A F
Approach Vol, veh/h 142
Approach Delay, s/veh 64.5
Approach LOS E
Timer - Assigned Phs 1 2 6
111.3
* 8.4
* 1.1E2

5.1 8

15.9 5.6

27.0 10.0

0.4 Phs Duration (G+Y+Rc), 1s1.9 99.4
Change Period (Y+Rc), s* 5.2 * 8.4
Max Green Setting (Gma*x6),.7s * 92
Max Q Clear Time (g_c+I17).,5s 80.7
Green Ext Time (p_c), s 0.0 10.2 2.6
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

26.9 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 20 ends

City of Coronado Page 1662
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
1: Orange Ave & 1st St
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
204
204
0 267
267
0 131
131
0 93
93 0
104
104
0 74
74 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

0.85 1.00

0.96 1.00

1.00 1.00
No
1856
124

0.84 3
598

0.34 1767
124
1767

3.2 1.00

1.00 1.00
No
1856
249

0.82 3
323

0.49 657
0 1.00
No
1856
118

0.79 3
913

0.49 1856
118
1856

2.2 1856
326

0.82 3
1856
166

0.79 3
1856
88 0.84
3 532

0.34 1572
88 1572

2.5 423

0.49 860
575
1517

20.1 20.1

0.57 747

0.77 747

1.00 1.00

13.5 4.9
257

0.49 802
166
802

11.9 32.0

1.00 257

0.65 257

1.00 1.00

27.3 5.5
Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
0 0.0

0.0 2.2 3.2 2.5

1.00 598

0.21 598

1.00 1.00

15.3 0.8

1.00 532

0.17 532

1.00 1.00

15.1 0.7
0 0.00
0 1.00

0.00 0.0

0.0 0.0

0.0 913

0.13 913

1.00 1.00

8.9 0.1

0.0 0.8

0.0 7.0

0.0 2.9

0.0 1.4

0.0 1.0

0.0 A

18.4 B

32.8 C

9.0 A

16.1 B

15.7 B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
575

18.4 B
284

22.9 C
212

15.9 B
Timer - Assigned Phs 2

38.0 6.0

32.0 22.1

3.2 6

38.0 6.0

32.0 34.0

0.0 8

27.0 5.0

22.0 5.2
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.6
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

19.1 B
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 1 ends

City of Coronado Page 1663
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th TWSC
2: A Ave & 1st St
Intersection
Int Delay, s/veh 5.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
Sign Control
3 3
10 45
45 0
56 56
11 8
8 11
38 38
0 0
0 10
63 63
17 0
0 0
38 38
10 3
3 10
3 3
0 0
0 17
Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
73 3
4 73
3 62
73 3
77 55
3 15
55 3
69 55
3 0
66 3
95 66
3 0
66 3
58 30
3 10
30 3
10 30
3 0
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All
Stage 1
79 -
-
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
150 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
241 229 122 257 267 96
-
-
-
-
120 120
121 109
-
-
109 109
Stage 2 148 158
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13 7.13 6.53 6.23 7.13 6.53 6.23
-
-
-
-

6.13 5.53

6.13 5.53
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227
- 1425
-
-
-
- 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1513 -
-
-
-
-
-
-
-
711 669 926 694 637 958
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1499
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
882 794
881 803
-
-
894 803
852 765
-
-
- 1410 676 646 908 631 615 934
-
-
-
-
-
-
-
-
-
676 646
871 784
846 786
-
-
-
631 615
883 786
788 755
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

0.2 WB

1.3 NB
11 B
SB
11 B
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
748 1499

0.205 0.003
-
-
- 1410 -
-
- 623
-
-
-
-

0.01 7.6
A
- 0.032
11 B

0.8 7.4
A
0 0
A
-
0 A
-
-
-
-
11 B
HCM 95th %tile Q(veh) 0 0.1
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 2 ends

City of Coronado Page 1664
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th TWSC
3: A Ave & 2nd St
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Conflicting Peds, #/hr
18 146
18 146
22 22
55 12 171 108
12 171 108
10 10
10 7
7 0
3 3
10 33
33 10
43 43
0 18
18 49 0 55 0 49 10
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized
Storage Length
Veh in Median Storage, #
Grade, %
-
-
-
- None -
-
-
- None -
-
-
- None -
-
-
- None
-
0 -
-
-
0 -
-
-
0 -
-
-
0 -
-
- 0 - - 0 - - 0 - - 0 -
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
69 3
26 212
69 3
69 3
32 90
3 90
3 90
3 71
3 14
71 3
10 71
3 4
76 3
43 76
3 57
76 3
13 190 120 24
Major/Minor
Conflicting Flow All
Stage 1
Major1
359
Major2 Minor1 Minor2
0 -
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
299 0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
0 -
-
-
-
662 720 293 622 676 309
335 335
327 385

7.13 6.53 6.23 7.13 6.53 6.23

6.13 5.53

6.13 5.53
-
-
-
-
-
-
325 325
297 351
-
Stage 2 -
Critical Hdwy
Critical Hdwy Stg 1
Critical Hdwy Stg 2
Follow-up Hdwy

4.13 4.13
-
-
-
-
-
-

6.13 5.53

6.13 5.53
-
- - -

2.227 - 2.227
- 1256
- 3.527 4.027 3.327 3.527 4.027 3.327
Pot Cap-1 Maneuver 1194 -
-
-
-
-
-
-
-
374 353 744 398 374 729
677 641
684 609
Stage 1
Stage 2
Platoon blocked, %
Mov Cap-1 Maneuver 1138
Mov Cap-2 Maneuver
Stage 1
-
-
-
-
-
-
-
-
-
685 647
709 630
-
-
- 1190 285 306 698 353 325 688
-
-
-
-
-
-
-
-
-
285 306
624 591
586 573
-
-
-
353 325
636 609
668 581
-
-
Stage 2 -
Approach
HCM Control Delay, s

HCM LOS
EB

0.8 WB

0.3 NB

17.3 C
SB

19.4 C
Minor Lane/Major Mvmt
Capacity (veh/h)
HCM Lane V/C Ratio
HCM Control Delay (s)
HCM Lane LOS
NBLn1 EBL EBT EBR WBL WBT WBR SBLn1
321 1138

0.088 0.023
-
-
- 1190
- 0.011
-
-
- 373
- 0.332

17.3 C

0.3 8.2
A

0.1 0
A
-
-
-
-

8.1 A
0 0
A
-
-
-
-

19.4 C
HCM 95th %tile Q(veh) 1.4
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 3 ends

City of Coronado Page 1665
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
4: Orange Ave & Third St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
0 0
0 0
0 0
961
961
50 635
635
75 79
79 0
43 43
0 252
252
0 0
0 0
0 0
0 594
594
60 14
14 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green

1.00 1.00

0.97 1.00

1.00 1.00

1.00 1.00

1.00 1.00

0.88 1.00 1.00
No
1856
538

0.96 3
1782

0.56 3134
318
1856

9.8 1.00
No
1856
293

0.86 3
1224

0.33 3618
293
1763

6.5 1.00
No
1856
691

0.86 3
983

0.24 3602
347
1763

20.0 20.0
1856
1089

0.96 3
1856
82 0.96
3 215

0.56 476
302
1754

9.9 1856
50 0.86
3 0
0 0.86
0 0

0.00 0
0 0

0.86 0
0 0.00
0 1856
16 0.86
3 9

0.24 81
360
1828

20.0 20.0

0.04 502

0.72 561

1.00 1.00

40.3 3.9
1940

0.56 3534
1089
1767

21.1 21.1

1.00 1940

0.56 1975

1.00 1.00

18.4 1.2
64 0.04
1767
50 1767

3.0 3.0

1.00 64

0.78 153

1.00 1.00

52.8 17.9

0.0 Sat Flow, veh/h
Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/ln
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h
V/C Ratio(X)
Avail Cap(c_a), veh/h
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh
Initial Q Delay(d3),s/veh
%ile BackOfQ(50%),veh/ln
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
0 0
0 0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

0.0 0.0

0.00 0

0.00 0

1.00 0.00

0.0 0.0

0.0 0.0

9.8 9.9 6.5

0.27 975

0.31 980

1.00 1.00

16.0 0.8
1021

0.31 1037

1.00 1.00

16.0 0.8
1224

0.24 1575

1.00 1.00

25.7 0.1
484

0.72 541

1.00 1.00

40.5 4.0

10.9 15.7

14.1 13.2

15.4 13.1

0.0 2.8

97.4 26.5

91.0 1.7 26.4

30.5 C

30.9 C
1709

30.9 C

32.3 C

70.8 E

25.8 C
343

32.3 C

0.0 A

0.0 141.9 135.2
A F
707
138.5
F
F
Timer - Assigned Phs 3

9.6 * 5.7
* 9.3

5.0 4

31.6 6.1

32.9 22.0

3.4 6

66.0 6.1

59.9 23.1

11.4 8

41.2 6.1

47.9 8.5
Phs Duration (G+Y+Rc), s
Change Period (Y+Rc), s
Max Green Setting (Gmax), s
Max Q Clear Time (g_c+I1), s
Green Ext Time (p_c), s 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

58.6 E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 4 ends

City of Coronado Page 1666
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th AWSC
5: Glorietta Blvd & Third St/Mullinix Dr
Intersection
Intersection Delay, s/veh10.7
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
3 3
2 2
6 6
29 29
59 59
27 27
42 209
42 209
48 48
63 63
51 51
14 14

0.92 0.92 0.92 0.56 0.56 0.56 0.91 0.91 0.91 0.57 0.57 0.57 3 3
0 3
2 1
3 7
0 3 3 3
48 0
3 3 3 3 3
89 1
3 25
0 52 105
0 46 230 53 111
Number of Lanes 1 0 1 0 0
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 10.4
B
EB
1 WB
1 11.4
B
WB
1 EB
1 10.2
B
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 8.5
A
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
NBLn1 EBLn1WBLn1
SBLn1
14% 27% 25% 49%
70% 18% 51% 40%
16% 55% 23% 11%
Stop Stop Stop Stop
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
299
42 209
48 11 115 128
3 2
6 29
59 27
63 51
RT Vol 14
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q
329
1 12 205 225
1 1 1

0.431 0.018 0.294 0.308

4.726 5.409 5.161 4.941
Yes Yes Yes Yes
756 666 690 721

2.79 3.409 3.24 3.012

0.435 0.018 0.297 0.312

11.4 B

2.2 8.5 10.4 10.2
A B B

0.1 1.2 1.3
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 5 ends

City of Coronado Page 1667
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
6: Alameda Blvd & Mc Cain Blvd/4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
24 1248 119
24 1248 119
0 0
0 0
0 0
0 0
0 106
106
0 87 185 269
87 185 269
0 0
0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 1.00
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
0 1856 1856 1856 1856
138 113 223 324
No
0 29 1486 142 0

0.84 0.84 0.84
0 0.77 0.77 0.77 0.83 0.83 0.83
3 3 3 0
0 3 3 3 3 0
34 1857 184 0

0.39 0.39 0.39
87 4729 468
183 150 266 810

0.00 0.20 0.20 0.15 0.44 0.00
0 0
0 918 752 1767 1856
251 223 324
0 1670 1767 1856
0 0
0 Grp Volume(v), veh/h 616 512 529
Grp Sat Flow(s),veh/h/ln1851 1689 1745
0 Q Serve(g_s), s
Cycle Q Clear(g_c), s 20.1 17.5 17.5
Prop In Lane 0.05 0.27
Lane Grp Cap(c), veh/h 727 663 685
V/C Ratio(X) 0.85 0.77 0.77
Avail Cap(c_a), veh/h 727 663 685

20.1 17.5 17.5 0.0

0.0 0.00
0 0.0

0.0 9.4

9.4 8.1

8.1 7.9

7.9 0.0

0.0 0.00
0 0.45 1.00
0 333 266 810

0.00 0.00 0.75 0.84 0.40 0.00
0 0 542 280 1057 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 18.3 17.5 17.5 0.0

0.0 0.0

0.0 0.0 24.9 27.3 12.7 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 11.8
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/1ln0.2
Unsig. Movement Delay, s/veh

8.5 0.0

7.8 8.2

0.0 8.0

0.0 0.0

0.0 3.4 18.8 0.3

0.0 3.1

0.0 3.9

0.0 4.7
LnGrp Delay(d),s/veh 30.1 26.0 25.8 0.0
A

0.0 28.4 46.1 13.1 0.0
LnGrp LOS C C A
1657

27.4 C
C A
251

28.4 C
C D B
547

26.5 C
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 1s5.7 18.8
Change Period (Y+Rc), s* 5.7 5.6
Max Green Setting (Gmax*)1, 1s 21.5
Max Q Clear Time (g_c+I110).,1s 11.4
Green Ext Time (p_c), s 0.0
1 2 4

31.7 * 5.7
* 26

22.1 3.2
6 34.5

5.6 37.7

9.9 1.1 2.1
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

27.3 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 6 ends

City of Coronado Page 1668
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
7: Orange Ave & 4th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
25 1743
25 1743
39 39
0 0
0 0
0 0
0 0
0 0
252
252
0 74 436 1108
74 436 1108
10 70

0.89 1.00
0 0
0 50 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/ln 1856 1856 1856
Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
Arrive On Green
Sat Flow, veh/h

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
No No
0 1856 1856 1856 1856
268 79 474 1204
No
0 27 1915 43 0 0

0.91 0.91 0.91 0.94 0.94 0.94 0.92 0.92 0.92
3 3 3 0
0 3 3 3 3 0
25 2566 759 0

0.50 0.50 0.50
68 5161 1537
792 300 580 1547

0.00 0.21 0.21 0.16 0.41 0.00
0 3711 1401 3428 3618
268 79 474 1204
0 1856 1401 1714 1763
0 0
0 Grp Volume(v), veh/h 730 1212
Grp Sat Flow(s),veh/h/ln1852 1689 1537
43 0
Q Serve(g_s), s
Cycle Q Clear(g_c), s 41.2 35.4
Prop In Lane 0.04
Lane Grp Cap(c), veh/h 915 1674 759
V/C Ratio(X) 0.80 0.72 0.06
Avail Cap(c_a), veh/h 1119 2040 928

41.2 35.4 1.8

1.8 1.00

0.0 0.0

0.00 0

7.8 7.8

6.0 17.1 39.0

6.0 17.1 39.0

1.00 1.00

0.0 0.0

0.00 792 300 580 1547 0

0.00 0.34 0.26 0.82 0.78 0.00
0 1017 384 870 1991 0
HCM Platoon Ratio
Upstream Filter(I)

1.00 1.00 1.00

1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00

0.00 1.00 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 32.4 30.0 18.7 0.0 46.9 46.1 54.1 41.3 0.0

0.0 0.0

0.0 Incr Delay (d2), s/veh 3.4 1.0 0.0

0.0 0.8

0.0 0.0

0.0 0.3

0.0 4.1

0.5 0.0 11.7 66.6

2.4 9.9 41.8

3.8 1.5
Initial Q Delay(d3),s/veh 11.8 10.3
%ile BackOfQ(50%),veh/2ln8.9 22.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.7 41.4 18.7 0.0 47.2 46.6 69.6 109.4 0.0 LnGrp LOS D D A
1985

43.2 D
B A D
347

47.0 D
D E F
1678

98.2 F
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), 2s5.3 31.9
Change Period (Y+Rc), s* 4.7 5.1
1 2 4

70.2 6.1
6 57.2

5.1 Max Green Setting (Gmax*)3, 2s 34.9
Max Q Clear Time (g_c+I119).,1s 9.8

76.9 43.2

20.9 71.9

41.0 Green Ext Time (p_c), s 1.5 2.0 11.0
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

66.5 E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 7 ends

City of Coronado Page 1669
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th AWSC
8: Alameda Blvd & 6th St
Intersection
Intersection Delay, s/veh 13
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h
Future Vol, veh/h
Peak Hour Factor
Heavy Vehicles, %
Mvmt Flow
53 53
33 33
22 22
5 5
42 42
7 7
13 111
13 111
7 7
49 263
49 263
76 76

0.72 0.72 0.72 0.55 0.55 0.55 0.72 0.72 0.72 0.85 0.85 0.85 3 74
0 3
46 1
3 31
0 3
9 0
3 76
1 3
13 0
3 3 3
10 0
3 3 3
89 0
18 154 58 309
Number of Lanes 0 1 0 1
Approach
Opposing Approach
Opposing Lanes
EB
WB
1 WB
EB
1 NB
SB
1 SB
NB
1 Conflicting Approach Left SB
Conflicting Lanes Left
Conflicting Approach RighNt B
NB
1 SB
1 9.9
A
EB
1 WB
1 10.3
B
WB
1 EB
1 15.5
C
1 Conflicting Lanes Right
HCM Control Delay

HCM LOS
1 10.6
B
Lane
Vol Left, %
Vol Thru, %
Vol Right, %
Sign Control
Traffic Vol by Lane
LT Vol
Through Vol
RT Vol
Lane Flow Rate
Geometry Grp
Degree of Util (X)
Departure Headway (Hd)
Convergence, Y/N
Cap
NBLn1 EBLn1WBLn1
SBLn1
10% 49% 9% 13%
85% 31% 78% 68%
5% 20% 13% 20%
Stop Stop Stop Stop 131 108 54 388
49 42 263
76 98 456
13 111
7 53
33 22
5 7
182 150
1 1 1 1

0.268 0.239 0.158 0.62

5.3 5.727 5.799 4.89
Yes Yes Yes Yes
677 626 618 744

3.337 3.771 3.847 2.89

0.269 0.24 0.159 0.613
Service Time
HCM Lane V/C Ratio
HCM Control Delay
HCM Lane LOS
HCM 95th-tile Q

10.3 10.6 9.9 15.5

B B A C

1.1 0.9 0.6 4.4
Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 8 ends

City of Coronado Page 1670
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
9: Orange Ave & 6th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
81 110
81 110
47 47
0 11
11 0
36 36
0 26
26 0
58 353
58 353
13 13
0 41 928
41 928
45 45
0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.97 0.94 0.98 0.95 1.00 0.91 1.00 0.88 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
108 147 63 15 49 35 67 410 15 45 1009 49

0.75 0.75 0.75 0.74 0.74 0.74 0.86 0.86 0.86 0.92 0.92 0.92 3 3 3 3 3 3 3 3 3
43 3 3 3
245 318 121 120 352 224 94 1188 75 1132 55
Arrive On Green
Sat Flow, veh/h

0.39 0.39 0.39 0.39 0.39 0.39 0.05 0.34 0.34 0.04 0.33 0.33 444 815 311 148 902 574 1767 3455 126 1767 3398 165
Grp Volume(v), veh/h 318
Grp Sat Flow(s),veh/h/ln1570
0 0
0 99 0
0 0 67 209 216 45 523 535
0 1623 0 1767 1763 1818 1767 1763 1800
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 685
V/C Ratio(X)
Avail Cap(c_a), veh/h 939

6.0 9.9

0.34 0.0

0.0 0.0

0.0 0.0

2.5 0.0

0.0 0.0

0.0 0.35 1.00

2.5 2.5

5.9 5.9

5.9 5.9

0.07 1.00

1.7 18.8 18.8

1.7 18.8 18.8

0.09 75 587 600

0.20 0.15
0 0 695 0 0 94 606 625

0.46 0.00 0.00 0.14 0.00 0.00 0.71 0.34 0.35 0.60 0.89 0.89 0 0 956 135 606 625 167 609 622 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.3
Incr Delay (d2), s/veh 0.5
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln3.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8

0.0 0.0

0.0 0.0

0.0 13.2 0.0

0.0 0.0

0.0 0.0 31.0 16.3 16.3 31.3 21.1 21.1

0.0 0.0

0.0 0.1

0.0 0.9

0.0 0.0

0.0 9.5

0.0 1.3

0.3 0.0

2.2 0.3

0.0 2.3

7.5 15.0 14.8

0.0 0.8

0.0 9.5

0.0 9.7

0.0 A
318

15.8 B

0.0 13.3 0.0
A
99 13.3
B

0.0 40.5 16.6 16.6 38.8 36.1 35.9
LnGrp LOS B A B A D B
492

19.8 B
B D D
1103

36.1 D
D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s7.5 28.0
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x6),.3s 21.8
Max Q Clear Time (g_c+I13).,7s 7.9
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

31.1 5.1

37.0 4.5

31.1 8.3 27.3

5.1 37.0 * 5.1 23.0

5.1 * 4.7

11.9 2.1

4.5 20.8

2.1 0.0 1.4 0.6
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

27.8 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 9 ends

City of Coronado Page 1671
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
10: Orange Ave & 8th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
68 68
0 57
57 0
22 22
0 6
6 0
20 20
0 18
18 0
46 263
46 263
12 12
0 34 877
34 877
61 61
0 0 0 0 0
Ped-Bike Adj(A_pbT) 0.95 0.93 0.96 0.93 1.00 0.92 1.00 0.78 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
82 69 27 7 24 21 48 277 13 35 914 64

0.83 0.83 0.83 0.84 0.84 0.84 0.95 0.95 0.95 0.96 0.96 0.96 3 3 3 3 3 3 3 3 3
51 3 3 3
343 275 96 115 350 273 78 1091 63 1018 71
Arrive On Green
Sat Flow, veh/h

0.42 0.42 0.42 0.42 0.42 0.42 0.04 0.32 0.32 0.04 0.31 0.31 629 658 230 127 839 654 1767 3414 159 1767 3274 229
Grp Volume(v), veh/h 178
Grp Sat Flow(s),veh/h/ln1518
0 0
0 52 0
0 0 48 142 148 35 492 486
0 1620 0 1767 1763 1811 1767 1763 1740
Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 714
V/C Ratio(X)
Avail Cap(c_a), veh/h 863

2.3 4.7

0.46 0.0

0.0 0.0

0.0 0.0

1.2 0.0

0.0 0.0

0.0 0.40 1.00

1.8 1.8

3.9 3.9

4.0 4.0

0.09 1.00

1.3 17.5 17.5

1.3 17.5 17.5

0.13 63 548 541

0.15 0.13
0 0 739 0 0 78 563 579

0.25 0.00 0.00 0.07 0.00 0.00 0.61 0.25 0.26 0.55 0.90 0.90 0 0 897 137 563 579 156 564 556 0 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.4
Incr Delay (d2), s/veh 0.2
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln1.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.6

0.0 0.0

0.0 0.0

0.0 11.5 0.0

0.0 0.0

0.0 0.0 30.8 16.5 16.6 31.1 21.6 21.6

0.0 0.0

0.0 0.0

0.0 0.4

0.0 0.0

0.0 7.5

0.0 0.9

0.2 0.0

1.5 0.2

0.0 1.6

7.3 16.9 17.1

0.0 0.7

0.0 9.2

0.0 9.1

0.0 A
178

12.6 B

0.0 11.5 0.0
A
52 11.5
B

0.0 38.3 16.8 16.8 38.4 38.5 38.7
LnGrp LOS B A B A D B
338

19.8 B
B D D
1013

38.6 D
D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s7.1 26.1
Change Period (Y+Rc), s* 4.7 5.1
Max Green Setting (Gma*x5),.8s 20.3
Max Q Clear Time (g_c+I13).,3s 6.0
Green Ext Time (p_c), s 0.0
1 2 4 5 6 8

32.5 5.1

34.0 3.2

32.5 7.6 25.5

5.1 34.0 * 5.1 21.0

5.1 * 4.7

6.7 1.1

3.8 19.5

1.4 0.0 0.9 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

30.8 C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 10 ends

City of Coronado Page 1672
Attachment 9
Mid-Term 2030 + Project PM
02/07/2024
HCM 6th Signalized Intersection Summary
11: Orange Ave & 10th St
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h)
Future Volume (veh/h)
Initial Q (Qb), veh
67 67
0 81
81 0
98 98
0 26
26 0
42 42
0 35
35 0
48 255
48 255
19 19
0 56 798
56 798
43 43
0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.84 1.00 0.87 1.00 0.84 1.00 0.63 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h
Peak Hour Factor
Percent Heavy Veh, %
Cap, veh/h
84 101 122 28 45 37 56 300 22 64 907 49

0.80 0.80 0.80 0.94 0.94 0.94 0.85 0.85 0.85 0.88 0.88 0.88 3 3 3 3 3 3 3 3 3
75 3 3 3
107 292 353 47 344 283 72 1042 82 1063 57
Arrive On Green
Sat Flow, veh/h

0.06 0.43 0.43 0.03 0.39 0.39 0.04 0.32 0.32 0.05 0.32 0.32 1767 686 828 1767 879 723 1767 3284 238 1767 3288 178
Grp Volume(v), veh/h 84 0 223 28 0 82 56 159 163 64 486 470 Grp Sat Flow(s),veh/h/ln1767 0 1514 1767 0 1602 1767 1763 1759 1767 1763 1703 Q Serve(g_s), s
Cycle Q Clear(g_c), s
Prop In Lane
Lane Grp Cap(c), veh/h 107
V/C Ratio(X)
Avail Cap(c_a), veh/h 159

5.0 5.0

1.00 0.0 10.6

0.0 10.6

1.7 1.7

0.0 0.0

3.5 3.5

0.45 1.00

3.3 3.3

7.2 7.2

7.4 7.4

0.14 1.00

3.8 27.5 27.5

3.8 27.5 27.5

0.10 82 570 550

0.55 1.00
0 645 47 0 628 72 559 558

0.79 0.00 0.35 0.60 0.00 0.13 0.78 0.28 0.29 0.78 0.85 0.85 0 645 104 631 121 639 638 167 686 662 0
HCM Platoon Ratio
Upstream Filter(I)

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

1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.4
Incr Delay (d2), s/veh 14.0
Initial Q Delay(d3),s/veh 0.0
%ile BackOfQ(50%),veh/ln2.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 63.4

0.0 20.6 51.4 0.0 20.8 50.7 27.3 27.4 50.3 33.7 33.7

0.0 0.0

0.0 0.3 11.7 0.0

0.0 0.0

0.1 16.3 0.3

0.0 3.1

0.3 14.3 8.8

0.0 9.1

0.0 0.0

3.8 0.0

0.9 0.0

1.3 0.0

1.8 0.0

3.2 0.0

2.0 12.9 12.5

0.0 20.9 63.1 0.0 20.9 67.0 27.6 27.7 64.6 42.6 42.8
LnGrp LOS E A
307

32.6 C
C E A
110

31.6 C
C E C
378

33.5 C
C E D
1020

44.1 D
D
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.7 38.9
Change Period (Y+Rc), s* 4.7 5.1 * 4.7
Max Green Setting (Gmax*)1, 0s 38.7 * 6.3 45.3 * 7.3 41.5 * 9.6 42.0

7.5 50.5 9.0 39.6 11.2 46.9

5.1 * 4.7 5.1 * 4.7 5.1
Max Q Clear Time (g_c+I15).,8s 9.4 3.7 12.6 5.3 29.5

0.0 5.0

7.0 0.0

5.5 Green Ext Time (p_c), s 0.0 2.0 0.0 1.7 0.5
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

39.2 D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Coronado Housing Element
3-23-3827
Synchro 11 Report

Page 11 ends
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