Agenda packet — Rancho Mirage City Council, December 18, 2025 (part 8 of 32)

RNMFSW111
Site Code: 051-19831
Start 12/8/2019 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time
Sun Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00
12:15
12:30
3 3
6 24
21 15
2 3
0 14
5 14
12:45
6 18
18 78
0 20
5 53
23 131
01:00
0 24
2 20
01:15
3 15
1 10
01:30
1 11
0 20
01:45
2 18
6 68
0 21
3 71
9 139
02:00
1 12
0 9
02:15
0 17
0 16
02:30
0 16
1 22
02:45
2 18
3 63
1 23
2 70
5 133
03:00
1 22
1 28
03:15
0 16
0 16
03:30
0 15
0 34
03:45
1 21
2 74
3 36
4 114
6 188
04:00
4 9
2 10
04:15
1 14
2 16
04:30
3 18
0 19
04:45
2 10
10 51
6 12
10 57
20 108
05:00
4 13
5 7
05:15
5 12
1 9
05:30
4 14
6 10
05:45
5 19
18 58
8 11
20 37
38 95
06:00
2 17
3 6
06:15
1 17
5 10
06:30
4 11
6 8
06:45
7 20
14 65
16 11
30 35
44 100
07:00
3 21
9 6
07:15
2 8
7 7
07:30
16 6
18 3
07:45
14 5
35 40
22 12
56 28
91 68
08:00
12 12
21 7
08:15
18 6
20 5
08:30
10 3
12 4
08:45
9 6
49 27
20 5
73 21
122
48 09:00
16 12
7 8
09:15
14 7
12 14
09:30
18 14
18 15
09:45
24 10
72 43
18 6
55 43
127
86 10:00
22 13
8 8
10:15
20 3
12 7
10:30
21 10
10 2
10:45
25 10
88 36
17 4
47 21
135
57 11:00
24 10
8 5
11:15
16 8
11 1
11:30
24 5
12 1
11:45
16 1
80 24
7 0
38 7
118
31 Total
Combined
Total
AM Peak
Vol.

P.H.F.

PM Peak
Vol.

P.H.F.

Percentag
e
395
1022
627
10:15
90 0.900
- 12:00
- 78

0.813
395
1022
627
343
900
557
07:30
81 0.920
03:00
114

0.792

38.6% 61.4% 38.1% 61.9%
343
900
557
738
1922
1184
1402

City of Rancho Mirage
Frank Sinatra Drive
W/ Highway 111
24 Hour Directional Volume Count
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Page 3 ends

RNMFSW111
Site Code: 051-19831
Start 12/9/2019 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time
Mon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00
12:15
12:30
1 1
2 24
18 22
0 1
1 26
12 19
12:45
0 27
4 91
0 22
2 79
6 170
01:00
1 16
2 12
01:15
1 14
1 24
01:30
2 24
0 35
01:45
1 19
5 73
0 16
3 87
8 160
02:00
0 18
0 26
02:15
0 20
0 28
02:30
0 22
0 28
02:45
2 15
2 75
2 30
2 112
4 187
03:00
1 44
1 37
03:15
0 30
1 34
03:30
2 25
2 22
03:45
4 25
7 124
4 38
8 131
15 255
04:00
1 34
3 33
04:15
1 24
2 22
04:30
1 18
1 28
04:45
4 12
7 88
11 21
17 104
24 192
05:00
5 35
5 28
05:15
4 24
2 22
05:30
8 16
10 23
05:45
6 16
23 91
16 20
33 93
56 184
06:00
6 16
9 39
06:15
4 20
4 52
06:30
8 18
13 38
06:45
13 8
31 62
30 28
56 157
87 219
07:00
14 12
20 19
07:15
14 4
14 19
07:30
12 6
12 12
07:45
16 8
56 30
34 11
80 61
136
91 08:00
12 6
28 8
08:15
18 8
18 4
08:30
12 9
30 10
08:45
14 13
56 36
11 4
87 26
143
62 09:00
26 30
13 5
09:15
20 38
24 16
09:30
14 27
18 13
09:45
20 36
80 131
22 10
77 44
157
175
10:00
21 50
21 21
10:15
21 42
22 8
10:30
14 19
20 4
10:45
23 13
79 124
29 2
92 35
171
159
11:00
26 7
18 4
11:15
24 7
28 1
11:30
30 6
22 1
11:45
28 3
108
23 34
0 102
6 210
29 Total
Combined
Total
AM Peak
Vol.

P.H.F.

PM Peak
Vol.

P.H.F.

Percentag
e
458
1406
948
11:00
108

0.900
- 09:30
- 155

0.775
458
1406
948
559
1494
935
07:45
110

0.809
06:00
157

0.755

32.6% 67.4% 37.4% 62.6%
559
1494
935
1017
2900
1883
1403

City of Rancho Mirage
Frank Sinatra Drive
W/ Highway 111
24 Hour Directional Volume Count
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Page 4 ends

RNMFSW111
Site Code: 051-19831
Start 12/10/2019 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time
Tue Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00
12:15
12:30
0 2
2 28
36 30
2 0
1 22
26 24
12:45
0 28
4 122
0 36
3 108
7 230
01:00
1 20
1 22
01:15
0 24
0 18
01:30
3 28
0 26
01:45
2 30
6 102
0 41
1 107
7 209
02:00
1 18
1 29
02:15
1 32
0 30
02:30
0 34
0 42
02:45
0 31
2 115
0 30
1 131
3 246
03:00
1 23
2 16
03:15
1 36
2 31
03:30
1 31
2 24
03:45
3 20
6 110
2 26
8 97
14 207
04:00
0 18
1 18
04:15
2 26
2 36
04:30
1 19
3 11
04:45
3 20
6 83
8 15
14 80
20 163
05:00
8 42
4 26
05:15
2 34
7 22
05:30
1 20
5 16
05:45
7 14
18 110
18 15
34 79
52 189
06:00
6 18
6 18
06:15
4 16
5 10
06:30
6 12
14 9
06:45
12 16
28 62
26 4
51 41
79 103
07:00
18 4
32 6
07:15
20 18
26 9
07:30
26 8
24 12
07:45
18 3
82 33
35 9
117
36 199
69 08:00
17 4
42 2
08:15
18 16
38 12
08:30
22 14
28 6
08:45
23 7
80 41
32 10
140
30 220
71 09:00
17 6
29 10
09:15
22 12
22 14
09:30
30 10
34 5
09:45
23 10
92 38
42 12
127
41 219
79 10:00
27 8
43 6
10:15
23 8
18 14
10:30
28 6
32 1
10:45
17 3
95 25
18 4
111
25 206
50 11:00
21 7
28 1
11:15
24 7
20 2
11:30
44 3
21 3
11:45
46 4
135
21 45
1 114
7 249
28 Total
Combined
Total
AM Peak
Vol.

P.H.F.

PM Peak
Vol.

P.H.F.

Percentag
e
554
1416
862
11:00
135

0.734
- 02:30
- 124

0.861
554
1416
862
721
1503
782
07:45
143

0.851
01:45
142

0.845

39.1% 60.9% 48.0% 52.0%
721
1503
782
1275
2919
1644
1404

City of Rancho Mirage
Frank Sinatra Drive
W/ Highway 111
24 Hour Directional Volume Count
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]

Page 5 ends

RNMFSW111
Site Code: 051-19831
Start 12/11/2019 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time
Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00
12:15
12:30
2 4
4 12
20 26
1 4
2 15
20 23
12:45
3 20
13 78
2 21
9 79
22 157
01:00
2 42
1 14
01:15
0 16
0 14
01:30
0 20
0 19
01:45
1 16
3 94
0 33
1 80
4 174
02:00
6 18
6 28
02:15
0 16
0 26
02:30
0 36
0 30
02:45
0 30
6 100
0 43
6 127
12 227
03:00
0 25
1 14
03:15
1 30
3 24
03:30
2 29
1 30
03:45
0 12
3 96
3 25
8 93
11 189
04:00
2 22
0 18
04:15
0 18
0 21
04:30
2 22
4 20
04:45
2 22
6 84
4 18
8 77
14 161
05:00
5 47
4 28
05:15
8 20
9 18
05:30
4 17
15 12
05:45
2 21
19 105
18 16
46 74
65 179
06:00
2 25
7 10
06:15
6 14
5 15
06:30
4 18
6 9
06:45
12 12
24 69
32 8
50 42
74 111
07:00
14 10
29 10
07:15
15 8
29 8
07:30
18 10
32 10
07:45
22 10
69 38
46 6
136
34 205
72 08:00
15 6
28 12
08:15
12 7
26 14
08:30
16 6
19 6
08:45
20 6
63 25
27 8
100
40 163
65 09:00
24 8
21 9
09:15
22 7
18 8
09:30
22 10
16 8
09:45
23 4
91 29
16 4
71 29
162
58 10:00
21 8
12 9
10:15
22 5
24 5
10:30
15 14
25 6
10:45
31 6
89 33
28 4
89 24
178
57 11:00
24 11
14 4
11:15
27 7
20 4
11:30
44 0
34 1
11:45
26 5
121
23 26
0 94
9 215
32 Total
Combined
Total
AM Peak
Vol.

P.H.F.

PM Peak
Vol.

P.H.F.

Percentag
e
507
1281
774
10:45
126

0.716
- 02:30
- 121

0.720
507
1281
774
618
1326
708
07:00
136

0.739
02:00
127

0.738

39.6% 60.4% 46.6% 53.4%

ADT/AADT
ADT 2,553 AADT 2,553
618
1326
708
1125
2607
1482
1405

This Page Intentionally Left Blank
1406

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 3.2:

EXISTING (2019) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 12609-05 Report
1407
'► URBAN
C r¢r1S,sRC L S

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1408
URBAN

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 2.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 0 1 1 0 0 15 1 17 0 12 36 0
Future Vol, veh/h 0 1 1 0 0 15 1 17 0 12 36 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 1 0 0 17 1 19 0 13 40 0
Major/Minor
Conflicting Flow All 96 87 40 88 87 19 40 0 0 19 0 0
Minor2 Minor1 Major1 Major2
Stage 1
Stage 2 30 21 - 67 66
66 66 - 21 21
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 887 803 1031 897 803 1059 1570 - 1597

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
Stage 1 945 840 - 998 878
Stage 2 987 878 - 943 840
Platoon blocked,
Mov Cap -1 Maneuver 867 796 1031 889 796 1059 1570 - - 1597 Mov Cap -2 Maneuver 867 796 - 889 796
Stage 1 944 833 - 997 877
Stage 2 971 877 - 933 833
Approach
HCM Control Delay, s 9 8.5

HCM LOS
EB WB
NB SB

0.4 1.8
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1570 - - 898 1059 1597 -
HCM Lane V/C Ratio 0.001 - - 0.002 0.016 0.008
HCM Control Delay (s) 7.3 - 9 8.5 7.3
HCM Lane LOS

A - A A A
HCM 95th %tile Q(veh) 0 - 0 0 0
Existing (2019) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

14209

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
1 -
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 14 20 260 55 362 35 714 87 268 1128 38 Future Volume (vph) 14 20 260 55 362 35 714 87 268 1128 38 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
" T.) + 44+ r* 44+ r*
7 4 3 8 5 2
1 6
Permitted Phases 8
2 6
Detector Phase
7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 10.0 37.1 22.0 49.1 49.1 12.0 38.9 38.9 22.0 48.9 48.9 Total Split (%) 8.3% 30.9% 18.3% 40.9% 40.9% 10.0% 32.4% 32.4% 18.3% 40.8% 40.8% Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 73.6
Natural Cycle: 90
Control
Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 lb02
1(03
-1
i5
I
•?
4—
03 Existing (2019) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

1 421 0

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 14 20 17 260 55 362 35 714 87 268 1128 38 Future Volume (veh/h) 14 20 17 260 55 362 35 714 87 268 1128 38 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 +++ +++
0 0 0 0 0 0 0 0 0 0 0 0

1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
15 22 12 280 59 0 38 768 0 288 1213 27
Percent Heavy Veh,
Cap,veh/h 33 168 92 398 458 69 1494 405 1896 589
Arrive On Green 0.02 0.15 0.15 0.12 0.25 0.00 0.04 0.29 0.00 0.12 0.37 0.37 2 2 2 2 2 2 2 2 2 2 2 2
Sat Flow, veh/h 1781 1135 619 3456 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 15 0 34 280 59 0 38 768 0 288 1213 27 Grp Sat Flow(s),veh/h/In 1781 0 1753 1728 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 0.5 0.0 1.1 4.9 1.5 0.0 1.3 7.9 0.0 5.0 12.3 0.7 Cycle Q Clear(g_c), s 0.5 0.0 1.1 4.9 1.5 0.0 1.3 7.9 0.0 5.0 12.3 0.7 Prop In Lane 1.00
Lane Grp Cap(c), veh/h 33 0 260 398 458 69 1494 405 1896 589 V/C Ratio(X) 0.46 0.00 0.13 0.70 0.13 0.55 0.51 0.71 0.64 0.05 Avail Cap(c_a), veh/h 153 0 894 958 1312 210 2661 958 3475 1079 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.35 1.00 1.00 1.00

1.00 1.00 1.00
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 0.0 23.2 26.7 18.5 0.0 29.6 18.5 0.0 26.7 16.3 12.6 Incr Delay (d2), s/veh 3.7 0.0 0.2 0.9 0.1 0.0 2.6 0.3 0.0 0.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.2 0.0 0.4 1.9 0.6 0.0 0.6 2.6 0.0 1.9 3.9 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.2 0.0 23.4 27.6 18.6 0.0 32.2 18.8 0.0 27.5 16.6 12.6 LnGrp LOS C A C C B C B C B B
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
49 339 A 806 A 1528

26.7 26.0

19.4 18.6
B B
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 12.0 24.6 11.8 14.4 7.0 29.5 5.8 20.5 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 17.4 32.7 17.4 32.0 7.4 42.7 5.4 44.0 Max Q Clear Time (g_c+I1), s 7.0 9.9 6.9 3.1 3.3 14.3 2.5 3.5 Green Ext Time (p_c), s 0.4 4.8 0.4 0.1 0.0 9.0 0.0 0.3 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 19.9
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Existing (2019) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 4 ends

1 421 1

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 4.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 16 2 0 0 4 8 0 20 0 25 18 1
Future Vol, veh/h 16 2 0 0 4 8 0 20 0 25 18 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, %
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
- 60 - - 210
0 0 0
0 0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 19 2 0 0 5 10 0 24 0 30 21 1
Major/Minor
Conflicting Flow All 114 106 22 107 106 24 22 0 0 24 0 0 Minor2 Minor1 Major1 Major2
Stage 1
Stage 2 32 24 - 83 82
82 82 - 24 24 - -
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 863 784 1055 872 784 1052 1593 - - 1591

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
Stage 1 926 827 - 994 875
Stage 2 984 875 - 925 827
Platoon blocked,
Mov Cap -1 Maneuver 839 769 1055 857 769 1052 1593 - - 1591 Mov Cap -2 Maneuver 839 769 - 857 769
Stage1 926 811 - 994 875
Stage 2 970 875 - 905 811
Approach
HCM Control Delay, s 9.4 8.9

HCM LOS
EB WB
NB SB
0 4.2
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1593 - - 831 937 1591
HCM Lane V/C Ratio - - 0.026 0.015 0.019
HCM Control Delay (s) 0 - - 9.4 8.9 7.3
HCM Lane LOS

A - A A A
HCM 95th %tile Q(veh) 0 - 0.1 0 0.1
Existing (2019) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1 421 2

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr.
01/09/2020
f
1 -
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 33 51 149 30 301 32 1193 174 368 1172 19 Future Volume (vph) 33 51 149 30 301 32 1193 174 368 1172 19 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
+ ' 44+ r* 44+ r*
7 4 3 8 5 2
1 6
Permitted Phases 8
2 6
Detector Phase
7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.1 37.1 14.6 40.6 40.6 11.0 43.8 43.8 24.5 57.3 57.3 Total Split (%) 9.3% 30.9% 12.2% 33.8% 33.8% 9.2% 36.5% 36.5% 20.4% 47.8% 47.8% Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 84.3
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
03 05
1 06
07 4-
08 Existing (2019) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1 421 3

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement

EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (veh/h) 33 51 24 149 30 301 32 1193 174 368 1172 1 Future Volume (veh/h) 33 51 24 149 30 301 32 1193 174 368 1172 19 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In
Adj Flow Rate, veh/h
Peak Hour Factor
r* " +++ r* +++ r*
9 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 33 52 18 151 30 0 32 1205 0 372 1184 13

0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh,
Cap, veh/h
Arrive On Green
2 2 2 2 2 2 2 2 2 2 2 2
61 184 64 240 325 59 1782 486 2330 708

0.03 0.14 0.14 0.07 0.17 0.00 0.03 0.35 0.00 0.14 0.46 0.46 Sat Flow, veh/h
1781 1327 459 3456 1870 1585 1781 5106 1585 3456 5106 1552 Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/In
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 2.8 0.0 0.6 1.0 0.1 0.0 2.8 0.5 0.0 1.0 0.2 O.

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 Back0fQ(50°/0),veh/In 0.6 0.0 1.0 1.2 0.4 0.0 0.5 4.5 0.0 2.6 3.3 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.0 0.0 26.8 31.7 23.6 0.0 35.1 19.3 0.0 29.0 13.2 10.1 LnGrp LOS D A C C C D B C B B
Approach Vol, veh/h 103 181 A 1237 A 1569
Approach Delay, s/veh 29.4 30.4 19.7 16.9
Approach LOS C C B B
33 1781

1.2 1.2

1.00 61

0.54 171

1.00 1.00

32.2 0
0 0.0

0.0 0

0.00 0

1.00 0.00

0.0 70
1787

2.4 2.4

0.26 248

0.28 843

1.00 1.00

26.2 151
1728

2.9 2.9

1.00 240

0.63 509

1.00 1.00

30.7 30
1870

0.9 0.9
325

0.09 979

1.00 1.00

23.5 0
1585

0.0 0.0

1.00 1.00

0.00 0.0
32 1781

1.2 1.2

1.00 59

0.54 168

1.00 1.00

32.3 1205
1702

13.6 13.6
1782

0.68 2831

1.00 1.00

18.8 0
1585

0.0 0.0

1.00 1.00

0.00 0.0
372
1728

7.0 7.0

1.00 486

0.77 1014

1.00 1.00

28.1 1184
1702

11.1 11.1
2330

0.51 3847

1.00 1.00

13.0 13
1552

0.3 0.3

1.00 708

0.02 1169

1.00 1.00

10.1 0
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 14.1 29.9 9.3 14.5 6.9 37.2 6.9 16.9 Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 19.9
Max Q Clear Time (g_c+I1), s 9.0
Green Ext Time (p_c), s
1 2 3 4 5 6 7 8

6.2 37.6

15.6 4.6

10.0 4.9

5.1 32.0

4.4 4.6 6.2

6.4 51.1

3.2 13.1

4.6 5.1

6.5 35.5

3.2 2.9

0.5 8.0 0.1 0.3 0.0 9.3 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

19.2 B
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Existing (2019) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1 421 4

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 4.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 27 0 17 3 33 19 3
Future Vol, veh/h 1 0 0 0 1 27 0 17 3 33 19 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
0 0
- 60 - 210
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 34 0 22 4 42 24 4
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 152 136 26 134 136 24 28 0 0 26 0 0 Stage 1 110 110 - 24 24
Stage 2 42 26 - 110 112
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 815 755 1050 838 755 1052 1585 - 1588

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12
Stage 1 895 804 - 994 875
Stage 2 972 874 - 895 803
Platoon blocked, %
Mov Cap -1 Maneuver 772 735 1050 821 735 1052 1585 - 1588 Mov Cap -2 Maneuver 772 735 - 821 735
Stage 1 895 783 - 994 875
Stage 2 939 874 - 871 782
Approach
HCM Control Delay, s 9.7 8.6

HCM LOS
EB WB
NB SB
0 4.4
A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1585 - - 772 1036 1588 -
HCM Lane V/C Ratio - 0.002 0.034 0.026
HCM Control Delay (s) 0 - 9.7 8.6 7.3
HCM Lane LOS A A A A
HCM 95th %tile Q(veh) 0 0 0.1 0.1
Existing (2019) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

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1 421 5

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 19
Future Volume (vph) 19
Turn Type Prot
Protected Phases
r* +++ r* +++ r*
42 141 28 160 48 1078 95 188 1171 36
42 141 28 160 48 1078 95 188 1171 36
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 78.9
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 Existing (2019) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

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1 421 6

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 42 11 141 28 160 48 1078 95 188 1171 Future Volume (veh/h)
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 +++ +++
6 19 42 11 141 28 160 48 1078 95 188 1171 36
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

1.00 No
No
No
No
21 46 12 155 31 0 53 1185 0 207 1287 36
Percent Heavy Veh, °/0 2
Cap, veh/h 44 209 54 257 366
Arrive On Green 0.02 0.15 0.15 0.07 0.20 0.00 0.05 0.36 0.00 0.09 0.40 0.40 2 2 2 2 2 2 2 2 2 2 2
86 1851
313 2068 640
SatFlow,veh/h 1781 1430 373 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 21 0 58 155 31 0 53 1185 0 207 1287 36 Grp Sat Flow(s),veh/h/In 1781 0 1803 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 0.7
Cycle Q Clear(g_c), s 0.7
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 44
V/C Ratio(X) 0.48
Avail Cap(c_a), veh/h 182 0 920 628 1103
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.0

0.0 1.8

1.8 0.21
0 263

0.22 2.7 0.9

2.7 0.9

1.00 257 366

0.60 0.08

0.0 0.0

1.00 1.8 12.1

1.8 12.1

1.00 86 1851

0.62 0.64

0.0 0.0

1.00 3.6

3.6 1.00
313

0.66 12.6 0.9

12.6 0.9

1.00 2068 640

0.62 0.06
295 3476
738 3720 1151
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 0.0 23.6 28.1 20.6 0.0 29.3 16.6 0.0 27.6 14.8 11.4 Incr Delay (d2), s/veh 3.1 0.0 0.4 0.9 0.1 0.0 2.7 0.4 0.0 0.9 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50°/0),veh/In 0.3 0.0 0.7 1.1 0.4 0.0 0.8 3.8 0.0 1.4 3.8 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 33.3 0.0 24.1 29.0 20.7
LnGrp LOS C A C C C
Approach Vol, veh/h 79 186
Approach Delay, s/veh 26.5 27.6
Approach LOS C C

0.0 32.0 17.0
C B
A 1238

17.6 B

0.0 28.5 15.2 11.4
C B B
A 1530

16.9 B
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 10.3 28.9 9.3 14.2 7.6 31.6 6.1 17.4 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 5.6 14.1 4.7 3.8 3.8 14.6 2.7 2.9 Green
1 2 3 4 5 6 7 8
Ext Time (p_c), s 0.2 8.6 0.1 0.3 0.0 10.1 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

18.1 B
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Existing (2019) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

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1 421 7

A A A A
HCM 95th %tile Q(veh) 0 0 0.1 0.1
Existing (2019) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1418

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
1 -
Lane Group

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

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1419

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 19 42 11 141 28 160 48 1078 95 188 1171 Future Volume (veh/h)
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 +++ +++
6 19 42 11 141 28 160 48 1078 95 188 1171 36
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

0.00 0.0

0.0 1.8

1.8 0.21
0 263

0.22 2.7 0.9

2.7 0.9

1.00 257 366

0.60 0.08

0.0 0.0

1.00 1.8 12.1

1.8 12.1

1.00 86 1851

0.62 0.64

0.0 0.0

1.00 3.6

3.6 1.00
313

0.66 12.6 0.9

12.6 0.9

1.00 2068 640

0.0 32.0 17.0
C B
A 1238

17.6 B

0.0 28.5 15.2 11.4
C B B
A 1530

18.1 B
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Existing (2019) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1420

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 3.3:

EXISTING (2019) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 12609-05 Report
1421
URBAN
C r¢ra�,4.r�c�ac�s

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1422
URBAN

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Existing (2019) Conditions - Weekday PM Peak Hour Major Street Name = Frank Sinatra Dr. Total of Both Approaches (VPH) = 64 Number of Approach Lanes on Major Street = 1
Minor Street Name = Driveway 2
Minor Street - Higher -Volume Approach (VPH)
High Volume Approach (VPH) = 18
Number of Approach Lanes On Minor Street = 1

SIGNAL WARRANT NOT SATISFIED
700
600
500
400
300
200
100
0 400
500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Major Street - Total of Both Approaches (VPH)
- 1 Lane (Major) & 1 Lane (Minor)
- 2+ Lanes (Major) & 1 Lane (Minor) OR 1 Lane (Major) & 2+ Lanes (Minor) - 2+ Lanes (Major) & 2+ Lanes (Minor)
i.. Major Street Approaches
•+�- • Minor Street Approaches
*Note: 150 vph applies as the lower threshold for a minor -street approach with two or more lanes and 100 vph applies as the lower threshold for a minor -street approach with one lane 1423
URBAN

CROSSROADS

This Page Intentionally Left Blank
1424

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 3.4:

EXISTING (2019) CONDITIONS QUEUING ANALYSIS WORKSHEETS
12609-05 Report
1425
u{RBAN

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1426
URBAN

Queuing and Blocking Report
Existing ;2019) - AM Peak Hour 01/09/2020
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 25 28
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Q
dil
3 12
17 34
353 358
Jeuing Penalty (veh)
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14427

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 15 40 280 59 389 38 768 94 288 1213 41 v/c Ratio 0.11 0.12 0.45 0.11 0.54 0.24 0.54 0.17 0.54 0.55 0.05 Control Delay 46.8 22.3 35.3 21.2 6.5 45.7 25.8 0.6 37.2 20.6 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.8 22.3 35.3 21.2 6.5 45.7 25.8 0.6 37.2 20.6 0.1 Queue Length 50th (ft) 7 9 63 18 8 17 108 0 65 169 0
Queue Length 95th (ft) 35 41 151 60 83 66 231 0 155 341 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 148 866 929 1275 1198 203 2587 873 929 3378 1100 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.10 0.05 0.30 0.05 0.32 0.19 0.30 0.11 0.31 0.36 0.04 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Existing (2019) - AM Peak Hour
Urban Crossroads, Inc.

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14^8

Queuing and Blocking Report
Existing ;2019) - PM Peak Hour 01/09/2020
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 25 28 30
Average Queue (ft) 8 7 1
95th Queue (ft) 27 28 10
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Que
dil
210
uing Penalty (veh)
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14^9

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 33 76 151 30 304 32 1205 176 372 1184 19 v/c Ratio 0.26 0.25 0.37 0.08 0.53 0.25 0.68 0.27 0.65 0.46 0.02 Control Delay 50.4 29.3 43.9 31.3 7.6 50.3 27.5 5.4 41.5 16.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.4 29.3 43.9 31.3 7.6 50.3 27.5 5.4 41.5 16.7 0.1 Queue Length 50th (ft) 17 27 38 14 0 16 189 0 93 153 0
Queue Length 95th (ft) 60 74 94 40 65 59 363 51 193 292 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 146 732 444 843 882 144 2436 839 870 3311 1045 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.23 0.10 0.34 0.04 0.34 0.22 0.49 0.21 0.43 0.36 0.02 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Existing (2019) - PM Peak Hour
Urban Crossroads, Inc.

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14430

Queuing and Blocking Report
Existing ;2019) - Saturday Peak Hour 01/09/2020
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement WB SB
Directions Served
LTR L
Maximum Queue (ft) 48 30
Average Queue (ft) 21 1
95th Queue (ft) 45 10
Link Distance (ft) 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft) 210
Storage Blk Time (%)
Queuing Penalty (veh)
dil
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14431

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 21 58 155 31 176 53 1185 104 207 1287 40 v/c Ratio 0.16 0.18 0.35 0.06 0.33 0.32 0.66 0.16 0.49 0.56 0.05 Control Delay 46.5 28.2 40.6 26.9 6.8 46.0 24.6 2.2 41.1 20.0 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 46.5 28.2 40.6 26.9 6.8 46.0 24.6 2.2 41.1 20.0 0.1 Queue Length 50th (ft) 9 20 35 10 0 24 165 0 46 173 0
Queue Length 95th (ft) 43 62 94 41 51 82 332 16 119 352 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170 330 260
Base Capacity (vph) 156 802 539 949 881 253 2992 979 633 3202 1027 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.13 0.07 0.29 0.03 0.20 0.21 0.40 0.11 0.33 0.40 0.04 282 711
925 922
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Existing (2019) - Saturday Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

14^2

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 4.1:

POST PROCESSING WORKSHEETS
12609-05 Report
1433
URBAN

Ritz -Carlton Residences Traffic Impact Analysis
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12609-05 Report
i URBAN
1434

Project:

Scenario:

LOCATION:

FORECAST YEAR:

Ritz -Carleton Residences Project
Horizon Year (2040) Without Project
Hwy. 111 & Frank Sinatra Dr.
2040
Job #: 12609
Analyst: RV
Date: 01/24/20

INDIVIDUAL TURN VOLUME GROWTH REVIEW

APPROACH

TURNING

MOVEMENT
NORTH
Left
BOUND
Through
Right
NB Total
SOUTH
Left
BOUND
Through
Right
SB Total
EAST
Left
BOUND
Through
Right
EB Total
WEST
Left
BOUND
Through
Right
WB Total

AM PEAK HOUR INPUT DATA

EXISTING
COUNT
FUTURE
VOLUME
DIFF-
ERENCE
CHANGE
35 35
0 0%
714
851
137
19%
87 104
17 20%
836
990
154
18%
268
287
19 7%
1,128
1,129
1 0%
38 34
-4
-11%
1,434
1,450
16 1%
14 14
0 0%
20 20
0 0%
17 16
-1
-6%
51 50
-1
-2%
260
330
70 27%
55 62
7 13%
362
489
127
35%
677
881
204
30%

PM PEAK HOUR INPUT DATA

EXISTING
COUNT
FUTURE
VOLUME
DIFF-
ERENCE
CHANGE
32 29
-3
-9%
1,193
1,108
-85
-7%
174
227
53 30%
1,399
1,364
-35
-3%
368
481
113
31%
1,172
1,111
-61
-5%
19 17
-2
-11%
1,559
1,609
50 3%
33 28
-5
-15%
51 62
11 22%
24 21
-3
-13%
108
111
3 3%
149
178
29 19%
30 34
4 13%
301
354
53 18%
480
566
86 18%

TOTAL ENTERING VOLUME
2,998
3,371
373
12%
3,546
3,650
104
3%

FORECAST PEAK HOUR TO ADT COMPARISON

VOLUMES

PERCENT OF ADT
AM
PM
North Leg
Inbound
North Leg
Outbound
North Leg
TOTAL
South Leg
Inbound
South Leg
Outbound
South Leg
TOTAL
East Leg
Inbound
East Leg
Outbound
East Leg
TOTAL
West Leg
Inbound
West Leg
Outbound
West Leg
TOTAL
1,450
1,609
1,354
1,490
2,804
3,099
990
1,364
1,475
1,310
2,465
2,674
881
566
411
770
1,292
1,336
50 111
131
80 181
191
AM
PM
7%
8%
7%
8%
8%
9%
7%
7%
ADT
40,509
35,484
15,663
2,553

OVERALL TOTAL
6,742
7,300
7%
8%
94,209
U: �UcJobsL12600-13000L12600\12609\Post Processing\(03 Hwy 111_Frank Sinatra.xls]Output (3) 1435

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14136

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 5.1:

E+P CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 12609-05 Report
1437
URBAN
C r¢ra�,4r�c�ac�s

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1438
URBAN

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/09/2020
Intersection
Int Delay, s/veh 4
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 39 18 0 12 37
Future Vol, veh/h 0 39 18 0 12 37
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 42 20 0 13 40
Major/Minor
Conflicting Flow All 86 20 0 0 20 0
Minor1 Major1 Major2
Stage 1 20
Stage 2 66
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 915 1058 - 1596

6.42 6.22 - - 4.12
Stage 1 1003
Stage 2 957
Platoon blocked,
Mov Cap -1 Maneuver 908 1058 - 1596
Mov Cap -2 Maneuver 908
Stage 1 1003
Stage 2 949
Approach
HCM Control Delay, s 8.5

HCM LOS A

WB NB SB
0 1.8
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1058 1596 -
HCM Lane V/C Ratio - 0.04 0.008
HCM Control Delay (s) - 8.5 7.3 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0
E+P - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

14139

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 0 1 1 0 0 15 1 56 0 12 48 0
Future Vol, veh/h 0 1 1 0 0 15 1 56 0 12 48 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 1 0 0 17 1 62 0 13 53 0
Major/Minor
Conflicting Flow All 152 143 53 144 143 62 53 0 0 62 0 0 Minor2 Minor1 Major1 Major2
Stage 1 79 79 - 64 64
Stage 2 73 64 - 80 79
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 815 748 1014 825 748 1003 1553 - - 1541

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
Stage 1 930 829 - 947 842
Stage 2 937 842 - 929 829
Platoon blocked, %
Mov Cap -1 Maneuver 796 741 1014 818 741 1003 1553 - - 1541 Mov Cap -2 Maneuver 796 741 - 818 741
Stage 1 929 822 - 946 841
Stage 2 921 841 - 919 822
Approach
HCM Control Delay, s 9.2 8.7

HCM LOS
EB WB
NB SB

0.1 1.5
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1553 - - 856 1003 1541
HCM Lane V/C Ratio 0.001 - - 0.003 0.017 0.009
HCM Control Delay (s) 7.3 - - 9.2 8.7 7.4
HCM Lane LOS

A - A A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0
E+P - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

14140

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi 'PM r* +++ r* "i +++ r*
Traffic Volume (vph) 24 34 260 59 362 40 714 87 268 1128 41 Future Volume (vph) 24 34 260 59 362 40 714 87 268 1128 41 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 10.0 37.1 22.0 49.1 49.1 12.0 38.9 38.9 22.0 48.9 48.9 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

8.3% 30.9% 18.3% 40.9% 40.9% 10.0% 32.4% 32.4% 18.3% 40.8% 40.8% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 77.3
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 lb02
1(03
-1
i5
I
•?
4—
03 E+P - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

14141

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 34 33 260 59 362 40 714 87 268 1128 41 Future Volume (veh/h) 24 34 33 260 59 362 40 714 87 268 1128 41 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

0.99 1.00

1.00 1.00

1.00 No
No
No
No
26 37 29 280 63 0 43 768 0 288 1213 30
Percent Heavy Veh, °/0 2
Cap, veh/h 51 153 120 395 456
Arrive On Green 0.03 0.16 0.16 0.11 0.24 0.00 0.04 0.29 0.00 0.12 0.37 0.37 2 2 2 2 2 2 2 2 2 2 2
74 1495
402 1877 583
SatFlow,veh/h 1781 968 759 3456 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 26 0 66 280 63 0 43 768 0 288 1213 30 Grp Sat Flow(s),veh/h/In 1781 0 1727 1728 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 0.9
Cycle Q Clear(g_c), s 0.9
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 51
V/C Ratio(X) 0.51
Avail Cap(c_a), veh/h 149 0 858 934 1278
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.0

0.0 2.2

2.2 0.44
0 273

0.24 5.0 1.7

5.0 1.7

1.00 395 456

0.71 0.14

0.0 0.0

1.00 1.5 8.1

1.5 8.1

1.00 74 1495

0.58 0.51

0.0 0.0

1.00 5.2

5.2 1.00
402

0.72 12.7 0.8

12.7 0.8

1.00 1877 583

0.65 0.05
205 2593
934 3385 1051
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.8 0.0 23.7 27.5 19.1 0.0 30.3 19.0 0.0 27.4 16.9 13.1 Incr Delay (d2), s/veh 2.8 0.0 0.5 0.9 0.1 0.0 2.6 0.3 0.0 0.9 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.0 0.9 2.0 0.7 0.0 0.6 2.7 0.0 1.9 4.1 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

33.7 0.0 24.2 28.4 19.2

C A C C B
92 343

26.9 26.7
C C

0.0 33.0 19.2
C B
A 811

20.0 B

0.0 28.3 17.3 13.2
C B B
A 1531

19.3 B
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 12.1 25.1 12.0 15.3 7.3 29.9 6.5 20.8 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 17.4 32.7 17.4 32.0 7.4 42.7 5.4 44.0 Max Q Clear Time (g_c+I1), s 7.2 10.1 7.0 4.2 3.5 14.7 2.9 3.7 Green Ext Time (p_c), s 0.4 4.8 0.4 0.3 0.0 9.0 0.0 0.3 1 2 3 4 5 6 7 8
ntersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

20.6 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

E+P - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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14142

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/09/2020
Intersection
Int Delay, s/veh 5.4
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 31 20 0 55 18
Future Vol, veh/h 0 31 20 0 55 18
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 34 22 0 60 20
Major/Minor
Conflicting Flow All 162 22 0 0 22 0
Minorl Major1 Major2
Stage 1 22
Stage 2 140
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 829 1055 - 1593

6.42 6.22 - 4.12
Stage 1 1001
Stage 2 887
Platoon blocked, %
Mov Cap -1 Maneuver 797 1055 - 1593
Mov Cap -2 Maneuver 797
Stage 1 1001
Stage 2 853
Approach
HCM Control Delay, s 8.5

HCM LOS A

WB NB SB
0 5.5
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1055 1593 -
HCM Lane V/C Ratio - 0.032 0.038
HCM Control Delay (s) - 8.5 7.3 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1
E+P - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

14143

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 16 2 0 0 4 8 0 51 0 25 73 1
Future Vol, veh/h 16 2 0 0 4 8 0 51 0 25 73 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, %
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
- 60 - - 210
0 0 0
0 0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 19 2 0 0 5 10 0 61 0 30 87 1
Major/Minor
Conflicting Flow All 217 209 88 210 209 61 88 0 0 61 0 0 Minor2 Minor1 Major1 Major2
Stage 1 148 148 - 61 61
Stage 2 69 61 - 149 148
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 739 688 970 747 688 1004 1508 - - 1542

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
Stage 1 855 775 - 950 844
Stage 2 941 844 - 854 775
Platoon blocked, %
Mov Cap -1 Maneuver 718 675 970 734 675 1004 1508 - - 1542 Mov Cap -2 Maneuver 718 675 - 734 675
Stage 1 855 760 - 950 844
Stage 2 927 844 - 835 760
Approach
HCM Control Delay, s 10.2 9.2

HCM LOS
EB WB
NB SB
0 1.9
B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1508 - - 713 864 1542 -
HCM Lane V/C Ratio - - 0.03 0.017 0.019
HCM Control Delay (s) 0 - - 10.2 9.2 7.4
HCM Lane LOS

A - B A A
HCM 95th %tile Q(veh) 0 - 0.1 0.1 0.1
E+P - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

14144

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr.
01/09/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'II + r* 111 +++ r* "i"i +++ r*
Traffic Volume (vph) 41 62 149 49 301 54 1193 174 368 1172 33 Future Volume (vph) 41 62 149 49 301 54 1193 174 368 1172 33 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.1 37.1 14.6 40.6 40.6 11.0 43.8 43.8 24.5 57.3 57.3 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

9.3% 30.9% 12.2% 33.8% 33.8% 9.2% 36.5% 36.5% 20.4% 47.8% 47.8% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 85.4
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
03 05
1 06
07 4-
08 E+P - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

14145

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 62 36 149 49 301 54 1193 174 368 1172 33 Future Volume (veh/h) 41 62 36 149 49 301 54 1193 174 368 1172 33 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

0.98 No
No
No
No
41 63 30 151 49 0 55 1205 0 372 1184 27
Percent Heavy Veh, % 2
Cap, veh/h 70 173 82 239 325
Arrive On Green 0.04 0.14 0.14 0.07 0.17 0.00 0.05 0.35 0.00 0.14 0.44 0.44 2 2 2 2 2 2 2 2 2 2 2
84 1774
485 2249 683
SatFlow,veh/h 1781 1197 570 3456 1870 1585 1781 5106 1585 3456 5106 1552 Grp Volume(v), veh/h 41 0 93 151 49 0 55 1205 0 372 1184 27 Grp Sat Flow(s),veh/h/In 1781 0 1766 1728 1870 1585 1781 1702 1585 1728 1702 1552 Q Serve(g_s), s 1.6
Cycle Q Clear(g_c), s 1.6
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 70
V/C Ratio(X) 0.58
Avail Cap(c_a), veh/h 169 0 824 504 968
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.0

0.0 3.3

3.3 0.32
0 255

0.36 2.9 1.5

2.9 1.5

1.00 239 325

0.63 0.15

0.0 0.0

1.00 2.1 13.8

2.1 13.8

1.00 84 1774

0.65 0.68

0.0 0.0

1.00 7.1

7.1 1.00
485

0.77 11.6 0.7

11.6 0.7

1.00 2249 683

0.53 0.04
166 2798
1002 3803 1156
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 0.0 26.5 31.1 24.0 0.0 32.1 19.1 0.0 28.4 14.0 10.9 Incr Delay (d2), s/veh 2.8 0.0 0.9 1.0 0.2 0.0 3.2 0.5 0.0 1.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50°/0),veh/In 0.7 0.0 1.4 1.2 0.7 0.0 0.9 4.6 0.0 2.7 3.6 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

35.2 0.0 27.4 32.1 24.2

D A C C C
134 200

29.8 30.2
C C

0.0 35.3 19.6
D B
A 1260

20.3 C

0.0 29.4 14.2 11.0
C B B
A 1583

17.7 B
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 14.2 30.0 9.3 15.0 7.8 36.4 7.3 17.0 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 19.9 37.6 10.0 32.0 6.4 51.1 6.5 35.5 Max Q Clear Time (g_c+I1), s 9.1 15.8 4.9 5.3 4.1 13.6 3.6 3.5 Gree
1 2
3 4
5 6
7 8
Ext Time (p_c), s 0.5 8.0 0.1 0.5 0.0 9.4 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

20.0 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

E+P - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 4 ends

14146

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/09/2020
Intersection
Int Delay, s/veh 7.4
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations T.+ 4
Traffic Vol, veh/h 0 62 20 0 354 19
Future Vol, veh/h 0 62 20 0 354 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 67 22 0 385 21
Major/Minor
Conflicting Flow All 813 22 0 0 22 0
Minor1 Major1 Major2
Stage 1 22
Stage 2 791
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 348 1055 - 1593

6.42 6.22 - 4.12
Stage 1 1001
Stage 2 447
Platoon blocked,
Mov Cap -1 Maneuver 263 1055 - 1593
Mov Cap -2 Maneuver 263
Stage 1 1001
Stage 2 338
Approach
HCM Control Delay, s 8.6

HCM LOS A

WB NB SB
0 7.6
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1055 1593 -
HCM Lane V/C Ratio - 0.064 0.242
HCM Control Delay (s) - 8.6 8 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.2 0.9
E+P - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

14147

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 27 0 79 3 33 373 3
Future Vol, veh/h 1 0 0 0 1 27 0 79 3 33 373 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 34 0 100 4 42 472 4
Major/Minor
Conflicting Flow All 678 662 474 660 662 102 476 0 0 104 0 0 Minor2 Minor1 Major1 Major2
Stage 1 558 558 - 102 102
Stage 2 120 104 - 558 560
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 366 382 590 376 382 953 1086 - - 1488 Stage1 514 512 - 904 811
Stage 2 884 809 - 514 511
Platoon blocked,
Mov Cap -1 Maneuver 344 371 590 368 371 953 1086 - - 1488 Mov Cap -2 Maneuver 344 371 - 368 371
Stage1 514 498 - 904 811
Stage 2 851 809 - 499 497
Approach
HCM Control Delay, s 15.5 9.2

HCM LOS
EB WB
NB SB
0 0.6
C A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1086 - - 344 902 1488 -
HCM Lane V/C Ratio - - 0.004 0.039 0.028
HCM Control Delay (s) 0 - - 15.5 9.2 7.5
HCM Lane LOS

A - C A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0.1
E+P - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1448

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 35
Future Volume (vph) 35
Turn Type Prot
Protected Phases
64 141 152 160 190 1078 95 188 1171 125
64 141 152 160 190 1078 95 188 1171 125
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 83.9
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 E+P - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

1449

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + " +++ "i"i +++
Traffic Volume (veh/h) 35 64 36 141 152 160 190 1078 95 188 1171 125 Future Volume (veh/h) 35 64 36 141 152 160 190 1078 95 188 1171 125 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 38 70 40 155 167 0 209 1185 0 207 1287 133 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 65 160 91 239 329 248 2179 299 1909 590
Arrive On Green 0.04 0.14 0.14 0.07 0.18 0.00 0.14 0.43 0.00 0.09 0.37 0.37 0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
SatFlow,veh/h 1781 1117 638 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 38 0 110 155 167 0 209 1185 0 207 1287 133 Grp Sat Flow(s),veh/h/In 1781 0 1755 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 1.6 0.0 4.3 3.3 6.0 0.0 8.5 12.9 0.0 4.3 15.8 4.3 Cycle Q Clear(g_c), s 1.6 0.0 4.3 3.3 6.0 0.0 8.5 12.9 0.0 4.3 15.8 4.3 Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 65 0 251 239 329 248 2179 299 1909 590 V/C Ratio(X) 0.58 0.00 0.44 0.65 0.51 0.84 0.54 0.69 0.67 0.23 Avail Cap(c_a), veh/h 153 0 753 528 927 248 2921 620 3126 966 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.4 0.0 29.2 33.9 27.8 0.0 31.3 16.0 0.0 33.1 19.6 16.0 Incr Delay (d2), s/veh 3.1 0.0 1.2 1.1 1.2 0.0 21.2 0.2 0.0 1.1 0.4 0.2 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 Back0fQ(50°/0),veh/In 0.7 0.0 1.8 1.3 2.7 0.0 4.8 4.2 0.0 1.7 5.3 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 0.0 30.5 35.0 29.1 0.0 52.5 16.2 0.0 34.2 20.0 16.2 LnGrp LOS D A C C C D B C B B
Approach Vol, veh/h 148 322 A 1394 A 1627
Approach Delay, s/veh 32.5 31.9 21.6 21.5
Approach LOS C C C C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 11.1 38.1 9.8 15.8 15.0 34.1 7.3 18.2 Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 13.4
Max Q Clear Time (g_c+I1), s 6.3
Green Ext Time (p_c), s 0.2
1 2 3 4 5 6 7 8

6.2 42.7

14.9 8.6

4.6 11.4

5.3 0.1

5.1 32.0

6.3 0.6

4.6 10.4

10.5 0.0

6.2 45.7

17.8 10.2

4.6 6.4

3.6 0.0

5.1 37.0

8.0 0.9
Intersection Summary
HC
HCM 6th LOS
M 6th Ctrl Delay 23.0
C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

E+P - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 4 ends

1 450

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/09/2020
Intersection
Int Delay, s/veh 9
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 347 20 0 69 19
Future Vol, veh/h 0 347 20 0 69 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 377 22 0 75 21
Major/Minor
Conflicting Flow All 193 22 0 0 22 0
Minor1 Major1 Major2
Stage 1 22
Stage 2 171 - - -
Critical Hdwy 6.42 6.22 - 4.12
Critical Hdwy Stg 1 5.42 - - -
Critical Hdwy Stg 2 5.42 - - -
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 796 1055 - 1593
Stage 1 1001 -
Stage 2 859
Platoon blocked,
Mov Cap -1 Maneuver 758 1055 - 1593
Mov Cap -2 Maneuver 758
Stage 1 1001
Stage 2 818
Approach
HCM Control Delay, s 10.3

HCM LOS B

WB NB SB
0 5.8
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1055 1593
HCM Lane V/C Ratio - 0.358 0.047
HCM Control Delay (s) - 10.3 7.4 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 1.6 0.1
E+P - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

1451

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/09/2020
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 27 0 364 3 33 88 3
Future Vol, veh/h 1 0 0 0 1 27 0 364 3 33 88 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - 210
0 0 0
0 0 - 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 34 0 461 4 42 111 4
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 678 662 113 660 662 463 115 0 0 465 0 0 Stage 1 197 197 - 463 463
Stage 2 481 465 - 197 199
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 366 382 940 376 382 599 1474 - 1096 Stage 1 805 738 - 579 564
Stage 2 566 563 - 805 736
Platoon blocked, %
Mov Cap -1 Maneuver 334 367 940 365 367 599 1474 - 1096 Mov Cap -2 Maneuver 334 367 - 365 367
Stage 1 805 710 - 579 564
Stage 2 533 563 - 774 708
Approach
HCM Control Delay, s 15.8 11.5

HCM LOS
EB WB
NB SB
0 2.2
C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1474 - - 334 586 1096 -
HCM Lane V/C Ratio - 0.004 0.06 0.038
HCM Control Delay (s) 0 - 15.8 11.5 8.4
HCM Lane LOS A C B A
HCM 95th %tile Q(veh) 0 0 0.2 0.1
E+P - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1452

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi 'PM r* +++ r* "i +++ r*
Traffic Volume (vph) 106 163 141 52 160 76 1078 95 188 1171 53 Future Volume (vph) 106 163 141 52 160 76 1078 95 188 1171 53 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.0 37.1 16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 E+P - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

1453

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 106 163 150 141 52 160 76 1078 95 188 1171 53 Future Volume (veh/h) 106 163 150 141 52 160 76 1078 95 188 1171 53 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 116 179 165 155 57 0 84 1185 0 207 1287 54 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00
No No
No No
Percent Heavy Veh, %
Cap,veh/h 146 219 202 237 431 108 1732 295 1858 574
Arrive On Green 0.08 0.24 0.24 0.07 0.23 0.00 0.06 0.34 0.00 0.09 0.36 0.36 2 2 2 2 2 2 2 2 2 2 2 2
SatFlow,veh/h 1781 896 826 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 116 0 344 155 57 0 84 1185 0 207 1287 54 Grp Sat Flow(s),veh/h/In 1781 0 1722 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 5.0 0.0 14.7 3.4 1.9 0.0 3.6 15.6 0.0 4.5 16.7 1.8 Cycle Q Clear(g_c), s 5.0 0.0 14.7 3.4 1.9 0.0 3.6 15.6 0.0 4.5 16.7 1.8 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 0 420 237 431 108 1732 295 1858 574 V/C Ratio(X) 0.79 0.00 0.82 0.65 0.13 0.78 0.68 0.70 0.69 0.09 Avail Cap(c_a), veh/h 146 0 706 505 887 237 2794 593 2990 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.2 0.0 27.9 35.4 23.8 0.0 36.1 22.2 0.0 34.7 21.1 16.3 Incr Delay (d2), s/veh 23.5 0.0 4.0 1.1 0.1 0.0 4.4 0.5 0.0 1.1 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 3.1 0.0 6.3 1.4 0.8 0.0 1.6 5.5 0.0 1.8 5.8 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 58.7 0.0 31.8 36.6 24.0 0.0 40.6 22.7 0.0 35.9 21.6 16.4 LnGrp LOS E A C D C D C D C B
Approach Vol, veh/h 460 212 A 1269 A 1548
Approach Delay, s/veh 38.6 33.2 23.9 23.3
Approach LOS D C C C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 11.3 32.7 9.9 24.2 9.3 34.6 11.0 23.1 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 6.5 17.6 5.4 16.7 5.6 18.7 7.0 3.9 Green Ext Time (p_c), s 0.2 8.3 0.1 1.9 0.0 9.7 0.0 0.2 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 26.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

E+P - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 4 ends

1454

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 5.2:

E+P CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 12609-05 Report
1455
u{RBAN

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1456
URBAN

California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)

DIST CO RTE
Jurisdiction: City of Rancho Mirage
Major Street: Frank Sinatra Dr.

Minor Street: Driveway 1
PM
Major Street Approach Lanes =
Major Street Future ADT =
1 lane
1,919 vpd

TRAFFIC CONDITIONS
E+P
CALC RV DATE 01/09/19
CHK RV DATE 01/09/19
Critical Approach Speed (Major)
Critical Approach Speed (Minor)
Speed limit or critical speed on major street traffic > 64 km/h (40 mph); In built up area of isolated community of < 10,000 population (Based on Estimated Average Daily Traffic - See Note)
30 mph
25 mph
Minor Street Approach Lane: 1 lane
Minor Street Future ADT = 264 vpd
or URBAN (U)

URBAN RURAL
Minimum Requirements
EADT
XX
CONDITION A - Minimum Vehicular Volume
Satisfied Not Satisfied
Vehicles Per Day on
Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,919 1 264
2 + 1
2 + 2 +
1 2 +
8,000 5,600
9,600 6,720
9,600 6,720
8,000 5,600
2,400 1,680
2,400 1,680
3,200 2,240
3,200 2,240
CONDITION B - Interruption of Continuous Traffic
Satisfied Not Satisfied
Vehicles Per Day
on Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,919 1 264
2 + 1
2 + 2 +
1 2 +
12,000 8,400
14,400 10,080
14,400 10,080
12,000 8,400
1,200 850
1,200 850
1,600 1,120
1,600 1,120
Combination of CONDITIONS A + B
Satisfied Not Satisfied
2 CONDITIONS
80%
2 CONDITIONS
80%
XX
No one condition satisfied, but following conditions
fulfilled 80% of more A B
11% 16%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

L�► URBAN
14257

CROSSROADS

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = E+P Conditions - Weekday PM Peak Hour Major Street Name = Frank Sinatra Dr. Total of Both Approaches (VPH) = 150 Number of Approach Lanes on Major Street = 1
Minor Street Name = Driveway 2
Minor Street - Higher -Volume Approach (VPH)
High Volume Approach (VPH) = 18
Number of Approach Lanes On Minor Street = 1

CROSSROADS

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 5.3:

E+P CONDITIONS QUEUING ANALYSIS WORKSHEETS
12609-05 Report
1459
(1?-1D.

L URBAN

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1460
URBAN

Queuing and Blocking Report
E+P - AM Peak Hour
01/09/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB
1 Directions Served LR
Maximum Queue (ft) 48
Average Queue (ft) 21
95th Queue (ft) 46
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 25 28
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
4 14
19 37
353 358
Zone Summary
El l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

Page 1 ends

1481

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 26 72 280 63 389 43 768 94 288 1213 44 v/c Ratio 0.20 0.21 0.49 0.11 0.54 0.28 0.55 0.17 0.55 0.58 0.06 Control Delay 47.9 20.8 37.5 23.2 7.9 46.9 27.3 0.7 38.9 21.9 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 47.9 20.8 37.5 23.2 7.9 46.9 27.3 0.7 38.9 21.9 0.1 Queue Length 50th (ft) 12 16 63 20 14 19 108 0 65 171 0 Queue Length 95th (ft) 51 59 151 64 99 72 231 0 155 341 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 137 806 858 1178 1127 188 2390 821 858 3120 1027 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.19 0.09 0.33 0.05 0.35 0.23 0.32 0.11 0.34 0.39 0.04 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
E+P - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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14€2

Queuing and Blocking Report
E+P - PM Peak Hour
01/09/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB
1 Directions Served LR
Maximum Queue (ft) 54
Average Queue (ft) 20
95th Queue (ft) 46
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 25 28 30
Average Queue (ft) 12 11 2
95th Queue (ft) 32 34 14
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
El l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

Page 1 ends

14€3

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 41 99 151 49 304 55 1205 176 372 1184 33 v/c Ratio 0.32 0.32 0.38 0.12 0.53 0.42 0.67 0.27 0.64 0.49 0.04 Control Delay 52.1 30.8 44.2 31.6 7.5 55.3 27.5 5.3 41.6 18.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.1 30.8 44.2 31.6 7.5 55.3 27.5 5.3 41.6 18.1 0.1 Queue Length 50th (ft) 21 37 38 23 0 28 189 0 93 154 0
Queue Length 95th (ft) 70 92 94 58 65 #101 363 51 193 292 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 143 712 433 824 869 141 2382 824 851 3237 1024 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.29 0.14 0.35 0.06 0.35 0.39 0.51 0.21 0.44 0.37 0.03 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E+P - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1464

Queuing and Blocking Report
E+P - Saturday Arrival Peak Hour
01/09/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 48 73
Average Queue (ft) 25 7
95th Queue (ft) 44 36
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement WB SB
Directions Served
LTR L
Maximum Queue (ft) 52 28
Average Queue (ft) 15 1
95th Queue (ft)
Link Distance (ft) 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
45 9
210
Queuing Penalty (veh)
Zone Summary
El l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

Page 1 ends

1465

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
f
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 38 110 155 167 176 209 1185 104 207 1287 137 v/c Ratio 0.29 0.34 0.38 0.40 0.36 0.90 0.60 0.15 0.51 0.68 0.20 Control Delay 50.6 30.2 42.7 33.0 7.2 80.3 23.7 2.1 43.4 25.0 4.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.6 30.2 42.7 33.0 7.2 80.3 23.7 2.1 43.4 25.0 4.3 Queue Length 50th (ft) 18 40 38 77 0 105 171 0 50 194 0 p Queue Length 95th (ft) 67 101 94 158 51 #368 332 16 119 352 36 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 142 724 493 869 822 232 2740 908 580 2932 952 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.27 0.15 0.31 0.19 0.21 0.90 0.43 0.11 0.36 0.44 0.14 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
ntersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E+P - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1466

Queuing and Blocking Report
E+P - Saturday Departure Peak Hour 01/09/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB
1 Directions Served LR
Maximum Queue (ft) 121
Average Queue (ft) 59
95th Queue (ft) 89
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 24 28 52
Average Queue (ft) 1 14 13
95th Queue (ft) 8 37 39
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
El l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

Page 1 ends

1467

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/09/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 116 344 155 57 176 84 1185 104 207 1287 58 v/c Ratio 0.94 0.79 0.49 0.12 0.33 0.54 0.69 0.17 0.56 0.66 0.08 Control Delay 115.5 45.4 50.4 28.9 6.4 59.8 30.3 2.2 49.7 27.7 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 115.5 45.4 50.4 28.9 6.4 59.8 30.3 2.2 49.7 27.7 0.2 Queue Length 50th (ft) 72 176 47 26 0 50 224 0 62 245 0 Queue Length 95th (ft) #233 325 94 64 51 118 332 16 119 352 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 124 633 430 758 739 202 2387 811 505 2555 849 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.94 0.54 0.36 0.08 0.24 0.42 0.50 0.13 0.41 0.50 0.07 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

E+P - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

14€8

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 6.1:

EAP (2023) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 12609-05 Report
1469
u{RBAN

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1470
URBAN

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 3.9
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 39 19 0 12 40
Future Vol, veh/h 0 39 19 0 12 40
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 42 21 0 13 43
Major/Minor
Conflicting Flow All 90 21 0 0 21 0
Minor1 Major1 Major2
Stage 1 21
Stage 2 69
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 910 1056 - 1595

6.42 6.22 - 4.12
Stage 1 1002
Stage 2 954
Platoon blocked,
Mov Cap -1 Maneuver 903 1056 - 1595
Mov Cap -2 Maneuver 903
Stage 1 1002
Stage 2 946
Approach
HCM Control Delay, s 8.6

HCM LOS A

WB NB SB
0 1.7
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1056 1595 -
HCM Lane V/C Ratio - 0.04 0.008
HCM Control Delay (s) - 8.6 7.3 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0
EAP (2023) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

1 417 1

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 0 1 1 0 0 16 1 57 0 13 51 0
Future Vol, veh/h 0 1 1 0 0 16 1 57 0 13 51 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 1 0 0 18 1 63 0 14 57 0
Major/Minor
Conflicting Flow All 159 150 57 151 150 63 57 0 0 63 0 0 Minor2 Minor1 Major1 Major2
Stage 1 85 85 - 65 65
Stage 2 74 65 - 86 85
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 807 742 1009 816 742 1002 1547 - - 1540

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
Stage 1 923 824 - 946 841
Stage 2 935 841 - 922 824
Platoon blocked,
Mov Cap -1 Maneuver 787 735 1009 808 735 1002 1547 - - 1540 Mov Cap -2 Maneuver 787 735 - 808 735
Stage 1 922 817 - 945 840
Stage 2 918 840 - 911 817
Approach
HCM Control Delay, s 9.2 8.7

HCM LOS
EB WB
NB SB

0.1 1.5
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1547 - - 850 1002 1540 -
HCM Lane V/C Ratio 0.001 - - 0.003 0.018 0.009
HCM Control Delay (s) 7.3 - - 9.2 8.7 7.4
HCM Lane LOS

A - A A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0
EAP (2023) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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14172

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 25 36 281 64 392 43 773 94 290 1221 Future Volume (vph) 25 36 281 64 392 43 773 94 290 1221 Turn Type Prot NA Prot
Protected Phases
r* " +++ r* +++ r*
44 44
NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
6 Detector Phase
7 4
3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0
Minimum Split (s) 9.6 37.1 9.6 15.1
Total Split (s) 10.0 37.1 22.0 49.1
Total Split (%)
Yellow Time (s) 3.6 4.1 3.6
All -Red Time (s) 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0

15.1 9.6 23.2 23.2 9.6 16.2 16.2

49.1 12.0 38.9 38.9 22.0 48.9 48.9

8.3% 30.9% 18.3% 40.9% 40.9% 10.0% 32.4% 32.4% 18.3% 40.8% 40.8%

4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 80.1
Natural Cycle: 90
Control
Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 lb02
1(03
-1
i5
I
•?
4—
03 EAP (2023) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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14173

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 25 36 34 281 64 392 43 773 94 290 1221 44 Future Volume (veh/h) 25 36 34 281 64 392 43 773 94 290 1221 44 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
27 39 31 302 69 0 46 831 0 312 1313 33
Percent Heavy Veh, % 2
Cap, veh/h 52 147 117 412 454
Arrive On Green 0.03 0.15 0.15 0.12 0.24 0.00 0.04 0.31 0.00 0.12 0.38 0.38 2 2 2 2 2 2 2 2 2 2 2
76 1560
421 1964 610
SatFlow,veh/h 1781 961 764 3456 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 27 0 70 302 69 0 46 831 0 312 1313 33 Grp Sat Flow(s),veh/h/In 1781 0 1726 1728 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.0
Cycle Q Clear(g_c), s 1.0
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 52
V/C Ratio(X) 0.52
Avail Cap(c_a), veh/h 141 0 810 882 1207
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.0

0.0 2.4

2.4 0.44
0 264

0.27 5.8 2.0

5.8 2.0

1.00 412 454

0.73 0.15

0.0 0.0

1.00 1.7 9.2

1.7 9.2

1.00 76 1560

0.61 0.53

0.0 0.0

1.00 5.9

5.9 1.00
421

0.74 14.5 0.9

14.5 0.9

1.00 1964 610

0.67 0.05
193 2448
882 3197 992
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.6 0.0 25.5 29.0 20.3 0.0 32.1 19.6 0.0 28.9 17.4 13.2 Incr Delay (d2), s/veh 2.9 0.0 0.5 1.0 0.2 0.0 2.9 0.3 0.0 1.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50°/0),veh/In 0.5 0.0 1.0 2.3 0.8 0.0 0.7 3.1 0.0 2.3 4.7 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

35.5 0.0 26.0 29.9 20.5

D A C C C
97 371

28.7 28.2
C C

0.0 35.0 19.9
C B
A 877

20.7 C

0.0 29.9 17.8 13.2
C B B
A 1658

20.0 B
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 12.9 27.0 12.7 15.5 7.5 32.4 6.6 21.7 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 17.4 32.7 17.4 32.0 7.4 42.7 5.4 44.0 Max Q Clear Time (g_c+I1), s 7.9 11.2 7.8 4.4 3.7 16.5 3.0 4.0 Green Ext Time (p_c), s 0.4 5.2 0.4 0.3 0.0 9.7 0.0 0.3 1 2 3 4 5 6 7 8
Intersection Summary
HCM
6th Ctrl Delay

21.5 HCM 6th LOS
C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAP (2023) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1414

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 5.3
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 31 22 0 55 19
Future Vol, veh/h 0 31 22 0 55 19
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
Veh in Median Storage, # 0
Grade, %
Peak Hour Factor 92 92 92 92 92 92
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 34 24 0 60 21
Major/Minor
Conflicting Flow All 165 24 0 0 24 0
Minorl Major1 Major2
Stage 1 24
Stage 2 141
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 826 1052 - 1591

6.42 6.22 - 4.12
Stage 1 999
Stage 2 886
Platoon blocked, %
Mov Cap -1 Maneuver 795 1052 - 1591
Mov Cap -2 Maneuver 795
Stage 1 999
Stage 2 852
Approach
HCM Control Delay, s 8.5

HCM LOS A

WB NB SB
0 5.5
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1052 1591
HCM Lane V/C Ratio - 0.032 0.038
HCM Control Delay (s) - 8.5 7.4 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1
EAP (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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14175

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 17 2 0 0 4 9 0 53 0 27 74 1
Future Vol, veh/h 17 2 0 0 4 9 0 53 0 27 74 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
1 - None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, %
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
- 60 - - 210
0 0 0
0 0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 20 2 0 0 5 11 0 63 0 32 88 1
Major/Minor
Conflicting Flow All 224 216 89 217 216 63 89 0 0 63 0 0 Minor2 Minor1 Major1 Major2
Stage 1 153 153 - 63 63
Stage 2 71 63 - 154 153
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 732 682 969 739 682 1002 1506 - - 1540

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
Stage 1 849 771 - 948 842
Stage 2 939 842 - 848 771
Platoon blocked, %
Mov Cap -1 Maneuver 709 668 969 725 668 1002 1506 - - 1540 Mov Cap -2 Maneuver 709 668 - 725 668
Stage 1 849 755 - 948 842
Stage 2 924 842 - 828 755
Approach
HCM Control Delay, s 10.3 9.2

HCM LOS
EB WB
NB SB
0 2
B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)
HCM Lane V/C Ratio - - 0.032 0.018 0.021
1506 - - 704 868 1540
HCM Control Delay (s) 0 - - 10.3 9.2 7.4
HCM Lane LOS

A - B A A
HCM 95th %tile Q(veh) 0 - 0.1 0.1 0.1
EAP (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

14176

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr.
01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'III
Traffic Volume (vph) 44
Future Volume (vph) 44
Turn Type Prot
Protected Phases
r* � +++ r* +++ r*
66 161 51 326 57 1291 188 398 1269 35
66 161 51 326 57 1291 188 398 1269 35
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

37.1 14.6 40.6 40.6 11.0 43.8 43.8 24.5 57.3 57.3

9.3% 30.9% 12.2% 33.8% 33.8% 9.2% 36.5% 36.5% 20.4% 47.8% 47.8%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 89
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
03 05
1 06
07 4-
08 EAP (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

14177

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 66 38 161 51 326 57 1291 188 398 1269 Future Volume (veh/h)
Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 +++ +++
5 44 66 38 161 51 326 57 1291 188 398 1269 35
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

0.98 No
No
No
No
44 67 32 163 52 0 58 1304 0 402 1282 29
Percent Heavy Veh, °/0 2
Cap, veh/h 72 165 79 249 317
Arrive On Green 0.04 0.14 0.14 0.07 0.17 0.00 0.05 0.36 0.00 0.15 0.46 0.46 2 2 2 2 2 2 2 2 2 2 2
84 1846
509 2355 716
SatFlow,veh/h 1781 1195 571 3456 1870 1585 1781 5106 1585 3456 5106 1552 Grp Volume(v), veh/h 44 0 99 163 52 0 58 1304 0 402 1282 29 Grp Sat Flow(s),veh/h/In 1781 0 1766 1728 1870 1585 1781 1702 1585 1728 1702 1552 Q Serve(g_s), s 1.8
Cycle Q Clear(g_c), s 1.8
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 72
V/C Ratio(X) 0.61
Avail Cap(c_a), veh/h 159 0 776 474 912
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

0.00 0.0

0.0 3.7

3.7 0.32
0 243

0.41 3.3 1.7

3.3 1.7

1.00 249 317

0.65 0.16

0.0 0.0

1.00 2.3 16.0

2.3 16.0

1.00 84 1846

0.69 0.71

0.0 0.0

1.00 8.2

8.2 1.00
509

0.79 13.2 0.7

13.2 0.7

1.00 2355 716

0.54 0.04
157 2636
944 3582 1089
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 34.4 0.0 28.7 32.9 25.8 0.0 34.2 19.9 0.0 30.0 14.1 10.8 Incr Delay (d2), s/veh 3.1 0.0 1.1 1.1 0.2 0.0 3.7 0.5 0.0 1.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.8 0.0 1.6 1.4 0.8 0.0 1.0 5.4 0.0 3.1 4.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

37.5 0.0 29.8 34.0 26.1

D A C C C
143 215

32.1 32.1
C C

0.0 37.8 20.4
D C
A 1362

21.2 C

0.0 31.0 14.3 10.8
C B B
A 1713

18.2 B
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 15.3 32.5 9.9 15.1 8.1 39.8 7.5 17.4 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 19.9 37.6 10.0 32.0 6.4 51.1 6.5 35.5 Max Q Clear Time (g_c+I1), s 10.2 18.0 5.3 5.7 4.3 15.2 3.8 3.7 Gre
1 2 3 4 5 6 7 8
en Ext Time (p_c), s 0.5 8.4 0.1 0.5 0.0 10.4 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

20.8 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAP (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 5 ends

14178

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 7.3
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations T.+ 4
Traffic Vol, veh/h 0 62 22 0 354 21
Future Vol, veh/h 0 62 22 0 354 21
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 67 24 0 385 23
Major/Minor
Conflicting Flow All 817 24 0 0 24 0
Minor1 Major1 Major2
Stage 1 24
Stage 2 793
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 346 1052 - 1591

6.42 6.22 - 4.12
Stage 1 999
Stage 2 446
Platoon blocked,
Mov Cap -1 Maneuver 261 1052 - 1591
Mov Cap -2 Maneuver 261
Stage 1 999
Stage 2 337
Approach
HCM Control Delay, s 8.7

HCM LOS A

WB NB SB
0 7.5
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1052 1591
HCM Lane V/C Ratio - 0.064 0.242
HCM Control Delay (s) - 8.7 8 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.2 1
EAP (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

14179

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 29 0 80 3 36 375 3
Future Vol, veh/h 1 0 0 0 1 29 0 80 3 36 375 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
1 - None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 37 0 101 4 46 475 4
Major/Minor
Conflicting Flow All 691 674 477 672 674 103 479 0 0 105 0 0 Minor2 Minor1 Major1 Major2
Stage 1 569 569 - 103 103
Stage 2 122 105 - 569 571
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 359 376 588 370 376 952 1083 - - 1486 Stage 1 507 506 - 903 810
Stage 2 882 808 - 507 505
Platoon blocked, %
Mov Cap -1 Maneuver 336 364 588 361 364 952 1083 - - 1486 Mov Cap -2 Maneuver 336 364 - 361 364
Stage 1 507 490 - 903 810
Stage 2 847 808 - 491 489
Approach
HCM Control Delay, s 15.8 9.2

HCM LOS
EB WB
NB SB
0 0.7
C A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1083 - - 336 903 1486 -
HCM Lane V/C Ratio - - 0.004 0.042 0.031
HCM Control Delay (s) 0 - - 15.8 9.2 7.5
HCM Lane LOS

A - C A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0.1
EAP (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1480

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 37
Future Volume (vph) 37
Turn Type Prot
Protected Phases
r* " +++ r* +++ r*
67 153 154 173 194 1167 103 203 1268 128
67 153 154 173 194 1167 103 203 1268 128
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
6 Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 89.3
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 EAP (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

1481

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 37 67 37 153 154 173 194 1167 103 203 1268 128 Future Volume (veh/h) 37 67 37 153 154 173 194 1167 103 203 1268 128 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

1.00 No
No
No
No
41 74 41 168 169 0 213 1282 0 223 1393 137
Percent Heavy Veh, % 2
Cap, veh/h 67 155 86 252 323
Arrive On Green 0.04 0.14 0.14 0.07 0.17 0.00 0.13 0.44 0.00 0.09 0.39 0.39 2 2 2 2 2 2 2 2 2 2 2
238 2228
312 2007 621
SatFlow,veh/h 1781 1131 627 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 41 0 115 168 169 0 213 1282 0 223 1393 137 Grp Sat Flow(s),veh/h/In 1781 0 1758 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 1.8
Cycle Q Clear(g_c), s 1.8
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 67
V/C Ratio(X) 0.61
Avail Cap(c_a), veh/h 146 0 722 506 888
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh 3.3 0.0 1.5 1.1 1.3 0.0 31.5 0.2 0.0 1.1 0.4 0.2 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 Back0fQ(50°/0),veh/In 0.8 0.0 2.0 1.5 2.9 0.0 5.7 4.8 0.0 1.9 6.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

0.00 0.0

0.0 4.7

4.7 0.36
0 242

0.48 3.7 6.4

3.7 6.4

1.00 252 323

0.67 0.52

0.0 0.0

1.00 9.2 14.7

9.2 14.7

1.00 238 2228

0.90 0.58

0.0 0.0

1.00 4.9

4.9 1.00
312

0.71 17.7 4.5

17.7 4.5

1.00 2007 621

0.69 0.22
238 2799
594 2995 926

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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00

36.9 0.0 31.0 35.2 29.3 0.0 33.2 16.5 0.0 34.5 19.7 15.7

40.2 0.0 32.5 36.3 30.6

D A C D C
156 337

34.5 33.5
C C

0.0 64.7 16.8
E B
A 1495

23.6 C

0.0 35.6 20.2 15.9
D C B
A 1753

21.8 C
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 11.6 40.2 10.3 15.8 15.0 36.8 7.5 18.5 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 6.9 16.7 5.7 6.7 11.2 19.7 3.8 8.4 Green Ext Time (p_c), s 0.2 9.3 0.1 0.6 0.0 10.9 0.0 0.9 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

24.1 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAP (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 5 ends

1482

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 8.9
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 347 22 0 69 21
Future Vol, veh/h 0 347 22 0 69 21
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
Veh in Median Storage, # 0
Grade, %
Peak Hour Factor 92 92 92 92 92 92
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 377 24 0 75 23
Major/Minor
Conflicting Flow All 197 24 0 0 24 0
Minor1 Major1 Major2
Stage 1 24
Stage 2 173 -
Critical Hdwy 6.42 6.22 - 4.12
Critical Hdwy Stg 1 5.42 - - -
Critical Hdwy Stg 2 5.42 - - -
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 792 1052 - 1591
Stage 1 999 -
Stage 2 857
Platoon blocked,
Mov Cap -1 Maneuver 754 1052 - 1591
Mov Cap -2 Maneuver 754
Stage 1 999
Stage 2 816
Approach
HCM Control Delay, s 10.3

HCM LOS B

WB NB SB
0 5.7
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1052 1591
HCM Lane V/C Ratio - 0.359 0.047
HCM Control Delay (s) - 10.3 7.4 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 1.6 0.1
EAP (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

1483

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 29 0 365 3 36 90 3
Future Vol, veh/h 1 0 0 0 1 29 0 365 3 36 90 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - 210
0 0 0
0 0 - 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 37 0 462 4 46 114 4
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 691 674 116 672 674 464 118 0 0 466 0 0 Stage 1 208 208 - 464 464
Stage 2 483 466 - 208 210
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 359 376 936 370 376 598 1470 - 1095 Stage 1 794 730 - 578 564
Stage 2 565 562 - 794 728
Platoon blocked, %
Mov Cap -1 Maneuver 325 360 936 358 360 598 1470 - 1095 Mov Cap -2 Maneuver 325 360 - 358 360
Stage 1 794 699 - 578 564
Stage 2 529 562 - 761 697
Approach
HCM Control Delay, s 16.1 11.6

HCM LOS
EB WB
NB SB
0 2.4
C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1470 - - 325 585 1095 -
HCM Lane V/C Ratio - 0.004 0.065 0.042
HCM Control Delay (s) 0 - 16.1 11.6 8.4
HCM Lane LOS

A C B A
HCM 95th %tile Q(veh) 0 0 0.2 0.1
EAP (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1484

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi 'PM r* +++ r* "i +++ r*
Traffic Volume (vph) 108 166 153 54 173 80 1167 103 203 1268 56 Future Volume (vph) 108 166 153 54 173 80 1167 103 203 1268 56 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
6 Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.0 37.1 16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 99.5
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 EAP (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

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1485

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 108 166 151 153 54 173 80 1167 103 203 1268 56 Future Volume (veh/h) 108 166 151 153 54 173 80 1167 103 203 1268 56 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 119 182 166 168 59 0 88 1282 0 223 1393 58 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 +++ +++
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
Percent Heavy Veh,
Cap,veh/h 136 218 199 247 444 113 1805 306 1933 598
Arrive On Green 0.08 0.24 0.24 0.07 0.24 0.00 0.06 0.35 0.00 0.09 0.38 0.38 2 2 2 2 2 2 2 2 2 2 2 2
SatFlow,veh/h 1781 901 822 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 119 0 348 168 59 0 88 1282 0 223 1393 58 Grp Sat Flow(s),veh/h/In 1781 0 1722 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 5.6 0.0 16.1 4.0 2.1 0.0 4.1 18.2 0.0 5.3 19.6 2.0 Cycle Q Clear(g_c), s 5.6 0.0 16.1 4.0 2.1 0.0 4.1 18.2 0.0 5.3 19.6 2.0 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 136 0 418 247 444 113 1805 306 1933 598 V/C Ratio(X) 0.88 0.00 0.83 0.68 0.13 0.78 0.71 0.73 0.72 0.10 Avail Cap(c_a), veh/h 136 0 656 469 824 221 2597 551 2779 859 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.4 0.0 30.2 38.1 25.2 0.0 38.7 23.4 0.0 37.3 22.3 16.8 Incr Delay (d2), s/veh 41.6 0.0 5.3 1.2 0.1 0.0 4.3 0.5 0.0 1.3 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50°/0),veh/In 3.9 0.0 7.1 1.7 0.9 0.0 1.8 6.5 0.0 2.1 6.9 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 80.0 0.0 35.5 39.3 25.3 0.0 43.0 24.0 0.0 38.5 22.8 16.9 LnGrp LOS E A D D C D C D C B
Approach Vol, veh/h 467 227 A 1370 A 1674
Approach Delay, s/veh 46.8 35.7 25.2 24.7
Approach LOS D D C C
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 12.0 35.9 10.6 25.5 9.9 38.0 11.0 25.1 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 7.3 20.2 6.0 18.1 6.1 21.6 7.6 4.1 Green Ext Time (p_c), s 0.2 8.7 0.1 1.8 0.0 10.2 0.0 0.3 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 28.3
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAP (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

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1486

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 6.2:

EAP (2023) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 12609-05 Report
1487
'► URBAN
C F 1Sh4RC . L S

Ritz -Carlton Residences Traffic Impact Analysis
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12609-05 Report
1488

ILURBAN

California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)

DIST CO RTE
Jurisdiction: City of Rancho Mirage
Major Street: Frank Sinatra Dr.

Minor Street: Driveway 1
PM
Major Street Approach Lanes =
Major Street Future ADT =
1 lane
1,090 vpd
TRAFFIC CONDITIONS EAP 2023
CALC RV DATE 01/09/19
CHK RV DATE 01/09/19
Critical Approach Speed (Major) 30 mph
Critical Approach Speed (Minor) 25 mph
Speed limit or critical speed on major street traffic > 64 km/h (40 mph); In built up area of isolated community of < 10,000 population (Based on Estimated Average Daily Traffic - See Note)
Minor Street Approach Lane: 1 lane
Minor Street Future ADT = 534 vpd
or URBAN (U)

URBAN RURAL
Minimum Requirements
EADT
XX
CONDITION A - Minimum Vehicular Volume
Satisfied Not Satisfied
Vehicles Per Day on
Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,090 1 534
2 + 1
2 + 2 +
1 2 +
8,000 5,600
9,600 6,720
9,600 6,720
8,000 5,600
2,400 1,680
2,400 1,680
3,200 2,240
3,200 2,240
CONDITION B - Interruption of Continuous Traffic
Satisfied Not Satisfied
Vehicles Per Day
on Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,090 1 534
2 + 1
2 + 2 +
1 2 +
12,000 8,400
14,400 10,080
14,400 10,080
12,000 8,400
1,200 850
1,200 850
1,600 1,120
1,600 1,120
Combination of CONDITIONS A + B
Satisfied Not Satisfied
2 CONDITIONS
80%
2 CONDITIONS
80%
XX
No one condition satisfied, but following conditions
fulfilled 80% of more A B
14% 9%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

L�► URBAN
14289

CROSSROADS

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAP 2023 Conditions - Weekday PM Peak Hour Major Street Name = Frank Sinatra Dr. Total of Both Approaches (VPH) = 155 Number of Approach Lanes on Major Street = 1
Minor Street Name = Driveway 2
Minor Street - Higher -Volume Approach (VPH)
High Volume Approach (VPH) = 19
Number of Approach Lanes On Minor Street = 1

CROSSROADS

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 6.3:

EAP (2023) CONDITIONS QUEUING ANALYSIS WORKSHEETS
12609-05 Report
1491
URBAN
C r¢ra�,4r�c�ac�s

Ritz -Carlton Residences Traffic Impact Analysis
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12609-05 Report
1492
URBAN

Queuing and Blocking Report
EAP (2023) - AM Peak Hour
01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB
1 Directions Served LR
Maximum Queue (ft) 48
Average Queue (ft) 20
95th Queue (ft) 44
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Queuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 25 28 29
Average Queue (ft) 2 6 1
95th Queue (ft) 15 24 10
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14JJ3

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 27 76 302 69 422 46 831 101 312 1313 47 v/c Ratio 0.21 0.23 0.52 0.12 0.59 0.31 0.57 0.18 0.58 0.60 0.06 Control Delay 49.5 21.6 38.9 24.1 10.1 48.8 27.9 0.7 40.3 22.3 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 49.5 21.6 38.9 24.1 10.1 48.8 27.9 0.7 40.3 22.3 0.2 Queue Length 50th (ft) 13 18 73 24 29 22 123 0 75 195 0 Queue Length 95th (ft) 53 62 162 68 133 75 251 0 167 376 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 132 778 825 1133 1095 181 2298 796 825 3002 993 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.20 0.10 0.37 0.06 0.39 0.25 0.36 0.13 0.38 0.44 0.05 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
EAP (2023) - AM Peak Hour
Urban Crossroads, Inc.

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14J4

Queuing and Blocking Report
EAP (2023) - PM Peak Hour
01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 53 31
Average Queue (ft) 19 3
95th Queue (ft) 44 18
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 46 28 50
Average Queue (ft) 15 10 4
95th Queue (ft) 36 32 22
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14395

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 44 105 163 52 329 58 1304 190 402 1282 35 v/c Ratio 0.36 0.35 0.42 0.13 0.56 0.46 0.70 0.27 0.69 0.51 0.04 Control Delay 55.1 32.8 46.1 32.8 8.2 59.1 28.3 5.2 44.0 18.2 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.1 32.8 46.1 32.8 8.2 59.1 28.3 5.2 44.0 18.2 0.1 Queue Length 50th (ft) 24 43 44 26 2 32 216 0 108 173 0 Queue Length 95th (ft) 74 96 100 61 72 #108 400 53 208 323 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 136 679 412 783 853 134 2265 800 809 3078 979 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.32 0.15 0.40 0.07 0.39 0.43 0.58 0.24 0.50 0.42 0.04 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
ntersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

EAP (2023) - PM Peak Hour
Urban Crossroads, Inc.

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146

Queuing and Blocking Report
EAP (2023) - Saturday Arrival Peak Hour 01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 53 56
Average Queue (ft) 29 5
95th Queue (ft) 48 27
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement WB
Directions Served LTR
Maximum Queue (ft) 65
Average Queue (ft) 26
9 5th Queue (ft) 54
Link Distance (ft) 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14397

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 41 115 168 169 190 213 1282 113 223 1393 141 v/c Ratio 0.34 0.38 0.49 0.37 0.36 1.00 0.65 0.16 0.56 0.72 0.21 Control Delay 53.8 31.9 46.4 33.4 6.8 106.3 25.3 2.6 45.9 26.3 4.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.8 31.9 46.4 33.4 6.8 106.3 25.3 2.6 45.9 26.3 4.4 Queue Length 50th (ft) 21 46 44 84 0 115 195 0 58 219 0 Queue Length 95th (ft) 70 106 102 159 53 #376 365 22 127 389 39 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 131 667 452 797 776 212 2511 845 531 2687 885 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.31 0.17 0.37 0.21 0.24 1.00 0.51 0.13 0.42 0.52 0.16 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

EAP (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

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1498

Queuing and Blocking Report
EAP (2023) - Saturday Departure Peak Hour 01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 115 29
Average Queue (ft) 59 1
95th Queue (ft) 96 9
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 24 47 30
Average Queue (ft) 1 18 10
95th Queue (ft) 8 42 33
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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14J99

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 119 348 168 59 190 88 1282 113 223 1393 62 v/c Ratio 1.01 0.80 0.53 0.12 0.35 0.58 0.72 0.18 0.60 0.69 0.09 Control Delay 137.2 48.1 53.1 30.0 6.3 64.2 31.7 2.7 52.5 28.8 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 137.2 48.1 53.1 30.0 6.3 64.2 31.7 2.7 52.5 28.8 0.2 Queue Length 50th (ft) -88 194 55 29 0 56 261 0 73 284 0 Queue Length 95th (ft) #238 330 102 66 53 #125 365 22 127 389 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 118 604 410 722 721 192 2275 779 481 2435 815 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 1.01 0.58 0.41 0.08 0.26 0.46 0.56 0.15 0.46 0.57 0.08 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

EAP (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

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Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 7.1:

EAPC (2023) CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS 12609-05 Report
1501
URBAN
C r¢r1 RC3A.L S

Ritz -Carlton Residences Traffic Impact Analysis
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12609-05 Report
1502

ILURBAN

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 3.7
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 39 21 0 12 42
Future Vol, veh/h 0 39 21 0 12 42
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 42 23 0 13 46
Major/Minor
Conflicting Flow All 95 23 0 0 23 0
Minor1 Major1 Major2
Stage 1 23
Stage 2 72
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 905 1054 - 1592

6.42 6.22 - - 4.12
Stage 1 1000
Stage 2 951
Platoon blocked,
Mov Cap -1 Maneuver 898 1054 - 1592
Mov Cap -2 Maneuver 898
Stage 1 1000
Stage 2 943
Approach
HCM Control Delay, s 8.6

HCM LOS A

WB NB SB
0 1.6
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1054 1592 -
HCM Lane V/C Ratio - 0.04 0.008
HCM Control Delay (s) - 8.6 7.3 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0
EAPC (2023) - AM Peak Hour
Urban Crossroads, Inc.

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1 510 3

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 0 1 1 0 0 16 1 59 0 13 53 0
Future Vol, veh/h 0 1 1 0 0 16 1 59 0 13 53 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
0 - 60 - - 210
0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 1 0 0 18 1 66 0 14 59 0
Major/Minor
Conflicting Flow All 164 155 59 156 155 66 59 0 0 66 0 0 Minor2 Minor1 Major1 Major2
Stage 1 87 87 - 68 68
Stage 2 77 68 - 88 87
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 801 737 1007 810 737 998 1545

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
- 1536
Stage 1 921 823 - 942 838
Stage 2 932 838 - 920 823
Platoon blocked,
Mov Cap -1 Maneuver 781 730 1007 802 730 998 1545 - - 1536 Mov Cap -2 Maneuver 781 730 - 802 730
Stage 1 920 816 - 941 837
Stage 2 915 837 - 909 816
Approach
HCM Control Delay, s 9.3 8.7

HCM LOS
EB WB
NB SB

0.1 1.5
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1545 - - 846 998 1536 -
HCM Lane V/C Ratio 0.001 - - 0.003 0.018 0.009
HCM Control Delay (s) 7.3 - - 9.3 8.7 7.4
HCM Lane LOS

A - A A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0
EAPC (2023) - AM Peak Hour
Urban Crossroads, Inc.

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1 504

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi 'PM r* +++ r* "i +++ r*
Traffic Volume (vph) 29 38 283 65 397 44 821 101 295 1250 47 Future Volume (vph) 29 38 283 65 397 44 821 101 295 1250 47 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 10.0 37.1 22.0 49.1 49.1 12.0 38.9 38.9 22.0 48.9 48.9 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

8.3% 30.9% 18.3% 40.9% 40.9% 10.0% 32.4% 32.4% 18.3% 40.8% 40.8% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 80.9
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 lb02
1(03
-1
i5
I
•?
4—
03 EAPC (2023) - AM Peak Hour
Urban Crossroads, Inc.

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15105

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 29 38 36 283 65 397 44 821 101 295 1250 47 Future Volume (veh/h) 29 38 36 283 65 397 44 821 101 295 1250 47 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0 0 0 0 0 0 0 0 0 0 0 0

0.99 1.00 1.00 1.00

1.00 1.00 1.00
No No
No No
31 41 33 304 70 0 47 883 0 317 1344 37
Percent Heavy Veh, %
Cap,veh/h 58 145 117 412 446 77 1583 425 1992 618
Arrive On Green 0.03 0.15 0.15 0.12 0.24 0.00 0.04 0.31 0.00 0.12 0.39 0.39 2 2 2 2 2 2 2 2 2 2 2 2
SatFlow,veh/h 1781 956 769 3456 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/In 1781 0 1725 1728 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.2 0.0 2.6 5.9 2.1 0.0 1.8 10.0 0.0 6.1 15.1 1.0 Cycle Q Clear(g_c), s 1.2 0.0 2.6 5.9 2.1 0.0 1.8 10.0 0.0 6.1 15.1 1.0 Prop In Lane 1.00 0.45 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 58 0 262 412 446 77 1583 425 1992 618 V/C Ratio(X) 0.54 0.00 0.28 0.74 0.16 0.61 0.56 0.75 0.67 0.06 Avail Cap(c_a), veh/h 139 0 797 868 1188 190 2410 868 3147 977 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 31 0 74 304 70 0 47 883 0 317 1344 37
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 0.0 26.0 29.5 20.9 0.0 32.6 19.9 0.0 29.3 17.5 13.2 Incr Delay (d2), s/veh 2.9 0.0 0.6 1.0 0.2 0.0 3.0 0.3 0.0 1.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.5 0.0 1.1 2.4 0.9 0.0 0.8 3.4 0.0 2.3 4.9 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 35.9 0.0 26.6 30.4 21.0 0.0 35.5 20.2 0.0 30.3 17.9 13.2 LnGrp LOS D A C C C D C C B B
Approach Vol, veh/h 105 374 A 930 A 1698
Approach Delay, s/veh 29.4 28.7 21.0 20.1
Approach LOS C C C C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 13.1 27.7 12.9 15.6 7.6 33.2 6.8 21.6 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 17.4 32.7 17.4 32.0 7.4 42.7 5.4 44.0 Max Q Clear Time (g_c+I1), s 8.1 12.0 7.9 4.6 3.8 17.1 3.2 4.1 Green Ext Time (p_c), s 0.4 5.5 0.4 0.4 0.0 9.9 0.0 0.3 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 21.7
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAPC (2023) - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1606

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 4.9
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 31 27 0 55 23
Future Vol, veh/h 0 31 27 0 55 23
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
Veh in Median Storage, # 0
Grade, %
Peak Hour Factor 92 92 92 92 92 92
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 34 29 0 60 25
Major/Minor
Conflicting Flow All 174 29 0 0 29 0
Minorl Major1 Major2
Stage 1 29
Stage 2 145
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 816 1046 - 1584

6.42 6.22 - 4.12
Stage 1 994
Stage 2 882
Platoon blocked,
Mov Cap -1 Maneuver 785 1046 - 1584
Mov Cap -2 Maneuver 785
Stage 1 994
Stage 2 848
Approach
HCM Control Delay, s 8.6

HCM LOS A

WB NB SB
0 5.2
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1046 1584 -
HCM Lane V/C Ratio - 0.032 0.038
HCM Control Delay (s) - 8.6 7.4 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1
EAPC (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

1 510 7

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 17 2 0 0 4 9 0 58 0 27 78 1
Future Vol, veh/h 17 2 0 0 4 9 0 58 0 27 78 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
1 - None - None - - None - None
Storage Length - - - 60 - - 210
Veh in Median Storage, # - 0 0 - - 0 0
Grade, % 0 - - 0 - - 0 0
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 20 2 0 0 5 11 0 69 0 32 93 1
Major/Minor
Conflicting Flow All 235 227 94 228 227 69 94 0 0 69 0 0 Minor2 Minor1 Major1 Major2
Stage 1 158 158 - 69 69
Stage 2 77 69 - 159 158
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 720 672 963 727 672 994 1500

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
- 1532
Stage 1 844 767 - 941 837
Stage 2 932 837 - 843 767
Platoon blocked,
Mov Cap -1 Maneuver 697 658 963 713 658 994 1500 - - 1532 Mov Cap -2 Maneuver 697 658 - 713 658
Stage 1 844 751 - 941 837
Stage 2 917 837 - 823 751
Approach
HCM Control Delay, s 10.4 9.3

HCM LOS
EB WB
NB SB
0 1.9
B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1500 - - 693 859 1532 -
HCM Lane V/C Ratio - - 0.033 0.018 0.021
HCM Control Delay (s) 0 - - 10.4 9.3 7.4
HCM Lane LOS

A - B A A
HCM 95th %tile Q(veh) 0 - 0.1 0.1 0.1
EAPC (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

15108

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr.
01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations 'II + r* 1P1 +++ r* "i"i +++ r*
Traffic Volume (vph) 49 67 168 53 335 59 1346 192 406 1334 41 Future Volume (vph) 49 67 168 53 335 59 1346 192 406 1334 41 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
6 Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.1 37.1 14.6 40.6 40.6 11.0 43.8 43.8 24.5 57.3 57.3 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

9.3% 30.9% 12.2% 33.8% 33.8% 9.2% 36.5% 36.5% 20.4% 47.8% 47.8% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 92.6
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
03 05
1 06
07 4-
05 EAPC (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

15109

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 49 67 39 168 53 335 59 1346 192 406 1334 41 Future Volume (veh/h) 49 67 39 168 53 335 59 1346 192 406 1334 41 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 + r 14+ r r
0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 0.98
No No
No No
49 68 33 170 54 0 60 1360 0 410 1347 35
Percent Heavy Veh, %
Cap,veh/h 76 160 78 255 310 85 1885 514 2401 730
Arrive On Green 0.04 0.13 0.13 0.07 0.17 0.00 0.05 0.37 0.00 0.15 0.47 0.47 2 2 2 2 2 2 2 2 2 2 2 2
SatFlow,veh/h 1781 1188 577 3456 1870 1585 1781 5106 1585 3456 5106 1552 Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/In 1781 0 1765 1728 1870 1585 1781 1702 1585 1728 1702 1552 Q Serve(g_s), s 2.0 0.0 3.9 3.6 1.9 0.0 2.5 17.2 0.0 8.6 14.2 0.9 Cycle Q Clear(g_c), s 2.0 0.0 3.9 3.6 1.9 0.0 2.5 17.2 0.0 8.6 14.2 0.9 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 76 0 238 255 310 85 1885 514 2401 730 V/C Ratio(X) 0.64 0.00 0.42 0.67 0.17 0.71 0.72 0.80 0.56 0.05 Avail Cap(c_a), veh/h 155 0 754 461 886 152 2562 918 3482 1058 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.3 0.0 29.8 33.8 26.8 0.0 35.2 20.3 0.0 30.8 14.3 10.8 Incr Delay (d2), s/veh 3.4 0.0 1.2 1.1 0.3 0.0 4.0 0.6 0.0 1.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.9 0.0 1.7 1.5 0.8 0.0 1.1 5.9 0.0 3.3 4.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.7 0.0 31.0 34.9 27.1 0.0 39.2 21.0 0.0 31.9 14.5 10.8 LnGrp LOS D A C C C D C C B B
Approach Vol, veh/h 150 224 A 1420 A 1792
Approach Delay, s/veh 33.5 33.0 21.7 18.4
Approach LOS C C C B
49 0 101 170 54 0 60 1360 0 410 1347 35
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 15.7 33.9 10.1 15.2 8.2 41.4 7.8 17.5 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 19.9 37.6 10.0 32.0 6.4 51.1 6.5 35.5 Max Q Clear Time (g_c+I1), s 10.6 19.2 5.6 5.9 4.5 16.2 4.0 3.9 Green Ext Time (p_c), s 0.5 8.5 0.1 0.5 0.0 11.1 0.0 0.2 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 21.3
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAPC (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 5 ends

1 511 0

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 7.2
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations T.+ 4
Traffic Vol, veh/h 0 62 27 0 354 26
Future Vol, veh/h 0 62 27 0 354 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 67 29 0 385 28
Major/Minor
Conflicting Flow All 827 29 0 0 29 0
Minor1 Major1 Major2
Stage 1 29
Stage 2 798 -
Critical Hdwy 6.42 6.22 - 4.12
Critical Hdwy Stg 1 5.42 - - -
Critical Hdwy Stg 2 5.42 - - -
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 341 1046 - 1584
Stage 1 994 -
Stage 2 443
Platoon blocked,
Mov Cap -1 Maneuver 257 1046 - 1584
Mov Cap -2 Maneuver 257
Stage 1 994
Stage 2 334
Approach
HCM Control Delay, s 8.7

HCM LOS A

WB NB SB
0 7.5
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1046 1584 -
HCM Lane V/C Ratio - 0.064 0.243
HCM Control Delay (s) - 8.7 8 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.2 1
EAPC (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

1 511 1

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 29 0 85 3 36 380 3
Future Vol, veh/h 1 0 0 0 1 29 0 85 3 36 380 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0 0
Grade, %
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - 210
0 0
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 37 0 108 4 46 481 4
Ma'or/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 704 687 483 685 687 110 485 0 0 112 0 0 Stage 1 575 575 - 110 110
Stage 2 129 112 - 575 577
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 352 370 584 362 370 943 1078 - 1478 Stage 1 503 503 - 895 804
Stage 2 875 803 - 503 502
Platoon blocked, %
Mov Cap -1 Maneuver 329 359 584 353 359 943 1078 - 1478 Mov Cap -2 Maneuver 329 359 - 353 359
Stage 1 503 487 - 895 804
Stage 2 840 803 - 487 486
Approach
HCM Control Delay, s 16 9.2

HCM LOS
EB WB
NB SB
0 0.6
C A
Minor Lane/Mabr Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR
Capacity (veh/h) 1078 - - 329 894 1478 -
HCM Lane V/C Ratio - 0.004 0.042 0.031
HCM Control Delay (s) 0 - 16 9.2 7.5
HCM Lane LOS

A C A A
HCM 95th %tile Q(veh) 0 0 0.1 0.1
EAPC (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1512

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 43
Future Volume (vph) 43
Turn Type Prot
Protected Phases
68 159 156 184 196 1233 108 212 1331 134
68 159 156 184 196 1233 108 212 1331 134
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 91.5
Natural Cycle: 100
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 EAPC (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

1513

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 43 68 39 159 156 184 196 1233 108 212 1331 134 Future Volume (veh/h) 43 68 39 159 156 184 196 1233 108 212 1331 134 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

1.00 No
No
No
No
47 75 43 175 171 0 215 1355 0 233 1463 143
Percent Heavy Veh, % 2
Cap, veh/h 72 150 86 258 314
Arrive On Green 0.04 0.13 0.13 0.07 0.17 0.00 0.13 0.44 0.00 0.09 0.41 0.41 2 2 2 2 2 2 2 2 2 2 2
232 2259
320 2069 640
SatFlow,veh/h 1781 1116 640 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 47 0 118 175 171 0 215 1355 0 233 1463 143 Grp Sat Flow(s),veh/h/In 1781 0 1755 1728 1870 1585 1781 1702 1585 1728 1702 1579 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 142 0 702 492 865
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

2.1 2.1

1.00 72

0.65 0.00

0.0 0.0

5.0 5.0

0.36 0 235

0.50 3.9 6.7

3.9 6.7

1.00 258 314

0.68 0.54

0.0 0.0

1.00 9.6 16.1

9.6 16.1

1.00 232 2259

0.93 0.60

0.0 0.0

1.00 5.2

5.2 1.00
320

0.73 19.1 4.7

19.1 4.7

1.00 2069 640

0.71 0.22
232 2725
579 2917 902
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.8 0.0 32.2 36.1 30.5 0.0 34.4 16.9 0.0 35.3 19.8 15.6 Incr Delay (d2), s/veh 3.7 0.0 1.6 1.2 1.5 0.0 39.4 0.3 0.0 1.2 0.5 0.2 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 Back0fQ(50°/0),veh/In 1.0 0.0 2.2 1.7 3.0 0.0 6.3 5.3 0.0 2.1 6.5 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

41.5 0.0 33.8 37.3 31.9

D A C D C
165 346

36.0 34.6
D C

0.0 73.8 17.2
E B
A 1570

24.9 C

0.0 36.5 20.3 15.7
D C B
A 1839

22.0 C
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 12.0 41.6 10.6 15.8 15.0 38.6 7.8 18.6 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 7.2 18.1 5.9 7.0 11.6 21.1 4.1 8.7 Green Ext Time (p_c), s 0.2 9.7 0.1 0.6 0.0 11.3 0.0 0.9 1 2 3 4 5 6
7 8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

24.9 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAPC (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

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1514

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 8.8
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 347 27 0 69 26
Future Vol, veh/h 0 347 27 0 69 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
Veh in Median Storage, # 0
Grade, %
Peak Hour Factor 92 92 92 92 92 92
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 377 29 0 75 28
Major/Minor
Conflicting Flow All 207 29 0 0 29 0
Minor1 Major1 Major2
Stage 1 29
Stage 2 178
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 781 1046 - 1584

6.42 6.22 - 4.12
Stage 1 994
Stage 2 853
Platoon blocked, %
Mov Cap -1 Maneuver 744 1046 - 1584
Mov Cap -2 Maneuver 744
Stage 1 994
Stage 2 812
Approach
HCM Control Delay, s 10.4

HCM LOS B

WB NB SB
0 5.4
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1046 1584 -
HCM Lane V/C Ratio - 0.361 0.047
HCM Control Delay (s) - 10.4 7.4 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 1.7 0.1
EAPC (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1515

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 29 0 370 3 36 95 3
Future Vol, veh/h 1 0 0 0 1 29 0 370 3 36 95 3
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0 0
Grade, %
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - 210
0 0
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 37 0 468 4 46 120 4
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 703 686 122 684 686 470 124 0 0 472 0 0 Stage 1 214 214 - 470 470
Stage 2 489 472 - 214 216
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 352 370 929 363 370 594 1463 - 1090 Stage 1 788 725 - 574 560
Stage 2 561 559 - 788 724
Platoon blocked, %
Mov Cap -1 Maneuver 319 354 929 351 354 594 1463 - 1090 Mov Cap -2 Maneuver 319 354 - 351 354
Stage 1 788 695 - 574 560
Stage 2 525 559 - 755 694
Approach
HCM Control Delay, s 16.3 11.6

HCM LOS
EB WB
NB SB
0 2.3
C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1463 - - 319 581 1090 -
HCM Lane V/C Ratio - 0.004 0.065 0.042
HCM Control Delay (s) 0 - 16.3 11.6 8.4
HCM Lane LOS

A C B A
HCM 95th %tile Q(veh) 0 0 0.2 0.1
EAPC (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

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1516

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 114
Future Volume (vph) 114
Turn Type Prot
Protected Phases
167 159 56 184 82 1233 108 212 1331 62
167 159 56 184 82 1233 108 212 1331 62
NA Prot NA Perm Prot NA Perm Prot NA Perm al
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 102.2
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 EAPC (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

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1517

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations r ' 1++ r 44+ r
Traffic Volume (veh/h) 114 167 153 159 56 184 82 1233 108 212 1331 62 Future Volume (veh/h) 114 167 153 159 56 184 82 1233 108 212 1331 62 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 125 184 168 175 62 0 90 1355 0 233 1463 64 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00
No No
No No
Percent Heavy Veh, %
Cap,veh/h 130 218 199 251 453 115 1845 313 1976 611
Arrive On Green 0.07 0.24 0.24 0.07 0.24 0.00 0.06 0.36 0.00 0.09 0.39 0.39 2 2 2 2 2 2 2 2 2 2 2 2
SatFlow,veh/h 1781 900 822 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 125 0 352 175 62 0 90 1355 0 233 1463 64 Grp Sat Flow(s),veh/h/In 1781 0 1722 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 6.2 0.0 17.1 4.3 2.3 0.0 4.4 20.3 0.0 5.8 21.6 2.3 Cycle Q Clear(g_c), s 6.2 0.0 17.1 4.3 2.3 0.0 4.4 20.3 0.0 5.8 21.6 2.3 Prop In Lane 1.00 0.48 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 0 417 251 453 115 1845 313 1976 611 V/C Ratio(X) 0.96 0.00 0.84 0.70 0.14 0.78 0.73 0.75 0.74 0.10 Avail Cap(c_a), veh/h 130 0 627 448 787 211 2480 527 2654 821 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 0.0 31.7 39.8 26.1 0.0 40.5 24.4 0.0 39.0 23.1 17.2 Incr Delay (d2), s/veh 67.3 0.0 6.6 1.3 0.1 0.0 4.3 0.8 0.0 1.3 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.1 0.0 7.7 1.8 1.0 0.0 1.9 7.4 0.0 2.4 7.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 108.0 0.0 38.3 41.1 26.2 0.0 44.8 25.2 0.0 40.3 23.9 17.3 LnGrp LOS F A D D C D C D C B
Approach Vol, veh/h 477 237 A 1445 A 1760
Approach Delay, s/veh 56.6 37.2 26.4 25.8
Approach LOS E D C C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 12.6 38.0 11.0 26.4 10.3 40.2 11.0 26.4 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 7.8 22.3 6.3 19.1 6.4 23.6 8.2 4.3 Green Ext Time (p_c), s 0.2 8.9 0.1 1.8 0.0 10.4 0.0 0.3 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 30.5
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

EAPC (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1518

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 7.2:

EAPC (2023) CONDITIONS TRAFFIC SIGNAL WARRANT ANALYSIS WORKSHEETS 12609-05 Report
1519
URBAN
C r¢ra�,4r�c�ac�s

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1520
URBAN

California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)

DIST CO RTE
Jurisdiction: City of Rancho Mirage
Major Street: Frank Sinatra Dr.

Minor Street: Driveway 1
PM
Major Street Approach Lanes =
Major Street Future ADT =
1 lane
1,186 vpd
TRAFFIC CONDITIONS EAPC 2023
CALC RV DATE 01/09/19
CHK RV DATE 01/09/19
Critical Approach Speed (Major) 30 mph
Critical Approach Speed (Minor) 25 mph
Speed limit or critical speed on major street traffic > 64 km/h (40 mph); In built up area of isolated community of < 10,000 population (Based on Estimated Average Daily Traffic - See Note)
Minor Street Approach Lane: 1 lane
Minor Street Future ADT = 534 vpd
or URBAN (U)

URBAN RURAL
Minimum Requirements
EADT
XX
CONDITION A - Minimum Vehicular Volume
Satisfied Not Satisfied
Vehicles Per Day on
Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,186 1 534
2 + 1
2 + 2 +
1 2 +
8,000 5,600
9,600 6,720
9,600 6,720
8,000 5,600
2,400 1,680
2,400 1,680
3,200 2,240
3,200 2,240
CONDITION B - Interruption of Continuous Traffic
Satisfied Not Satisfied
Vehicles Per Day
on Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,186 1 534
2 + 1
2 + 2 +
1 2 +
12,000 8,400
14,400 10,080
14,400 10,080
12,000 8,400
1,200 850
1,200 850
1,600 1,120
1,600 1,120
Combination of CONDITIONS A + B
Satisfied Not Satisfied
2 CONDITIONS
80%
2 CONDITIONS
80%
XX
No one condition satisfied, but following conditions
fulfilled 80% of more A B
15% 10%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

L�► URBAN

CROSSROADS

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = EAPC 2023 Conditions - Weekday PM Peak Hour Major Street Name = Frank Sinatra Dr. Total of Both Approaches (VPH) = 164 Number of Approach Lanes on Major Street = 1
Minor Street Name = Driveway 2
Minor Street - Higher -Volume Approach (VPH)
High Volume Approach (VPH) = 19
Number of Approach Lanes On Minor Street = 1

CROSSROADS

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 7.3:

EAPC (2023) CONDITIONS QUEUING ANALYSIS WORKSHEETS
12609-05 Report
1523
URBAN

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1524
URBAN

Queuing and Blocking Report
EAPC (2023) - AM Peak Hour 01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
Directions Served LR LT
Maximum Queue (ft) 53 29
Average Queue (ft) 20 1
95th Queue (ft) 44 9
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 25 28
Average Queue (ft) 4 7
95th Queue (ft) 19 28
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

Page 1 ends

1525

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 31 80 304 70 427 47 883 109 317 1344 51 v/c Ratio 0.25 0.24 0.53 0.14 0.64 0.32 0.60 0.19 0.59 0.61 0.07 Control Delay 50.5 21.9 39.4 26.1 12.2 49.5 28.3 0.7 40.8 22.4 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 50.5 21.9 39.4 26.1 12.2 49.5 28.3 0.7 40.8 22.4 0.2 Queue Length 50th (ft) 15 19 74 29 42 23 134 0 77 202 0 Queue Length 95th (ft) 57 64 163 69 145 77 269 0 169 388 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 130 770 815 1118 1082 178 2269 789 815 2963 982 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.24 0.10 0.37 0.06 0.39 0.26 0.39 0.14 0.39 0.45 0.05 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
EAPC (2023) - AM Peak Hour
Urban Crossroads, Inc.

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1526

Queuing and Blocking Report
EAPC (2023) - PM Peak Hour
01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB
1 Directions Served LR
Maximum Queue (ft) 53
Average Queue (ft) 20
95th Queue (ft) 45
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 25 28
Average Queue (ft) 11 8
95th Queue (ft) 31 29
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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1527

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 49 107 170 54 338 60 1360 194 410 1347 41 v/c Ratio 0.42 0.38 0.53 0.14 0.58 0.50 0.74 0.28 0.72 0.55 0.05 Control Delay 58.1 33.2 49.6 34.2 9.5 62.2 30.0 5.6 46.4 19.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.1 33.2 49.6 34.2 9.5 62.2 30.0 5.6 46.4 19.1 0.1 Queue Length 50th (ft) 28 46 48 28 10 34 231 2 115 186 0 Queue Length 95th (ft) #86 99 104 63 85 #113 422 57 212 343 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 128 638 381 735 818 126 2127 761 760 2891 925 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.38 0.17 0.45 0.07 0.41 0.48 0.64 0.25 0.54 0.47 0.04 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
ntersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

EAPC (2023) - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1528

Queuing and Blocking Report
EAPC (2023) - Saturday Arrival Peak Hour 01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 48 53
Average Queue (ft) 27 6
95th Queue (ft) 43 30
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 24 28 30
Average Queue (ft) 1 19 4
95th Queue (ft) 8 40 21
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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15129

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 47 118 175 171 202 215 1355 119 233 1463 147 v/c Ratio 0.40 0.40 0.52 0.38 0.38 1.04 0.67 0.17 0.59 0.73 0.21 Control Delay 57.0 33.0 47.7 34.3 6.8 117.0 25.8 3.1 47.4 26.5 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 57.0 33.0 47.7 34.3 6.8 117.0 25.8 3.1 47.4 26.5 4.5 Queue Length 50th (ft) 25 49 47 89 0 -125 215 0 63 237 0 Queue Length 95th (ft) #82 109 105 162 54 #379 392 26 133 415 42 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170 330 260
Base Capacity (vph) 127 648 440 775 767 207 2442 826 517 2613 866 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.37 0.18 0.40 0.22 0.26 1.04 0.55 0.14 0.45 0.56 0.17 282 711
925 922
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

EAPC (2023) - Saturday Arrival Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1530

Queuing and Blocking Report
EAPC (2023) - Saturday Departure Peak Hour 01/24/2020
Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB
1 Directions Served LR
Maximum Queue (ft) 79
Average Queue (ft) 57
95th Queue (ft) 79
Link Distance (ft) 453
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 25 52 30
Average Queue (ft) 2 20 11
95th Queue (ft) 12 48 34
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

Page 1 ends

1 53 1

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 125 352 175 62 202 90 1355 119 233 1463 68 v/c Ratio 1.10 0.81 0.55 0.13 0.36 0.59 0.75 0.18 0.62 0.71 0.10 Control Delay 160.1 49.6 54.6 30.4 6.5 65.8 32.7 3.2 54.2 29.5 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 160.1 49.6 54.6 30.4 6.5 65.8 32.7 3.2 54.2 29.5 0.3 Queue Length 50th (ft) -105 208 60 32 1 60 291 0 80 314 0 Queue Length 95th (ft) #251 336 105 69 55 #131 392 26 133 415 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170 330 260
Base Capacity (vph) 114 586 396 698 710 186 2201 759 466 2356 794 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 1.10 0.60 0.44 0.09 0.28 0.48 0.62 0.16 0.50 0.62 0.09 282 711
925 922
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

EAPC (2023) - Saturday Departure Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1532

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 8.1:

HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS INTERSECTION ANALYSIS

WORKSHEETS
12609-05 Report
1533
u{RBAN

Ritz -Carlton Residences Traffic Impact Analysis
This page is intentionally left blank
12609-05 Report
1534

ILURBAN

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 2.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 1 1 0 0 18 1 22 0 14 45 0
Future Vol, veh/h 0 1 1 0 0 18 1 22 0 14 45 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
1 - None - None - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
- 60 - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 1 0 0 20 1 24 0 16 50 0
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 118 108 50 109 108 24 50 0 0 24 0 0 Stage 1 82 82 - 26 26
Stage 2 36 26 - 83 82 -
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52 -
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52 -
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 858 782 1018 870 782 1052 1557 - 1591 Stage 1 926 827 - 992 874 - -
Stage 2 980 874 - 925 827
Platoon blocked, %
Mov Cap -1 Maneuver 835 773 1018 861 773 1052 1557 - 1591 Mov Cap -2 Maneuver 835 773 - 861 773
Stage 1 925 819 - 991 873
Stage 2 961 873 - 913 819
Approach
HCM Control Delay, s 9.1 8.5

HCM LOS
EB WB
NB SB

0.3 1.7
A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1557 - - 879 1052 1591
HCM Lane V/C Ratio 0.001 - 0.003 0.019 0.01
HCM Control Delay (s) 7.3 - 9.1 8.5 7.3
HCM Lane LOS

A A A A
HCM 95th %tile Q(veh) 0 0 0.1 0
Horizon Year (2040) Without Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

15135

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 21 26 330
Future Volume (vph) 21 26 330
Turn Type Prot NA Prot
Protected Phases
r* " +++ r* +++ r*
62 489 43 851 104 325 1375 49
62 489 43 851 104 325 1375 49
NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
6 Detector Phase
7 4
3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0
Minimum Split (s) 9.6 37.1 9.6 15.1
Total Split (s) 10.0 37.1 22.0 49.1
Total Split (%)
Yellow Time (s) 3.6 4.1 3.6
All -Red Time (s) 1.0 1.0 1.0
Lost Time Adjust (s) 0.0 0.0 0.0
Total Lost Time (s) 4.6 5.1 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0

15.1 9.6 23.2 23.2 9.6 16.2 16.2

49.1 12.0 38.9 38.9 22.0 48.9 48.9

8.3% 30.9% 18.3% 40.9% 40.9% 10.0% 32.4% 32.4% 18.3% 40.8% 40.8%

4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 86.3
Natural Cycle: 90
Control
Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 lb02
1(03
-1
i5
I
•?
4—
03 Horizon Year (2040) Without Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

15136

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 21 26 22 330 62 489 43 851 104 325 1375 49 Future Volume (veh/h) 21 26 22 330 62 489 43 851 104 325 1375 49 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

0.99 1.00

1.00 1.00

1.00 No
No
No
23 28 18 355 67 0 46 915 0 349 1478 39
Percent Heavy Veh, °/0 2
Cap, veh/h 45 148 95 458 461
Arrive On Green 0.03 0.14 0.14 0.13 0.25 0.00 0.04 0.32 0.00 0.13 0.41 0.41 2 2 2 2 2 2 2 2 2 2 2
74 1641
450 2096 651
SatFlow,veh/h 1781 1060 681 3456 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 23 0 46 355 67 0 46 915 0 349 1478 39 Grp Sat Flow(s),veh/h/In 1781 0 1741 1728 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 0.9
Cycle Q Clear(g_c), s 0.9
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 45
V/C Ratio(X) 0.51
Avail Cap(c_a), veh/h 130 0 752 811 1110
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh 3.2 0.0 0.4 1.1 0.1 0.0 3.2 0.3 0.0 1.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.4 0.0 0.7 3.0 0.9 0.0 0.8 3.8 0.0 2.8 5.9 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

0.00 0.0

0.0 1.7

1.7 0.39
0 242

0.19 7.4 2.1

7.4 2.1

1.00 458 461

0.78 0.15

0.0 0.0

1.00 1.9 11.0

1.9 11.0

1.00 74 1641

0.63 0.56

0.0 0.0

1.00 7.2

7.2 1.00
450

0.78 17.8 1.1

17.8 1.1

1.00 2096 651

0.71 0.06
178 2253
811 2942 913

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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00

35.7 0.0 28.2 31.1 21.8 0.0 35.0 20.8 0.0 31.2 18.1 13.2

38.9 0.0 28.6 32.2 22.0 0.0 38.2 21.1 0.0 32.3 18.6 13.2

D A C C C D C C B B
69 422 A 961 A 1866

32.0 30.5 21.9 21.0
C
C
C
C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 14.3 30.0 14.4 15.4 7.7 36.6 6.5 23.3 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 17.4 32.7 17.4 32.0 7.4 42.7 5.4 44.0 Max Q Clear Time (g_c+I1), s 9.2 13.0 9.4 3.7 3.9 19.8 2.9 4.1 Gre
1 2 3 4 5 6 7 8
en Ext Time (p_c), s 0.4 5.6 0.5 0.2 0.0 10.6 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

22.7 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) Without Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 5 ends

15137

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 4.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 19 2 0 0 5 10 0 29 0 30 26 1
Future Vol, veh/h 19 2 0 0 5 10 0 29 0 30 26 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0 0
Grade, %
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
- 60 - 210
0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 23 2 0 0 6 12 0 35 0 36 31 1
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 148 139 32 140 139 35 32 0 0 35 0 0 Stage 1 104 104 - 35 35
Stage 2 44 35 - 105 104
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 820 752 1042 830 752 1038 1580 - 1576 Stage 1 902 809 - 981 866
Stage 2 970 866 - 901 809
Platoon blocked, %
Mov Cap -1 Maneuver 791 735 1042 813 735 1038 1580 - 1576 Mov Cap -2 Maneuver 791 735 - 813 735
Stage 1 902 790 - 981 866
Stage 2 952 866 - 878 790
Approach
HCM Control Delay, s 9.7 9

HCM LOS
EB WB
NB SB
0 3.9
A A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1580 - - 785 913 1576 -
HCM Lane V/C Ratio - 0.032 0.02 0.023
HCM Control Delay (s) 0 - 9.7 9 7.3
HCM Lane LOS

A A A A
HCM 95th %tile Q(veh) 0 - 0.1 0.1 0.1
Horizon Year (2040) Without Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

15138

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr.
01/24/2020
f
1 -
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 45 62 178 38 354 40 1481 227 481 1467 29 Future Volume (vph) 45 62 178 38 354 40 1481 227 481 1467 29 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
T.) + +44 r* 44+ r*
7 4 3 8 5 2
1 6
Permitted Phases 8
2 6
Detector Phase
7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.1 37.1 14.6 40.6 40.6 11.0 43.8 43.8 24.5 57.3 57.3 Total Split (%) 9.3% 30.9% 12.2% 33.8% 33.8% 9.2% 36.5% 36.5% 20.4% 47.8% 47.8% Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 94.7
Natural Cycle: 100
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
03 05
1 06
07 4-
05 Horizon Year (2040) Without Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

15139

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 45 62 30 178 38 354 40 1481 227 481 1467 29 i-uture Volume (veh/h)
Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 45 63 24 180 38 0 40 1496 0 486 1482 23 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 70 159 61 261 298 65 1950 580 2620 797
Arrive On Green 0.04 0.12 0.12 0.08 0.16 0.00 0.04 0.38 0.00 0.17 0.51 0.51 4b b2 3U 1I S Sb Sb4 4U 14ti1 22/ 4ti1 14b/ Ly
0 0 0 0 0 0 0 0 0 0 0
0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
SatFlow,veh/h 1781 1289 491 3456 1870 1585 1781 5106 1585 3456 5106 1552 Grp Volume(v), veh/h 45 0 87 180 38 0 40 1496 0 486 1482 23 Grp Sat Flow(s),veh/h/In 1781 0 1781 1728 1870 1585 1781 1702 1585 1728 1702 1552 Q Serve(g_s), s 2.0 0.0 3.7 4.1 1.4 0.0 1.8 20.9 0.0 11.1 16.2 0.6 Cycle Q Clear(g_c), s 2.0 0.0 3.7 4.1 1.4 0.0 1.8 20.9 0.0 11.1 16.2 0.6 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 70 0 219 261 298 65 1950 580 2620 797 V/C Ratio(X) 0.64 0.00 0.40 0.69 0.13 0.61 0.77 0.84 0.57 0.03 Avail Cap(c_a), veh/h 142 0 699 424 815 140 2357 844 3203 974 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 0.0 32.9 36.7 29.4 0.0 38.7 22.0 0.0 32.8 13.6 9.8 Incr Delay (d2), s/veh 3.7 0.0 1.2 1.2 0.2 0.0 3.5 1.3 0.0 3.4 0.2 O.

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 Back0fQ(50°/0),veh/In 0.9 0.0 1.6 1.7 0.6 0.0 0.8 7.4 0.0 4.5 5.1 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.2 0.0 34.1 38.0 29.6 0.0 42.1 23.3 0.0 36.2 13.8 9.8 LnGrp LOS D A C D C D C D B A
Approach Vol, veh/h 132 218 A 1536 A 1991
Approach Delay, s/veh 36.9 36.5 23.8 19.2
Approach LOS D D C B
0 Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 18.3 37.3 10.7 15.1 7.6 48.0 7.8 18.1 Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 19.9
Max Q Clear Time (g_c+I1), s 13.1
Green Ext Time (p_c), s 0.6
1 2 3 4 5 6 7 8

6.2 37.6

22.9 8.2

4.6 10.0

6.1 0.1

5.1 32.0

5.7 0.4

4.6 6.4

3.8 0.0

6.2 51.1

18.2 12.3

4.6 6.5

4.0 0.0

5.1 35.5

3.4 0.1
Intersection Summary
HC
HCM 6th LOS
M 6th Ctrl Delay 22.6
C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) Without Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 5 ends

15'40

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 4.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 32 0 26 4 39 28 4
Future Vol, veh/h 1 0 0 0 1 32 0 26 4 39 28 4
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
1 - None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 41 0 33 5 49 35 5
Major/Minor
Conflicting Flow All 193 174 38 172 174 36 40 0 0 38 0 0 Minor2 Minor1 Major1 Major2
Stage 1
Stage 2 57 38 - 136 138
136 136 - 36 36
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 767 719 1034 791 719 1037 1570
- 1572
Stage 1 867 784 - 980 865
Stage 2 955 863 - 867 782
Platoon blocked, %
Mov Cap -1 Maneuver 719 697 1034 772 697 1037 1570 - - 1572 Mov Cap -2 Maneuver 719 697 - 772 697
Stage 1 867 760 - 980 865
Stage 2 916 863 - 840 758
Approach
HCM Control Delay, s 10 8.7

HCM LOS
EB WB
NB SB
0 4
B A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1570 - - 719 1022 1572 -
HCM Lane V/C Ratio - - 0.002 0.041 0.031
HCM Control Delay (s) 0 - 10 8.7 7.4
HCM Lane LOS

A - B A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0.1
Horizon Year (2040) Without Project - Saturday Peak Hour Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

15141

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 24
Future Volume (vph) 24
Turn Type Prot
Protected Phases
r* " +++ r* +++ r*
52 176 35 200 60 1347 119 235 1464 45
52 176 35 200 60 1347 119 235 1464 45
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 88.7
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 Horizon Year (2040) Without Project - Saturday Peak Hour Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

15142

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 52 14 176 35 200 60 1347 119 235 1464 45 Future Volume (veh/h) 24 52 14 176 35 200 60 1347 119 235 1464 45 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

1.00 1.00

1.00 No
No
No
No
26 57 15 193 38 0 66 1480 0 258 1609 45
Percent Heavy Veh, % 2
Cap, veh/h 50 193 51 282 353
Arrive On Green 0.03 0.14 0.14 0.08 0.19 0.00 0.05 0.41 0.00 0.10 0.46 0.46 2 2 2 2 2 2 2 2 2 2 2
89 2081
352 2347 726
SatFlow,veh/h 1781 1427 376 3456 1870 1585 1781 5106 1585 3456 5106 1580 Grp Volume(v), veh/h 26 0 72 193 38 0 66 1480 0 258 1609 45 Grp Sat Flow(s),veh/h/In 1781 0 1803 1728 1870 1585 1781 1702 1585 1728 1702 1580 Q Serve(g_s), s 1.1
Cycle Q Clear(g_c), s 1.1
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 50
V/C Ratio(X) 0.52
Avail Cap(c_a), veh/h 152 0 771 526 924
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh 3.1 0.0 0.7 1.1 0.1 0.0 4.5 0.5 0.0 1.1 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile Back0fQ(50°/0),veh/In 0.5 0.0 1.2 1.7 0.5 0.0 1.2 6.0 0.0 2.1 5.9 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

0.00 0.0

0.0 2.7

2.7 0.21
0 244

0.30 4.1 1.3

4.1 1.3

1.00 282 353

0.68 0.11

0.0 0.0

1.00 2.7 18.1

2.7 18.1

1.00 89 2081

0.74 0.71

0.0 0.0

1.00 5.4

5.4 1.00
352

0.73 18.6 1.2

18.6 1.2

1.00 2347 726

0.69 0.06
247 2912
619 3117 964

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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00

35.9 0.0 29.2 33.4 25.1 0.0 35.1 18.5 0.0 32.6 16.0 11.3

39.0 0.0 29.8 34.5 25.3

D A C C C
98 231

32.3 33.0
C C

0.0 39.6 19.0
D B
A 1546

19.9 B

0.0 33.7 16.4 11.3
C B B
A 1912

18.6 B
Timer - Assicned Phs
Phs Duration (G+Y+Rc), s 12.2 36.7 10.7 15.2 8.3 40.6 6.7 19.2 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 7.4 20.1 6.1 4.7 4.7 20.6 3.1 3.3 Green Ext Time (p_c), s 0.2 10.4 0.2 0.3 0.0 12.3 0.0 0.1 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

20.3 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) Without Project - Saturday Peak Hour Urban Crossroads, Inc.

Synchro 10 Report

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15143

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1544

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 8.2:

HORIZON YEAR (2040) WITH PROJECT CONDITIONS INTERSECTION ANALYSIS

WORKSHEETS
12609-05 Report
► URBAN
1545

Ritz -Carlton Residences Traffic Impact Analysis
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12609-05 Report
1546

ILURBAN

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 3.5
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 39 24 0 12 46
Future Vol, veh/h 0 39 24 0 12 46
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0
Veh in Median Storage, # 0
Grade, %
Peak Hour Factor 92 92 92 92 92 92
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 42 26 0 13 50
Major/Minor
Conflicting Flow All 102 26 0 0 26 0
Minor1 Major1 Major2
Stage 1 26
Stage 2 76
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 896 1050 - - 1588

6.42 6.22 - 4.12
Stage 1 997
Stage 2 947
Platoon blocked,
Mov Cap -1 Maneuver 889 1050 - 1588
Mov Cap -2 Maneuver 889
Stage 1 997
Stage 2 939
Approach
HCM Control Delay, s 8.6

HCM LOS A

WB NB SB
0 1.5
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1050 1588 -
HCM Lane V/C Ratio - 0.04 0.008
HCM Control Delay (s) - 8.6 7.3 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0
Horizon Year (2040) With Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

1547

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR J
Lane Configurations
Traffic Vol, veh/h 0 1 1 0 0 18 1 61 0 14 57 0
Future Vol, veh/h 0 1 1 0 0 18 1 61 0 14 57 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
- None - None - - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 90 90 90 90 90 90 90 90 90 90 90 90
- 60 - - 210
0 0 0
0 0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 1 0 0 20 1 68 0 16 63 0
Major/Minor
Conflicting Flow All 175 165 63 166 165 68 63 0 0 68 0 0 Minor2 Minor1 Major1 Major2
Stage 1
Stage 2 80 70 - 96 95
95 95 - 70 70
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 788 728 1002 798 728 995 1540

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - - 4.12
- 1533
Stage 1 912 816 - 940 837
Stage 2 929 837 - 911 816
Platoon blocked, %
Mov Cap -1 Maneuver 766 720 1002 789 720 995 1540 - - 1533 Mov Cap -2 Maneuver 766 720 - 789 720
Stage1 911 808 - 939 836
Stage 2 910 836 - 899 808
Approach
HCM Control Delay, s 9.3 8.7

HCM LOS
EB WB
NB SB

0.1 1.5
A A
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h)
HCM Lane V/C Ratio 0.001 - - 0.003 0.02 0.01
1540 - - 838 995 1533
HCM Control Delay (s) 7.3 - - 9.3 8.7 7.4
HCM Lane LOS

A - A A A
HCM 95th %tile Q(veh) 0 - 0 0.1 0
Horizon Year (2040) With Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 2 ends

1548

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi + +++ r* "i +++ r*
Traffic Volume (vph) 31 40 330 66 489 48 851 104 325 1375 52 Future Volume (vph) 31 40 330 66 489 48 851 104 325 1375 52 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 10.0 37.1 22.0 49.1 49.1 12.0 38.9 38.9 22.0 48.9 48.9 Total Split (%)
Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag
Lead -Lag Optimize?
Recall Mode

8.3% 30.9% 18.3% 40.9% 40.9% 10.0% 32.4% 32.4% 18.3% 40.8% 40.8% Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 88.4
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 lb02
1(03
-1
i5
I
•?
4—
03 Horizon Year (2040) With Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 3 ends

1549

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 31 40 38 330 66 489 48 851 104 325 1375 52 Future Volume (veh/h) 31 40 38 330 66 489 48 851 104 325 1375 52 Initial Q (Qb), veh 0
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 r* " +++ r* +++ r*
0 0 0 0 0 0 0 0 0 0 0

0.99 1.00

1.00 1.00

1.00 No
No
No
No
33 43 35 355 71 0 52 915 0 349 1478 42
Percent Heavy Veh, °/0 2
Cap, veh/h 59 135 110 456 451
Arrive On Green 0.03 0.14 0.14 0.13 0.24 0.00 0.04 0.32 0.00 0.13 0.41 0.41 2 2 2 2 2 2 2 2 2 2 2
79 1647
449 2085 647
SatFlow,veh/h 1781 950 773 3456 1870 1585 1781 5106 1585 3456 5106 1585 Grp Volume(v), veh/h 33 0 78 355 71 0 52 915 0 349 1478 42 Grp Sat Flow(s),veh/h/In 1781 0 1723 1728 1870 1585 1781 1702 1585 1728 1702 1585 Q Serve(g_s), s 1.4
Cycle Q Clear(g_c), s 1.4
Prop In Lane 1.00
Lane Grp Cap(c), veh/h 59
V/C Ratio(X) 0.56
Avail Cap(c_a), veh/h 128 0 735 801 1096
HCM Platoon Ratio
Upstream Filter(I)
Uniform Delay (d), s/veh
Incr Delay (d2), s/veh 3.1 0.0 0.7 1.1 0.2 0.0 3.5 0.3 0.0 1.1 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 0.6 0.0 1.3 3.0 1.0 0.0 0.9 3.9 0.0 2.9 6.0 0.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh
LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

0.00 0.0

0.0 3.1

3.1 0.45
0 246

0.32 7.5 2.2

7.5 2.2

1.00 456 451

0.78 0.16

0.0 0.0

1.00 2.2 11.1

2.2 11.1

1.00 79 1647

0.66 0.56

0.0 0.0

1.00 7.3

7.3 1.00
449

0.78 18.1 1.2

18.1 1.2

1.00 2085 647

0.71 0.06
176 2224
801 2904 902

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 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00

35.8 0.0 28.9 31.5 22.5 0.0 35.3 21.0 0.0 31.6 18.5 13.5

38.8 0.0 29.6 32.6

D A C C
111

32.4 C

22.6 0.0 38.9 21.3 0.0 32.7

C D C C
426 A

31.0 C
967 A

22.2 C

19.0 13.5
B B
1869

21.4 C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 14.4 30.4 14.5 15.8 7.9 36.9 7.1 23.2 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 17.4 32.7 17.4 32.0 7.4 42.7 5.4 44.0 Max Q Clear Time (g_c+I1), s 9.3 13.1 9.5 5.1 4.2 20.1 3.4 4.2 Green Ext Time (p_c), s 0.4 5.6 0.5 0.4 0.0 10.6 0.0 0.4 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay
HCM 6th LOS

23.2 C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) With Project - AM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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1 5250

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 4.8
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 31 29 0 55 26
Future Vol, veh/h 0 31 29 0 55 26
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 34 32 0 60 28
Major/Minor
Conflicting Flow All 180 32 0 0 32 0
Minorl Major1 Major2
Stage 1 32
Stage 2 148
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 810 1042 - 1580

6.42 6.22 - 4.12
Stage 1 991
Stage 2 880
Platoon blocked, %
Mov Cap -1 Maneuver 778 1042 - 1580
Mov Cap -2 Maneuver 778
Stage 1 991
Stage 2 846
Approach
HCM Control Delay, s 8.6

HCM LOS A

WB NB SB
0 5
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1042 1580 -
HCM Lane V/C Ratio - 0.032 0.038
HCM Control Delay (s) - 8.6 7.4 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.1 0.1
Horizon Year (2040) With Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

Page 1 ends

15251

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 2.8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 19 2 0 0 5 10 0 60 0 30 81 1
Future Vol, veh/h 19 2 0 0 5 10 0 60 0 30 81 1
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0 0
Grade, %
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
- 60 - 210
0 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 23 2 0 0 6 12 0 71 0 36 96 1
Major/Minor Minor2 Minorl Major1 Ma'or2
Conflicting Flow All 249 240 97 241 240 71 97 0 0 71 0 0 Stage 1 169 169 - 71 71
Stage 2 80 71 - 170 169
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 705 661 959 713 661 991 1496 - 1529 Stage 1 833 759 - 939 836
Stage 2 929 836 - 832 759
Platoon blocked, %
Mov Cap -1 Maneuver 679 645 959 698 645 991 1496 - 1529 Mov Cap -2 Maneuver 679 645 - 698 645
Stage 1 833 741 - 939 836
Stage 2 911 836 - 810 741
Approach
HCM Control Delay, s 10.5 9.4

HCM LOS
EB WB
NB SB
0 2
B A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1496 - - 676 841 1529 -
HCM Lane V/C Ratio - 0.037 0.021 0.023
HCM Control Delay (s) 0 - 10.5 9.4 7.4
HCM Lane LOS

A B A A
HCM 95th %tile Q(veh) 0 - 0.1 0.1 0.1
Horizon Year (2040) With Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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15252

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr.
01/24/2020
f
1 -
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations
Traffic Volume (vph) 53 73 178 57 354 62 1481 227 481 1467 43 Future Volume (vph) 53 73 178 57 354 62 1481 227 481 1467 43 Turn Type Prot NA Prot NA Perm Prot NA Perm Prot NA Perm Protected Phases
+ ' +44 r* 44+ r*
7 4 3 8 5 2
1 6
Permitted Phases 8
2 6
Detector Phase
7 4 3 8 8 5 2 2 1 6 6
Switch Phase
Minimum Initial (s) 5.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0 Minimum Split (s) 9.6 37.1 9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2 Total Split (s) 11.1 37.1 14.6 40.6 40.6 11.0 43.8 43.8 24.5 57.3 57.3 Total Split (%) 9.3% 30.9% 12.2% 33.8% 33.8% 9.2% 36.5% 36.5% 20.4% 47.8% 47.8% Yellow Time (s) 3.6 4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2 All -Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Lost Time (s) 4.6 5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2 Lead/Lag Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag Lead -Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al Recall Mode None None None None None None None None None None None Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 98.4
Natural Cycle: 100
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
03 05
1 06
07 4-
08 Horizon Year (2040) With Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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15253

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 53 73 42 178 57 354 62 1481 227 481 1467 43 Future Volume (veh/h) 53 73 42 178 57 354 62 1481 227 481 1467 43 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 74 36 180 58 0 63 1496 0 486 1482 37 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, °/0 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 77 148 72 260 293 83 1947 580 2566 780
Arrive On Green 0.04 0.12 0.12 0.08 0.16 0.00 0.05 0.38 0.00 0.17 0.50 0.50 +++ +++
0 0 0 0 0 0 0 0 0 0 0
0 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.98

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
SatFlow,veh/h 1781 1187 578 3456 1870 1585 1781 5106 1585 3456 5106 1552 Grp Volume(v), veh/h 54 0 110 180 58 0 63 1496 0 486 1482 37 Grp Sat Flow(s),veh/h/In 1781 0 1765 1728 1870 1585 1781 1702 1585 1728 1702 1552 Q Serve(g_s), s 2.4 0.0 4.8 4.2 2.2 0.0 2.9 20.9 0.0 11.1 16.6 1.0 Cycle Q Clear(g_c), s 2.4 0.0 4.8 4.2 2.2 0.0 2.9 20.9 0.0 11.1 16.6 1.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 77 0 220 260 293 83 1947 580 2566 780 V/C Ratio(X) 0.70 0.00 0.50 0.69 0.20 0.76 0.77 0.84 0.58 0.05 Avail Cap(c_a), veh/h 142 0 691 423 813 140 2349 842 3193 971 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 0.0 33.4 36.9 30.0 0.0 38.5 22.1 0.0 32.9 14.2 10.4 Incr Delay (d2), s/veh 4.3 0.0 1.8 1.2 0.3 0.0 5.3 1.3 0.0 3.4 0.2 O.

Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 1.1 0.0 2.1 1.7 1.0 0.0 1.3 7.5 0.0 4.5 5.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 42.8 0.0 35.1 38.1 30.3 0.0 43.8 23.4 0.0 36.4 14.5 10.4 LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS
0 D A D D C D C D B B
164 238 A 1559 A 2005

37.7 36.2 24.2 19.7

D D C B
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 18.3 37.4 10.8 15.3 8.4 47.3 8.1 17.9 Change Period (Y+Rc), s 4.6
Max Green Setting (Gmax), s 19.9
Max Q Clear Time (g_c+I1), s 13.1
Green Ext Time (p_c), s 0.6
1 2 3 4 5 6 7 8

6.2 37.6

22.9 8.2

4.6 10.0

6.2 0.1

5.1 32.0

6.8 0.6

4.6 6.4

4.9 0.0

6.2 51.1

18.6 12.4

4.6 6.5

4.4 0.0

5.1 35.5

4.2 0.2
Intersection Summary
HC
HCM 6th LOS
M 6th Ctrl Delay 23.2
C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) With Project - PM Peak Hour
Urban Crossroads, Inc.

Synchro 10 Report

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15254

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 7.1
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations T.+ 4
Traffic Vol, veh/h 0 62 29 0 354 28
Future Vol, veh/h 0 62 29 0 354 28
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 67 32 0 385 30
Major/Minor
Conflicting Flow All 832 32 0 0 32 0
Minor1 Major1 Major2
Stage 1 32
Stage 2 800
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 339 1042 - 1580

6.42 6.22 - 4.12
Stage 1 991
Stage 2 442
Platoon blocked,
Mov Cap -1 Maneuver 255 1042 - 1580
Mov Cap -2 Maneuver 255
Stage 1 991
Stage 2 332
Approach
HCM Control Delay, s 8.7

HCM LOS A

WB NB SB
0 7.4
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1042 1580 -
HCM Lane V/C Ratio - 0.065 0.244
HCM Control Delay (s) - 8.7 8 0
HCM Lane LOS - A A A
HCM 95th %tile Q(veh) - - 0.2 1
Horizon Year (2040) With Project - Saturday Arrival Peak Hour Urban Crossroads, Inc.

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1555

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 32 0 88 4 39 382 4
Future Vol, veh/h 1 0 0 0 1 32 0 88 4 39 382 4
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0 0
Grade, %
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - 210
0 0
0 - 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 41 0 111 5 49 484 5
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 720 701 487 699 701 114 489 0 0 116 0 0 Stage 1 585 585 - 114 114
Stage 2 135 116 - 585 587
Critical Hdwy 7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12 Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 343 363 581 354 363 939 1074 - 1473 Stage 1 497 498 - 891 801
Stage 2 868 800 - 497 497
Platoon blocked, %
Mov Cap -1 Maneuver 319 351 581 345 351 939 1074 - 1473 Mov Cap -2 Maneuver 319 351 - 345 351
Stage 1 497 482 - 891 801
Stage 2 829 800 - 480 481
Approach
HCM Control Delay, s 16.3 9.2

HCM LOS
EB WB
NB SB
0 0.7
C A
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1074 - - 319 894 1473 -
HCM Lane V/C Ratio - 0.004 0.047 0.034
HCM Control Delay (s) 0 - 16.3 9.2 7.5
HCM Lane LOS

A C A A
HCM 95th %tile Q(veh) 0 0 0.1 0.1
Horizon Year (2040) With Project - Saturday Arrival Peak Hour Urban Crossroads, Inc.

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1556

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 40
Future Volume (vph) 40
Turn Type Prot
Protected Phases
r* +++ r* +++ r*
74 176 159 200 202 1347 119 235 1464 134
74 176 159 200 202 1347 119 235 1464 134
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 95.6
Natural Cycle: 110
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 Horizon Year (2040) With Project - Saturday Arrival Peak Hour Urban Crossroads, Inc.

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1557

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 74 39 176 159 200 202 1347 119 235 1464 134 Future Volume (veh/h) 40 74 39 176 159 200 202 1347 119 235 1464 134 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT) 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00

1.00 1.00 1.00
No No
No No
44 81 43 193 175 0 222 1480 0 258 1609 143
Percent Heavy Veh, %
Cap,veh/h 68 147 78 273 316 220 2304 341 2178 674
Arrive On Green 0.04 0.13 0.13 0.08 0.17 0.00 0.12 0.45 0.00 0.10 0.43 0.43 2 2 2 2 2 2 2 2 2 2 2 2
SatFlow,veh/h 1781 1150 610 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h
Grp Sat Flow(s),veh/h/In 1781 0 1760 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 2.1 0.0 5.6 4.6 7.2 0.0 10.4 18.9 0.0 6.1 22.2 4.8 Cycle Q Clear(g_c), s 2.1 0.0 5.6 4.6 7.2 0.0 10.4 18.9 0.0 6.1 22.2 4.8 Prop In Lane 1.00 0.35 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 68 0 225 273 316 220 2304 341 2178 674 V/C Ratio(X) 0.65 0.00 0.55 0.71 0.55 1.01 0.64 0.76 0.74 0.21 Avail Cap(c_a), veh/h 135 0 668 467 821 220 2587 549 2769 856 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 44 0 124 193 175 0 222 1480 0 258 1609 143
Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 34.5 37.9 32.1 0.0 36.9 17.9 0.0 37.0 20.2 15.2 Incr Delay (d2), s/veh 3.8 0.0 2.1 1.3 1.5 0.0 63.3 0.5 0.0 1.3 0.8 0.2 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 BackOfQ(50%),veh/In 1.0 0.0 2.5 1.9 3.3 0.0 8.1 6.4 0.0 2.5 7.7 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.8 0.0 36.6 39.1 33.7 0.0 100.2 18.3 0.0 38.3 21.0 15.4 LnGrp LOS D A D D C F B D C B
Approach Vol, veh/h 168 368 A 1702 A 2010
Approach Delay, s/veh 38.5 36.5 29.0 22.8
Approach LOS D D C C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 12.9 44.2 11.3 15.9 15.0 42.2 7.8 19.3 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 8.1 20.9 6.6 7.6 12.4 24.2 4.1 9.2 Green Ext Time (p_c), s 0.2 10.2 0.1 0.6 0.0 11.7 0.0 0.9 1 2 3 4 5 6 7 8
Intersection Summary
HCM 6th Ctrl Delay 27.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) With Project - Saturday Arrival Peak Hour Urban Crossroads, Inc.

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1558

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
1: Frank Sinatra Dr. & Driveway 1 01/24/2020
Intersection
Int Delay, s/veh 8.7
Movement WBL WBR NBT NBR SBL SBT
J
Lane Configurations 'Rp 4
Traffic Vol, veh/h 0 347 29 0 69 28
Future Vol, veh/h 0 347 29 0 69 28
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized
- None - None - None
Storage Length 0 - -
Veh in Median Storage, # 0 - 0 - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 0 377 32 0 75 30
Major/Minor
Conflicting Flow All 212 32 0 0 32 0
Minor1 Major1 Major2
Stage 1 32
Stage 2 180
Critical Hdwy
Critical Hdwy Stg 1 5.42
Critical Hdwy Stg 2 5.42
Follow-up Hdwy 3.518 3.318 - - 2.218
Pot Cap -1 Maneuver 776 1042 - 1580

6.42 6.22 - 4.12
Stage 1 991
Stage 2 851
Platoon blocked, %
Mov Cap -1 Maneuver 739 1042 - 1580
Mov Cap -2 Maneuver 739
Stage 1 991
Stage 2 810
Approach
HCM Control Delay, s 10.4

HCM LOS B

WB NB SB
0 5.3
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - 1042 1580 -
HCM Lane V/C Ratio - 0.362 0.047
HCM Control Delay (s) - 10.4 7.4 0
HCM Lane LOS - B A A
HCM 95th %tile Q(veh) - 1.7 0.1
Horizon Year (2040) With Project - Saturday Departure Peak Hour Urban Crossroads, Inc.

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1559

HCM 6th TWSC Ritz -Carleton Residences TIA (JN 12609)
2: Frank Sinatra Dr. & Driveway/Driveway 2 01/24/2020
Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR 1 Lane Configurations
Traffic Vol, veh/h 1 0 0 0 1 32 0 373 4 39 97 4
Future Vol, veh/h 1 0 0 0 1 32 0 373 4 39 97 4
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized
v
- None - None - None - None
Storage Length
Veh in Median Storage, # - 0
Grade, % 0
Peak Hour Factor 79 79 79 79 79 79 79 79 79 79 79 79
- 60 - 210
0 0 0
0 0 - 0
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 0 1 41 0 472 5 49 123 5
Major/Minor Minor2 Minor1 Major1 Ma'or2
Conflicting Flow All 720 701 126 699 701 475 128 0 0 477 0 0 Stage 1 224 224 - 475 475
Stage 2 496 477 - 224 226
Critical Hdwy
Critical Hdwy Stg 1 6.12 5.52 - 6.12 5.52
Critical Hdwy Stg 2 6.12 5.52 - 6.12 5.52
Follow-up Hdwy 3.518 4.018 3.318 3.518 4.018 3.318 2.218 - 2.218 Pot Cap -1 Maneuver 343 363 924 354 363 590 1458 - 1085

7.12 6.52 6.22 7.12 6.52 6.22 4.12 - 4.12
Stage 1 779 718 - 570 557
Stage 2 556 556 - 779 717
Platoon blocked, %
Mov Cap -1 Maneuver 308 347 924 342 347 590 1458 - 1085 Mov Cap -2 Maneuver 308 347 - 342 347
Stage 1 779 686 - 570 557
Stage 2 517 556 - 744 685
Aoproach
HCM Control Delay, s 16.7 11.7

HCM LOS
EB WB
NB SB
0 2.4
C B
Minor Lane/Major Mvmt NBL NBT NBREBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1458 - - 308 578 1085 -
HCM Lane V/C Ratio - 0.004 0.072 0.045
HCM Control Delay (s) 0 - 16.7 11.7 8.5
HCM Lane LOS

A C B A
HCM 95th %tile Q(veh) 0 0 0.2 0.1
Horizon Year (2040) With Project - Saturday Departure Peak Hour Urban Crossroads, Inc.

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1560

Timings Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
1 -
Lane Group

EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Configurations vi
Traffic Volume (vph) 111
Future Volume (vph) 111
Turn Type Prot
Protected Phases
r* +++ r* +++ r*
173 176 59 200 88 1347 119 235 1464 62
173 176 59 200 88 1347 119 235 1464 62
NA Prot NA Perm Prot NA Perm Prot NA Perm
7 4 3 8
5 2
1 6
Permitted Phases
8 2
Detector Phase 7
4 3 8 8 5 2 2 1 6 6
Switch Phase
-111
Minimum Initial (s) 5.0 10.0
Minimum Split (s) 9.6 37.1
Total Split (s) 11.0 37.1
Total Split (%)
Yellow Time (s) 3.6
All -Red Time (s) 1.0
Lost Time Adjust (s) 0.0
Total Lost Time (s) 4.6
Lead/Lag
Lead -Lag Optimize?
Recall Mode

5.0 10.0 10.0 5.0 10.0 10.0 5.0 10.0 10.0

9.6 15.1 15.1 9.6 23.2 23.2 9.6 16.2 16.2

16.0 42.1 42.1 15.0 48.9 48.9 18.0 51.9 51.9

9.2% 30.9% 13.3% 35.1% 35.1% 12.5% 40.8% 40.8% 15.0% 43.3% 43.3%

4.1 3.6 4.1 4.1 3.6 5.2 5.2 3.6 5.2 5.2

1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0

0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

5.1 4.6 5.1 5.1 4.6 6.2 6.2 4.6 6.2 6.2
Lead Lag Lead Lag Lag Lead Lag Lag Lead Lag Lag
Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Al
None None None None None None None None None None None
Intersection Summary
Cycle Length: 120
Actuated Cycle Length: 106.6
Natural Cycle: 90
Control Type: Actuated -Uncoordinated
Splits and Phases: 3: Hwy. 111 & Frank Sinatra Dr.
01 102
1(O3
4 05
•I X36 3
03 Horizon Year (2040) With Project - Saturday Departure Peak Hour Urban Crossroads, Inc.

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1561

HCM 6th Signalized Intersection Summary Ritz -Carleton Residences TIA (JN 12609) 3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations + " +++ "i"i +++
Traffic Volume (veh/h) 111 173 153 176 59 200 88 1347 119 235 1464 62 Future Volume (veh/h) 111 173 153 176 59 200 88 1347 119 235 1464 62 Initial Q (Qb), veh
Ped-Bike Adj(A_pbT)
Parking Bus, Adj
Work Zone On Approach
Adj Sat Flow, veh/h/In 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 122 190 168 193 65 0 97 1480 0 258 1609 64 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0 0 0 0 0 0 0 0 0 0 0 0

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00

1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 No No No No
Percent Heavy Veh, °/0 2 2 2 2 2 2 2 2 2 2 2 2
Cap,veh/h 119 220 195 264 469 123 1909 331 2045 632
Arrive On Green 0.07 0.24 0.24 0.08 0.25 0.00 0.07 0.37 0.00 0.10 0.40 0.40 SatFlow,veh/h 1781 915 809 3456 1870 1585 1781 5106 1585 3456 5106 1579 Grp Volume(v), veh/h 122 0 358 193 65 0 97 1480 0 258 1609 64 Grp Sat Flow(s),veh/h/In 1781 0 1725 1728 1870 1585 1781 1702 1585 1728 1702 1579 Q Serve(g_s), s 6.4 0.0 19.1 5.3 2.6 0.0 5.2 24.6 0.0 7.0 26.5 2.4 Cycle Q Clear(g_c), s 6.4 0.0 19.1 5.3 2.6 0.0 5.2 24.6 0.0 7.0 26.5 2.4 Prop In Lane 1.00 0.47 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 119 0 415 264 469 123 1909 331 2045 632 V/C Ratio(X) 1.03 0.00 0.86 0.73 0.14 0.79 0.78 0.78 0.79 0.10 Avail Cap(c_a), veh/h 119 0 574 410 720 193 2268 482 2428 751 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.9 0.0 35.0 43.4 28.0 0.0 44.0 26.5 0.0 42.5 25.2 18.0 Incr Delay (d2), s/veh 90.5 0.0 9.6 1.5 0.1 0.0 4.5 1.5 0.0 2.7 1.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/In 5.8 0.0 9.0 2.3 1.2 0.0 2.3 9.2 0.0 3.0 9.9 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 135.3 0.0 44.6 44.9 28.1 0.0 48.5 28.0 0.0 45.2 26.7 18.1 LnGrp LOS
Approach Vol, veh/h
Approach Delay, s/veh
Approach LOS

F A D D C D C D C B
480 258 A 1577 A 1931

67.6 40.7 29.2 28.9

E D C C
Timer - Assigned Phs
Phs Duration (G+Y+Rc), s 13.8 42.1 11.9 28.2 11.2 44.7 11.0 29.2 Change Period (Y+Rc), s 4.6 6.2 4.6 5.1 4.6 6.2 4.6 5.1 Max Green Setting (Gmax), s 13.4 42.7 11.4 32.0 10.4 45.7 6.4 37.0 Max Q Clear Time (g_c+I1), s 9.0 26.6 7.3 21.1 7.2 28.5 8.4 4.6 Gre
1 2 3 4 5 6 7 8
en Ext Time (p_c), s 0.2 8.6 0.1 1.7 0.0 10.0 0.0 0.3
Intersection Summary
HCM 6th Ctrl Delay 34.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, WBR] is excluded from calculations of the approach delay and intersection delay.

Horizon Year (2040) With Project - Saturday Departure Peak Hour Urban Crossroads, Inc.

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1562

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 8.3:

HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT

ANALYSIS WORKSHEETS
12609-05 Report
1563
URBAN
C F 1Sh4RC . L S

Ritz -Carlton Residences Traffic Impact Analysis
This page is intentionally left blank
12609-05 Report
1564
URBAN

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) Without Project Conditions - Weekday PM Peak Hour Major Street Name = Frank Sinatra Dr. Total of Both Approaches (VPH) = 166 Number of Approach Lanes on Major Street = 1
Minor Street Name = Driveway 2
Minor Street - Higher -Volume Approach (VPH)
High Volume Approach (VPH) = 19
Number of Approach Lanes On Minor Street = 1

CROSSROADS

This Page Intentionally Left Blank
15€6

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 8.4:

HORIZON YEAR (2040) WITH PROJECT CONDITIONS TRAFFIC SIGNAL WARRANT

ANALYSIS WORKSHEETS
12609-05 Report
1567
► URBAN
C F 1Sh4RC . L S

Ritz -Carlton Residences Traffic Impact Analysis
This page is intentionally left blank
12609-05 Report
1568
URBAN

California MUTCD 2014 (FHWA's MUTCD 2009, as amended for use in California) Figure 4C-103 (CA). Traffic Signal Warrants Worksheet
(Average Traffic Estimate Form)

DIST CO RTE
Jurisdiction: City of Rancho Mirage
Major Street: Frank Sinatra Dr.

Minor Street: Driveway 1
PM
Major Street Approach Lanes =
Major Street Future ADT =
1 lane
1,251 vpd
TRAFFIC CONDITIONS 2040 WP
CALC RV DATE 01/09/19
CHK RV DATE 01/09/19
Critical Approach Speed (Major) 30 mph
Critical Approach Speed (Minor) 25 mph
Speed limit or critical speed on major street traffic > 64 km/h (40 mph); In built up area of isolated community of < 10,000 population (Based on Estimated Average Daily Traffic - See Note)
Minor Street Approach Lane: 1 lane
Minor Street Future ADT = 534 vpd
or URBAN (U)

URBAN RURAL
Minimum Requirements
EADT
XX
CONDITION A - Minimum Vehicular Volume
Satisfied Not Satisfied
Vehicles Per Day on
Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,251 1 534
2 + 1
2 + 2 +
1 2 +
8,000 5,600
9,600 6,720
9,600 6,720
8,000 5,600
2,400 1,680
2,400 1,680
3,200 2,240
3,200 2,240
CONDITION B - Interruption of Continuous Traffic
Satisfied Not Satisfied
Vehicles Per Day
on Major Street
(Total of Both Approaches)
Vehicles Per Day
on Higher -Volume
Minor Street Approach
(One Direction Only)
XX
Number of lanes for moving traffic on each approach
Major Street Minor Street
Urban Rural
Urban Rural
1 1,251 1 534
2 + 1
2 + 2 +
1 2 +
12,000 8,400
14,400 10,080
14,400 10,080
12,000 8,400
1,200 850
1,200 850
1,600 1,120
1,600 1,120
Combination of CONDITIONS A + B
Satisfied Not Satisfied
2 CONDITIONS
80%
2 CONDITIONS
80%
XX
No one condition satisfied, but following conditions
fulfilled 80% of more A B
16% 10%
Note: To be used only for NEW INTERSECTIONS or other locations where it is not reasonable to count actual traffic volumes.

The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.

L�► URBAN
1569

CROSSROADS

California MUTCD 2014 Edition
(FHWA's MUTCD 2009, as amended for use in California)
Figure 4C-3. Warrant 3, Peak Hour
Traffic Conditions = Horizon Year (2040) With Project Conditions - Weekday PM Peak Hour Major Street Name = Frank Sinatra Dr. Total of Both Approaches (VPH) = 172 Number of Approach Lanes on Major Street = 1
Minor Street Name = Driveway 2
Minor Street - Higher -Volume Approach (VPH)
High Volume Approach (VPH) = 19
Number of Approach Lanes On Minor Street = 1

CROSSROADS

Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 8.5:

HORIZON YEAR (2040) WITHOUT PROJECT CONDITIONS QUEUING ANALYSIS

WORKSHEETS
12609-05 Report
1571
URBAN
C IRC➢44RC . L S

Ritz -Carlton Residences Traffic Impact Analysis
This Page Intentionally Left Blank
12609-05 Report
1572
URBAN

Queuing and Blocking Report
Horizon Year (2040) Without Project - AM Peak Hour 01/24/2020 Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 25 28
Average Queue (ft) 2 9
95th Queue (ft) 15 31
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
dil
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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1 an

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 23 52 355 67 526 46 915 112 349 1478 53 v/c Ratio 0.20 0.16 0.61 0.12 0.73 0.33 0.61 0.19 0.64 0.65 0.07 Control Delay 53.0 23.1 42.9 25.1 17.1 53.3 29.6 0.7 44.2 24.0 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 53.0 23.1 42.9 25.1 17.1 53.3 29.6 0.7 44.2 24.0 0.2 Queue Length 50th (ft) 12 14 96 26 82 25 148 0 94 240 0 Queue Length 95th (ft) 46 48 189 66 242 75 279 0 186 439 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 122 721 767 1053 1043 168 2150 757 767 2790 934 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.19 0.07 0.46 0.06 0.50 0.27 0.43 0.15 0.46 0.53 0.06 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Horizon Year (2040) Without Project - AM Peak Hour
Urban Crossroads, Inc.

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Queuing and Blocking Report
Horizon Year (2040) Without Project - PM Peak Hour 01/24/2020 Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served
Maximum Queue (ft)
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)

LTR LTR
25 28
11 13
32 36
353 358
dil
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

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1 57 5

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
f
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 45 93 180 38 358 40 1496 229 486 1482 29 v/c Ratio 0.39 0.33 0.49 0.10 0.63 0.35 0.77 0.32 0.77 0.53 0.03 Control Delay 58.6 34.8 49.3 34.1 11.5 57.4 30.9 6.8 47.8 17.1 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.6 34.8 49.3 34.1 11.5 57.4 30.9 6.8 47.8 17.1 0.1 Queue Length 50th (ft) 27 43 54 21 20 24 282 10 144 215 0 Queue Length 95th (ft) 75 89 109 49 100 68 #509 75 #276 389 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 126 632 381 725 813 124 2097 762 749 2932 937 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.36 0.15 0.47 0.05 0.44 0.32 0.71 0.30 0.65 0.51 0.03 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Horizon Year (2040) Without Project - PM Peak Hour
Urban Crossroads, Inc.

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Queuing and Blocking Report
Horizon Year (2040) Without Project - Saturday Peak Hour 01/24/2020 Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement WB SB
Directions Served
LTR L
Maximum Queue (ft) 29 30
Average Queue (ft) 19 2
95th Queue (ft) 40 14
Link Distance (ft) 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Q
dil
210
Jeuing Penalty (veh)
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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1 57 7

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 26 72 193 38 220 66 1480 131 258 1609 49 v/c Ratio 0.22 0.25 0.46 0.09 0.41 0.42 0.72 0.18 0.60 0.67 0.06 Control Delay 52.0 33.9 45.7 30.4 7.0 53.1 26.2 3.9 46.9 22.7 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 52.0 33.9 45.7 30.4 7.0 53.1 26.2 3.9 46.9 22.7 0.1 Queue
Queue Length 95th (ft) 51 75 114 48 57 97 441 34 146 472 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170 330 260
Base Capacity (vph) 136 701 470 828 816 221 2610 872 553 2801 916 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.19 0.10 0.41 0.05 0.27 0.30 0.57 0.15 0.47 0.57 0.05 Length 50th (ft) 14 32 54 16 0 36 243 0 72 253 0 Emil
282 711
925 922
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Horizon Year (2040) Without Project - Saturday Peak Hour Urban Crossroads, Inc.

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Ritz -Carlton Residences Traffic Impact Analysis
APPENDIX 8.6:

HORIZON YEAR (2040) WITH PROJECT CONDITIONS QUEUING ANALYSIS

WORKSHEETS
12609-05 Report
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URBAN
C r¢r1 RC3A.L S

Ritz -Carlton Residences Traffic Impact Analysis
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ILURBAN

Queuing and Blocking Report
Horizon Year (2040) With Project - AM Peak Hour 01/24/2020 Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 52 31
Average Queue (ft) 22 1
95th Queue (ft) 47 10
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB
Directions Served LTR LTR
Maximum Queue (ft) 24 29
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
2 14
15 37
353 358
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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15681

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 33 84 355 71 526 52 915 112 349 1478 56 v/c Ratio 0.28 0.25 0.62 0.13 0.77 0.37 0.59 0.19 0.66 0.69 0.07 Control Delay 55.6 23.2 44.2 26.9 20.5 55.4 29.7 0.7 45.8 26.1 0.2 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 55.6 23.2 44.2 26.9 20.5 55.4 29.7 0.7 45.8 26.1 0.2 Queue Length 50th (ft) 19 23 101 33 114 29 156 0 99 257 0 Queue Length 95th (ft) 61 68 189 69 256 83 279 0 186 439 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity(vph) 119 711 749 1028 1019 164 2098 743 749 2724 915 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.28 0.12 0.47 0.07 0.52 0.32 0.44 0.15 0.47 0.54 0.06 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Horizon Year (2040) With Project - AM Peak Hour
Urban Crossroads, Inc.

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15682

Queuing and Blocking Report
Horizon Year (2040) With Project - PM Peak Hour 01/24/2020 Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 66 31
Average Queue (ft) 20 5
95th Queue (ft) 49 24
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 25 28 30
Average Queue (ft) 15 9 1
95th Queue (ft) 34 31 10
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
210
Queuing Penalty (veh)
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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15683

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 54 116 180 58 358 63 1496 229 486 1482 43 v/c Ratio 0.49 0.42 0.58 0.16 0.64 0.57 0.79 0.32 0.79 0.57 0.05 Control Delay 63.6 35.5 53.2 35.7 12.1 68.6 32.5 6.8 50.1 19.3 0.1 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 63.6 35.5 53.2 35.7 12.1 68.6 32.5 6.8 50.1 19.3 0.1 Queue Length 50th (ft) 33 55 55 32 24 38 286 11 146 218 0 Queue Length 95th (ft) #97 107 109 66 107 #121 #509 75 #276 389 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170 330 260
Base Capacity (vph) 118 594 354 682 778 117 1973 728 705 2681 865 Starvation Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.46 0.20 0.51 0.09 0.46 0.54 0.76 0.31 0.69 0.55 0.05 282 711
925 922
0 0 0 0 0 0 0 0 0 0 0
ntersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Horizon Year (2040) With Project - PM Peak Hour
Urban Crossroads, Inc.

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15684

Queuing and Blocking Report
Horizon Year (2040) With Project - Saturday Arrival Peak Hour 01/24/2020 Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 48 55
Average Queue (ft)
95th Queue (ft)
Link Distance (ft)
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
26 10
46 37
453 178
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement WB SB
Directions Served
LTR L
Maximum Queue (ft) 47 30
Average Queue (ft) 25 2
95th Queue (ft) 44 14
Link Distance (ft) 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
210
Zone Summary
mi l
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

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15685

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 44 124 193 175 220 222 1480 131 258 1609 147 v/c Ratio 0.39 0.43 0.56 0.40 0.41 1.13 0.71 0.18 0.64 0.76 0.20 Control Delay 58.8 35.6 50.4 36.0 6.9 145.5 26.9 3.9 50.2 27.2 4.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 58.8 35.6 50.4 36.0 6.9 145.5 26.9 3.9 50.2 27.2 4.5 Queue Length 50th (ft) 26 58 57 99 0 -155 249 0 76 274 1 Queue Length 95th (ft) 74 115 114 165 57 #392 441 34 146 472 43 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 121 618 418 737 750 196 2324 793 491 2485 829 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 0.36 0.20 0.46 0.24 0.29 1.13 0.64 0.17 0.53 0.65 0.18 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Horizon Year (2040) With Project - Saturday Arrival Peak Hour Urban Crossroads, Inc.

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15686

Queuing and Blocking Report
Horizon Year (2040) With Project - Saturday Departure Peak Hour 01/24/2020 Intersection: 1: Frank Sinatra Dr. & Driveway 1
Movement WB SB
1 Directions Served LR LT
Maximum Queue (ft) 108 32
Average Queue (ft) 62 2
95th Queue (ft) 89 15
Link Distance (ft) 453 178
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (°/(})
Q
Jeuing Penalty (veh)
Intersection: 2: Frank Sinatra Dr. & Driveway/Driveway 2 Movement EB WB SB
Directions Served

LTR LTR L
Maximum Queue (ft) 24 50 52
Average Queue (ft) 1 23 20
95th Queue (ft) 8 46 51
Link Distance (ft) 353 358
Upstream Blk Time (%)
Queuing Penalty (veh)
Storage Bay Dist (ft)
Storage Blk Time (%)
Queuing Penalty (veh)
210
NMI
Zone Summary
Zone wide Queuing Penalty: 0
Ritz -Carleton Residences TIA (JN 12609)
Urban Crossroads, Inc.

SimTraffic Report

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15687

Queues Ritz -Carleton Residences TIA (JN 12609)
3: Hwy. 111 & Frank Sinatra Dr. 01/24/2020
Lane Group EBL EBT WBL WBT WBR NBL NBT NBR SBL SBT SBR
Lane Group Flow (vph) 122 358 193 65 220 97 1480 131 258 1609 68 v/c Ratio 1.13 0.83 0.61 0.13 0.39 0.64 0.79 0.20 0.69 0.81 0.10 Control Delay 172.8 52.5 57.7 31.1 8.3 70.3 34.9 4.1 57.9 33.8 0.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Total Delay 172.8 52.5 57.7 31.1 8.3 70.3 34.9 4.1 57.9 33.8 0.3 Queue Length 50th (ft) -111 227 71 36 12 70 345 0 94 373 0 Queue Length 95th (ft) #246 343 114 71 71 #146 441 34 146 472 0 Internal Link Dist (ft)
Turn Bay Length (ft) 100 220 170
Base Capacity (vph) 108 557 376 662 682 177 2092 728 442 2234 760 Starvation Cap Reductn
Spillback Cap Reductn 0 0 0 0 0 0 0 0 0 0 0
Storage Cap Reductn
Reduced v/c Ratio 1.13 0.64 0.51 0.10 0.32 0.55 0.71 0.18 0.58 0.72 0.09 282 711
925 922
330 260
0 0 0 0 0 0 0 0 0 0 0
0 0 0 0 0 0 0 0 0 0 0
Intersection Summary
Volume exceeds capacity, queue is theoretically infinite.

Queue shown is maximum after two cycles.
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Horizon Year (2040) With Project - Saturday Departure Peak Hour Urban Crossroads, Inc.

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15688

Appendix F2
Vehicle Miles Travelled Analysis

URBAN

CROSSROADS
August 19, 2020
Mr. Michael Kao
Kam Sang Company, Inc.
411 E. Huntington Dr., #305
Arcadia, CA 91006
SUBJECT: RITZ-CARLTON RESIDENCES VEHICLE MILES TRAVELED (VMT) ANALYSIS Dear Mr. Michael Kao:

The following vehicle miles traveled (VMT) analysis has been prepared for the proposed Ritz -Carlton (Project), which is located north of Mirada Circle and east of Frank Sinatra Drive in the City of Rancho Mirage.

PROJECT OVERVIEW
The Project proposes to expand the existing Ritz -Carlton hotel by 106 residential dwelling units, a 6,966 square foot restaurant, and an outdoor venue that includes an additional pool and open grass area. Trips generated by the Project's proposed land uses have been estimated based on trip generation rates collected by the Institute of Transportation Engineers (ITE) Trip Generation Manual, 10th Edition, 2017. (1) Consistent with the Project traffic study findings, the expanded uses are anticipated to generate a total of 1,068 vehicle trip -ends per day (see Attachment A). (2)

BACKGROUND
Changes to California Environmental Quality Act (CEQA) Guidelines were adopted in December 2018, which require all lead agencies to adopt VMT as a replacement for automobile delay -based level of service (LOS) as the new measure for identifying transportation impacts for land use projects. This statewide mandate took effect July 1, 2020. To aid in this transition, the Governor's Office of Planning and Research (OPR) released a Technical Advisory on Evaluating Transportation Impacts in CEQA (December of 2018) (Technical Advisory). (3) Based on OPR's Technical Advisory, the Western Riverside Council of Governments (WRCOG) prepared a WRCOG SB 743 Implementation Pathway Document Package (March 2019) to assist its member agencies with implementation tools necessary to adopt analysis methodology, impact thresholds and mitigation approaches for VMT. To add to the previous work effort, WRCOG in February 2020 released its Recommended Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment (WRCOG Guidelines), which provides specific procedures for complying with the new CEQA requirements for VMT analysis. (4) At the time of study preparation, the Riverside County Transportation Division was still in development of Countywide VMT guidelines, screening maps and thresholds that would be applicable to 1590
12609-07 VMT

Mr. Michael Kao
Kam Sang Company, Inc.

August 19, 2020

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unincorporated areas Riverside County, and provide additional guidance to local agencies in the Coachella Valley. As a result, the City of Rancho Mirage adopted its own set of VMT thresholds and guidelines as described in the Transportation Analysis Policy for the City or Rancho Mirage dated June 18, 2020 (City Guidelines).

PROJECT SCREENING
The City Guidelines Section I.A Project Screening provides details on appropriate screening thresholds that can be used to identify when a proposed land use project is anticipated to result in a less than significant impact without conducting a more detailed VMT analysis. Screening thresholds are broken into three types:
• Project Type Screening
• Low VMT Area Screening
• Transit Priority Area (TPA) Screening
A land use project need only meet one of the above screening thresholds to result in a less -than - significant impact.

PROJECT TYPE SCREENING
The following projects may be presumed to have a less -than -significant impact on VMT — barring substantial evidence to the contrary:
• Local Serving Retail project less than 50,000 square feet • Day Care Centers
• Local Parks
• Local -Serving Public Facilities
• Ministerial Projects
• Small Infill Projects
• Restricted Affordable, Transit Supportive Residential Projects in • Planned Growth Areas with High -Quality Transit
• Transit Supportive Projects in Planned Growth Areas with Low VMT and High -Quality Transit • Transportation Projects that do not increase VMT
• Projects that generate less than 110 daily vehicle trips The proposed 6,966 square foot restaurant component of the Project is well within the 50,000 square foot threshold for local serving retail and anticipated to provide an additional dining option to hotel guests and the local community. The swimming pool and adjacent open space area are also expected to 12609-07 VMT
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Mr. Michael Kao
Kam Sang Company, Inc.

August 19, 2020

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be complementary components to hotel guests and would therefore also meet the intent of the local serving screening criteria.

The 106 new residential units would not be deemed as a local serving use, and would generate daily vehicle trips in excess of the 110 trips per day threshold for project type screening as described in the City Guidelines.

The Project Type screening threshold is met for the restaurant and pool/open space components of the Project only.

Low VMT AREA SCREENING
As described in the City Guidelines, "Residential and office projects located in low VMT areas may be considered to have a less than significant impact unless substantial evidence is submitted to the contrary.

Other employment -related and/or mixed -use projects may qualify for similar screening if it can be reasonably concluded that the Project is expected to generate VMT outputs that are similar to the existing land uses in the low VMT area." 1 The City of Rancho Mirage does not currently have Citywide low VMT area screening maps indicating areas of low VMT based on current RIVTAM model data. In addition, for this screening criteria to be applicable, a project must demonstrate consistency with the underlying land use assumptions contained within the travel demand model used to create low VMT area screening maps.

The Low VMT Area screening threshold is not met.

TPA SCREENING
Consistent with guidance identified in the Technical Advisory, projects located within a Transit Priority Area (TPA) (i.e., within 1/2 mile of an existing "major transit stop"2 or an existing stop along a "high -quality transit corridor"3) may be presumed to have a less than significant impact absent substantial evidence to the contrary.

However, the presumption may not be appropriate if a project:
• Has a Floor Area Ratio (FAR) of less than 0.75;
• Includes more parking for use by residents, customers, or employees of the project than required by the jurisdiction (if the jurisdiction requires the project to supply parking); 'Transportation Analysis Policy for the City of Rancho Mirage. z Pub. Resources Code, § 21064.3 ("'Major transit stop' means a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.").

Pub. Resources Code, § 21155 ("For purposes of this section, a high -quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours."). 12609-07 VMT
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Mr. Michael Kao
Kam Sang Company, Inc.

August 19, 2020

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• Is inconsistent with the applicable Sustainable Communities Strategy (as determined by the lead agency, with input from the Metropolitan Planning Organization); or • Replaces affordable residential units with a smaller number of moderate- or high -income residential units.

Based on the current transit in the study area, the Project site is not located within 1/2 mile of an existing major transit stop, or along a high -quality transit corridor.

The TPA screening threshold is not met.

PROJECT GENERATED VMT
City Guidelines Section I.B. VMT Analysis for Non -Screened Projects states "projects that are not screened out based on the foregoing sections will be required to complete a VMT analysis using the RIVTAM/RIVCOM travel forecasting model." The Riverside Transportation Analysis Model (RIVTAM) is a useful tool to estimate VMT as it considers interaction between different land uses based on socio- economic data such as population, households, and employment. The City Guidelines state that both project generated VMT and project effect on VMT should be calculated for the traffic analysis zone (TAZ) in which the project is located.

Project generated VMT has been calculated using the City of Rancho Mirage General Plan Update version of RIVTAM, which was updated in 2017 as part of the City's General Plan update. Adjustments to socio- economic data (SED) (i.e., population and households) have been made to a separate TAZ to reflect the Project's proposed 106 residential dwelling units. Table 1 summarizes the land use to SED conversion factor and resulting SED used to reflect the Project in the RIVTAM model.

TABLE 1: SED CONVERSION FACTORS
Land Use
Quantity
Units
Conversion Factor
Estimated Population
Residential
106
dwelling units

2.06 population per household4
+ 218 population
Adjustments to population and households for the Project's TAZ were made to both the base year model (2012) and the cumulative year model (2040). Project -generated VMT was then calculated for both the base year (2012) and cumulative year (2040) conditions and linear interpolation was used to determine the Project generated VMT for baseline (2019) conditions. The Project generated VMT total is then divided by the number residents to obtain the Project generated VMT per resident value. As shown in Table 2, the Project generated VMT per resident is 8.60 for baseline (2019) conditions. 4 State of California Department of Finance. E-5 Population and Housing Estimates for Cities, Counties, and the State.

January 2019
12609-07 VMT
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Mr. Michael Kao
Kam Sang Company, Inc.

August 19, 2020

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TABLE 2: PROJECT VMT PER RESIDENT
Baseline 2012
Cumulative 2040
Baseline 2019
VMT
1,909
1,775
1,876
Residents
218
218
218
VMT per resident

8.76 8.14

8.60 PROJECT VMT IMPACT ASSESSMENT
The thresholds of significance used to measure a potential VMT impact are described by project type in Section I.B. Thresholds of Significance of the City Guidelines. Thresholds for determination of significant transportation impact for residential uses are described as VMT per resident which is:
• 15 percent below the Citywide per resident VMT, OR
• 15 percent below the regionals VMT per resident.

As the City is currently still in development of their Citywide per resident VMT value for purposes of determining a project generated VMT impact, the regional VMT per resident value was utilized instead.

As shown in Table 3, the Project generated VMT per resident would not exceed the City's threshold of 15 percent below the regional VMT per resident. Project generated VMT is less than significant.

TABLE 3: PROJECT VMT PER RESIDENT COMPARISON TO THRESHOLD Baseline (2019)
Cumulative (2040)
Regional VMT per resident6

15.2 15.2
Project Generated VMT per resident

8.60 8.14
Percent Change
-43%
-46%

PROJECT EFFECT ON VMT
Consistent with City Guidelines Section I.B. VMT Analysis forNon-ScreenedProjects, in addition to project generated VMT, there is also a requirement to evaluate a project's effect on VMT. A project's effect on VMT is calculated using the "boundary method", which includes all vehicle trips with one or both trip - ends within the designated boundary of interest (e.g., the City of Rancho Mirage). Once the total link - level VMT within the boundary area is calculated, VMT is then normalized by dividing by the boundary area's service population (i.e., residents + employees), which allows VMT values to be easily compared between two different land use alternatives (e.g., "without project" and "with project" conditions).

Citywide link -level VMT was extracted from the RIVTAM cumulative (2040) traffic model for both "without Project" and "with Project" model runs. In other words, the only changes made within the s City Guidelines state that for the purposes of this Policy, the region is the County of Riverside boundaries. 6 Regional VMT per resident for unincorporated areas of the Coachella Valley was obtained from the County of Riverside. 12609-07 VMT
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Mr. Michael Kao
Kam Sang Company, Inc.

August 19, 2020

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model was the addition of the Project's 106 residential units being evaluated.

Table 4 presents a comparison of total link -level VMT calculated for the City of Rancho Mirage for cumulative (2040) "without project" and "with project" conditions. As illustrated in Table 4, the proposed Project is not forecast to cause in an increase in citywide VMT per service population as compared to the "without project" condition. The Project's effect on VMT is less than significant.

TABLE 4: RANCHO MIRAGE CITYWIDE VMT PER SERVICE POPULATION Cumulative 2040
Without Project
Cumulative 2040
With Project
Population
26,821
27,049
Employment
21,694
21,694
Service Population
48,515
48,733
VMT
838,759
840,179
VMT per Service Population

17.29 17.22

CONCLUSION
In summary, the Project's local serving land use components such as the restaurant and swimming pool with open space area meet applicable project screening criteria as identified in the City Guidelines and are presumed to result in a less than significant impact. The residential component of the Project did not meet applicable screening criteria and was therefore evaluated based on the procedures described in City Guidelines. The residential component of the Project was found to be less than significant for both project generated VMT per resident and project effect on VMT evaluations, therefore, the Project residential component's impact to VMT is also considered less than significant.

If you have any questions, please contact me directly at (949) 336-5978.

Respectfully submitted,
URBAN CROSSROADS, INC.

Aric Evatt, PTP
President
Robert Vu, PE
Transportation Engineer
12609-07 VMT
1595

Mr. Michael Kao
Kam Sang Company, Inc.

August 19, 2020

Page 7 ends

REFERENCES

1. Institute of Transportation Engineers. Trip Generation Manual. 10th Edition. 2017.

2. Urban Crossroads, Inc. Ritz -Carlton Residences Traffic Impact Analysis. July 2020.

3. Office of Planning and Research. Technical Advisory on Evaluating Transportation State of California : s.n., December 2018.

4. Western Riverside Council of Governments (WRCOG). Recommended Traffic Guidelines for Vehicle Miles Traveled and Level of Service Assessment. February 13 Impacts in CEQA.

Impact Analysis
, 2020.
12609-07 VMT
1596
URBAN
CRC'S 5RCSAf35

ATTACHMENT A

PROJECT TRIP GENERATION
1597
12609-07 VMT

Project Trip Generation Summary - Typical Operations
Land Use
ITE LU
Code
Units'
AM Peak Hour
PM Peak Hour
Weekday
Daily
In
Out
Total
In
Out
Total
Project Trip Generation Rates:1
Multifamily Housing (Low -Rise)
220
DU

0.11 0.35

0.46 0.35

0.21 0.56

7.32 Quality Restaurant
931
TSF

0.49 0.24

0.73 5.23

2.57 7.80

83.84 Land Use
Quantity
Units'
AM Peak Hour
PM Peak Hour
Weekday
Daily
In
Out
Total
In
Out
Total
Project Trip Generation Summary:

Ritz -Carlton Residences
106
DU
11 38
49 37
22 59
776
Sky Mesa Restaurant

6.966
TSF
3 .
2 5
36 18
54 586
Internal Capture (50%)"
-2
-1
-3
-18
-9
-27
-294
Total
12 _
39 51
55 31
86 1,068
Trip Generation Source: Institute of Transportation Engineers (ITE),Trip Generation Manual, 10th Edition (2017). 2 DU = Dwelling Units; TSF = Thousand Square Feet
1 Internal capture reduction of 50% has been applied as a significant portion of the patrons would be internal to the existing hotel. 12609-07 VMT
1598
Co". URBAN

CROSSROADS

Appendix G
Parking Evaluation
1599

URBAN

CROSSROADS
January 31, 2020
Mr. Michael Kao
Kan Sang Company
411 E. Huntington Dr., #305
Arcadia, CA 91006
260 E. Baker St, I Suite 200 I Costa Mesa, CA 92626 I (949) 660.1994 SUBJECT: RITZ-CARLTON RESIDENCES PARKING EVALUATION
Dear Mr. Michael Kao:

We are pleased to submit the following Parking Evaluation for the proposed Ritz -Carlton Residences development(referred to as "Project"). The Project is located at north of Mirada Circle and east of Frank Sinatra Drive in the City of Rancho Mirage as shown on Exhibit A. This Parking Evaluation was developed to ensure that the proposed Project provides adequate parking supply to support the planned uses.

EXHIBIT A: LOCATION MAP
12647-02 Parking Evaluation
1600

Mr. Michael Kao
Kan Sang Company
January 31, 2020

Page 2 of 6 ends

INTRODUCTION
The proposed project is to expand the existing Ritz -Carlton hotel by 106 residential dwelling units, a 6,966 restaurant, and a 23,843 square foot venue, as shown on Exhibit B.

EXHIBIT B: PROPOSED SITE PLAN

PARKING REQUIREMENTS
To demonstrate that adequate parking supply exists for the proposed Ritz -Carlton Residences, this parking assessment provides a review of the City of Rancho Mirage Municipal Code parking requirements and an estimate of the peak parking demands. Section 17.26 of the City of Rancho Mirage Municipal Code describes the Parking Requirements by Land Use. Section 17.26.040 identifies the parking stalls required for the land uses with the Ritz -Carlton Residences. According the Municipal Code use descriptions, the proposed Project is best described under residential developments, membership organization facilities, and restaurants as shown on Table 1. 12647-02 Parking Evaluation
1601
URBAN
CRQSSRD .DS

Mr. Michael Kao
Kan Sang Company
January 31, 2020

Page 3 of 6 ends

TABLE 1: CITY OF RANCHO MIRAGE MUNICIPAL CODE PARKING REQUIREMENTS Land Use Type
Vehicle Spaces Required
Multifamily housing and other attached dwellings
1 bedroom unit —1 covered for each unit and 1 off-street guest space for every two units
2 bedrooms or more — 2 covered for each unit and 1 off-street guest space for every two units
Membership organization facilities, meeting halls,
performance theaters, including auditoriums
1 space for each 3 seats, or 1 space for every 50 sq. ft. of gross assembly or viewing area, plus ancillary uses (e.g., bar restaurant) Restaurants, cafes, cafeterias, nightclubs, bars,
taverns, lounges, or similar establishments for the
consumption of food and beverages on the premises
1 space for each 80 sq. ft. of gross floor area
Using the City of Rancho Mirage Municipal Code parking rates, it is possible to calculate the parking requirements for the proposed Project. As shown on Table 2, the proposed Project requires 829 spaces.

TABLE 2: RITZ-CARLTON RESIDENCES MUNICIPAL CODE PARKING SPACE REQUIREMENTS Land Use
Quantity
Unit
Parking
Rate'
Required
Parking
2+ Bedrooms
106
DU
2 spaces within an enclosed garage and 1 off-
street guest parking space for every 2 units
265
Meeting Halls

23.843
TSF
1 space for each 3 seats, or 1 space for every 50
sq. ft. of gross assembly or viewing area, plus
ancillary uses (e.g., bar restaurant)
477
Restaurants

6.966
TSF
1 space for each 80 sq. ft. of gross floor area
87 Total
829
'Based on the City of Rancho Mirage Municipal Code §17.26.040 Number of parking spaces required The proposed Project plan prepared on September 28, 2018 indicates that the available parking supply will be 510 spaces. The parking spaces provided will include 381 subterranean parking and 129 residential parking.

PARKING ANALYSIS
Urban Crossroads, Inc. collected two parking count surveys to assess actual parking demands based on existing conditions at this location. The parking survey counts included in Appendix A, suggest a parking supply of 403 spaces with no fewer than 28% parking occupancy and no more than 78% parking occupancy. Peak parking demands ranged from 211 vehicles at 10:00 am on Wednesday, December 11, 2019 to 314 vehicles at 5:00 pm on Saturday, December 7, 2019. While this analysis is based on the peak parking demands, it is important to recognize that the average parking demands are much lower.

The typical average daily parking demands range from 163 spaces on the weekday to 237 spaces on the 12647-02 Parking Evaluation
1602
r,l') URBAN

Mr. Michael Kao
Kan Sang Company
January 31, 2020

Page 4 of 6 ends

weekend. Table 4 presents a summary of the parking count surveys. As shown on Table 4, peak parking demands at the existing Ritz -Carlton represent no more than 78% of the available parking supply. The existing parking survey counts show an average peak parking utilization rate of 65%. Parking utilization represents the number of parking stalls required (parking demand) expressed as a percentage of the number of parking stalls provided.

TABLE 4: EXISTING ON -SITE PEAK PARKING DEMANDS
Parking Count Date1
Peak
Parking
Demand
Peak
Hour
Available
Parking
Parking
Surplus
Parking
Utilization
Saturday, December 7, 2019
314
5:00 PM
403
89 78%
Wednesday, December 11, 2019
211
10:00 AM
403
192
52%
Average
263
403
58 65%
The parking counts clearly show an excess of available parking supply.

Based on a review of the occupied use and the actual parking demand counts, it is possible to calculate the actual parking demand rate at existing Ritz -Carlton. This parking rate accounts for all the existing land uses including 244 rooms, two ballrooms, a conference and events center with extensive meeting rooms, a gourmet restaurant, a gift shop, and a small spa treatment facility. Table 5 suggests that the calculated shared parking demand represents an average of 1.08 spaces per room. The observed parking demand using the calculated parking demand rate of 1.08 spaces per room is lower than the typical parking rate of approximately 2.5 spaces per dwelling unit.

TABLE 5: ACTUAL PARKING DEMAND RATES
Count Date
Total Usel
Parking Demand2
Calculated Parking
Demand Rate3
Saturday, December
7, 2019
244 Rooms
314 spaces

1.29 space per room
Wednesday,
December 11, 2019
244 Rooms
211 spaces

0.86 space per room
Average:

1.08 space per room
Amount of rooms available at the Ritz -Carlton
2 Observed parking demand (actual number of vehicles parked on -site) at the Ritz -Carlton 3 Calculated parking demand rate based total rooms and actual parking demand Using the calculated parking demand rate of 1.08 spaces per room, it is possible to estimate the estimated parking demand. Table 6 suggests that the actual parking demand at Ritz -Carlton Residences is 378 spaces with 535 spaces of surplus.
12647-02 Parking Evaluation
1603
TURBAN

Mr. Michael Kao
Kan Sang Company
January 31, 2020

Page 5 of 6 ends

TABLE 6: RITZ-CARLTON RESIDENCES PARKING DEMAND
Use
Quantit 1
y
Parkin Rate2
g
Parking
Demand3
Parking
Supply'
Parking
Surpluss
Ritz -Carlton Expansion
106 DU

1.08 spaces per room
115
510
+395
Observed Parking:
263
403
+140
Totals:
378
913
+535
1 DU: dwelling unit
2 Calculated Parking Rate (Table 5).

Estimated parking park requirements based on existing parking rates (Total Rooms x Parking Rates). 4 Total parking supply proposed.
5 Parking surplus based on the difference between parking supply and estimated parking demand.

PARKING STRATEGIES
Changing economic and demographic conditions will continue to influence future parking needs. Self - driving cars, parking guidance, peer -to -peer vehicle sharing, telecommuting, transportation network companies such as such as Uber and Lyft and other forward -looking technologies will continue to shape future parking demands. Other parking technologies such as smart vehicle detection sensors, smart parking management systems are also available and provide opportunities to actively manage parking resources real-time.

In addition, on -demand transportation increases the need to promote accessible drop-off and pick-up areas. Convenient and accessible drop-off and pick-up areas should be provided to promote ride -sharing and reduce parking demands. This can be accomplished with short-term parking time restrictions and/or staging areas for ridesharing vehicles.

Implementation of valet parking during peak parking demands (i.e., special events) can also substantially increase the available on -site parking capacity. In addition, valet parking services provide for convenient accessible parking even during peak parking demands at Ritz -Carlton Residences.

PARKING RESTRICTIONS
Per Section 17.26.070 Development Standards, driveways providing ingress and egress to off-street parking spaces in residential zoning districts shall be a minimum width of fourteen feet for a one-way driveway and twenty feet for a two-way driveway. A residential driveway providing direct access to a garage shall be maintained free and clear of all obstructions for its entire width. As such, parking will be restricted to off-street parking only (i.e., garage parking). Minimum parking dimensions for parking spaces are identified in Table 7.
12647-02 Parking Evaluation
1604
1,, URBAN

Mr. Michael Kao
Kan Sang Company
January 31, 2020

Page 6 of 6 ends

TABLE 7: MINIMUM PARKING DIMENSIONS
Stall Dimensions
Aisle Widths
Parking Angle
Width
Depth
One -Way
Two -Way
Parallel
9 26
12 20
30°
9 17
14 20
45°
9 19
16 20
60°
9 20
17 20
90°
9 18
24 24
Based on the City of Rancho Mirage Municipal Code §17 26.070 Development Standards Per Section 17.08.020 Residential Districts General Development Standards, driveway approaches must have a 28 -foot minimum turning radius.

CONCLUSIONS
Our evaluation indicates that the proposed parking will provide sufficient capacity to accommodate the parking demands for the proposed Ritz -Carlton Residences development. A parking survey at the existing Ritz -Carlton Residences shows a surplus of parking spaces during peak demand. Based on actual observed average parking demand rate of 1.08 space per room, and accounting for shared parking between complementary uses, the estimated parking demand at Ritz -Carlton Residences is 378 spaces, resulting in a surplus of 535 spaces.

This Parking Evaluation suggests that Ritz -Carlton Residences can accommodate parking demands at full occupancy with additional parking strategies recommended in the Parking Management Plan. Additional parking strategies can be applied to increase the parking supply.

If you have any questions, please contact me directly at (949) 336-5992.

URBAN CROSSROADS, INC.

Pranesh Tarikere, PE
Senior Engineer
Robert Vu, PE
Transportation Engineer
12647-02 Parking Evaluation
1605

CR CI CI') URBAN

APPENDIX A:

EXISTING SURVEY (RITZ-CARLTON)
12647-02 Parking Evaluation
1606
URBAN

This page intentionally left blank
12647-02 Parking Evaluation
1607
URBAN

Rancho Mirage, CA
Ritz Carlton
68900 Frank Sinatra Dr
Saturday, December 7th, 2019
6:00 AM
ular
Handicap
Total Occupancy
Total Percent
115
2 117
29 0
29 43
73 96
100
8:00 AM
9:00 AM
11:00 AM
12:00 PM
1:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
72 95
104
2 115
2 115
2 115
2 113
99 2
78 76
73 62
56 0
11:00 PM
36 0
36 117
29 106
117
117
113
117
114
101
79 77
73 62
56 36
25%
37%
62%
82%
85%
91%
100%
100%
97%
100%
97%
86%
68%
66%
62%
53%
48%
31%
Inventory
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
2nd Floor
Regular
112
43 40
39 39
35 26
25 28
40 54
69 75
89 89
89 92
93 91
Handicap
2 1
1 1
1 1
1 0
1 1
1 1
2 2
2 2
2 2
2 Reserved
11 3
3 3
3 3
1 6
6 3
5 4
4 4
6 6
7 6
5 Electric Vehicle
2 1
1 1
2 2
2 2
2 2
1 1
1 1
1 2
2 2
2 Subtotal
127
48 45
44 45
41 30
33 37
46 61
75 82
96 98
99 103
103
100
Total Occupancy
Total Percent
127
48 45
44 45
41 30
33 37
46 61
75 82
96 98
99 103
103
100
38%
35%
35%
35%
32%
24%
26%
29%
36%
48%
59%
65%
76%
77%
78%
81%
81%
79%
3rd Floor
Inventory
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Regular
83 3
66 0
62 58
56 0
45 0
36 0
29 0
31 35
0 52
73 80
78 3
78 2
79 83
83 83
Electric Vehicle
Subtotal
86 66
62 58
56 45
36 29
31 35
53 74
81 81
80 80
84 84
84 Total Occupancy
Total Percent
86 66
62 58
56 45
36 29
31 35
53 74
81 81
80 80
84 84
84 77%
72%
67%
65%
52%
42%
34%
36%
41%
62%
86%
94%
94%
93%
93%
98%
98%
98%
Trail Parking Lot
Inventory
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Trail Lot Pavement
73 2
0 10
0 13
18 2
21 3
21 5
17 6
20 6
33 10
33 11
36 14
27 12
24 10
21 10
16 10
13 9
17 7
Dirt Overflow
0 Subtotal
73 2
10 13
20 24
26 23
26 43
44 50
39 34
31 26
22 24
Total Occupancy
Total Percent
Grand Total Occupancy
Grand Total Percent
73 2
10 13
20 24
26 23
26 43
44 50
39 34
31 26
22 24
1%
3%
14%
18%
27%
33%
36%
32%
36%
59%
60%
68%
53%
47%
42%
36%
30%
33%
403
144
36%
152
38%
185
46%
210
52%
206
51%
196
49%
205
51%
208
52%
220
55%
274
68%
307
76%
314
78%
295
73%
289
72%
283
70%
275
68%
265
66%
244
61%
Counts Unlimited, Inc.
1:6088
r 69 8

Rancho Mirage, CA
Ritz Carlton
68900 Frank Sinatra Dr
Wednesday, December 11th, 2019
6:00 AM
Re. ular
Handicap
Total Occupancy
Total Percent
115
2 117
44 0
44 59
91 8:00 AM
9:00 AM
11:00 AM
12:00 PM
1:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
90 111
2 110
2 112
2 110
2 100
98 79
68 50
48 45
36 0
11:00 PM
28 0
28 117
44 113
116
112
114
112
99 101
99 79
68 50
48 45
36 28
38%
50%
78%
97%
99%
96%
97%
96%
85%
86%
85%
68%
58%
43%
41%
38%
31%
24%
Inventory
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
2nd Floor
Regular
112
35 36
32 35
28 22
28 26
22 24
22 23
23 18
17 18
18 18
Handicap
2 2
2 2
2 1
1 2
1 0
1 1
1 2
1 1
2 1
1 Reserved
11 4
1 0
1 4
4 2
3 4
3 4
6 5
10 9
9 9
9 Electric Vehicle
2 1
1 1
1 1
1 1
1 0
0 0
0 1
1 1
1 1
1 Subtotal
127
42 40
35 39
34 28
33 31
26 28
27 30
31 30
28 30
29 29
Total Occupancy
Total Percent
127
42 40
35 39
34 28
33 31
26 28
27 30
31 30
28 30
29 29
33%
31%
28%
31%
27%
22%
26%
24%
20%
22%
21%
24%
24%
24%
22%
24%
23%
23%
3rd Floor
Inventory
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Regular
83 3
39 3
37 3
36 3
35 3
30 3
28 3
24 3
18 3
17 0
20 23
30 0
37 0
31 0
33 41
45 0
45 0
Electric Vehicle
Subtotal
86 42
40 39
38 33
31 27
21 17
20 23
30 37
31 33
41 45
45 Total Occupancy
Total Percent
86 42
40 39
38 33
31 27
21 17
20 23
30 37
31 33
41 45
45 49%
47%
45%
44%
38%
36%
31%
24%
20%
23%
27%
35%
43%
36%
38%
48%
52%
52%
Trail Parking Lot
Inventory
6:00 AM
7:00 AM
8:00 AM
9:00 AM
10:00 AM
11:00 AM
12:00 PM
1:00 PM
2:00 PM
3:00 PM
4:00 PM
5:00 PM
6:00 PM
7:00 PM
8:00 PM
9:00 PM
10:00 PM
11:00 PM
Trail Lot Pavement
73 2
0 3
2 15
6 15
6 22
6 24
8 24
7 21
7 23
10 23
22 11
15 6
8 6
6 4
6 4
5 6
7 3
5 4
Dirt Overflow
Subtotal
73 2
5 21
21 28
32 31
28 33
34 33
21 14
10 10
11 10
9 Total Occupancy
Total Percent
Grand Total Occupancy
Grand Total Percent
73 2
5 21
21 28
32 31
28 33
34 33
21 14
10 10
11 10
9 3%
7%
29%
29%
38%
44%
42%
38%
45%
47%
45%
29%
19%
14%
14%
15%
14%
12%
403
130
32%
144
36%
186
46%
211
52%
211
52%
203
50%
205
51%
192
48%
175
43%
183
45%
182
45%
160
40%
150
37%
121
30%
119
30%
127
32%
120
30%
111
28%
Counts Unlimited, Inc.^
o�9 698"9

Appendix H
Geotechnical Report
1610

TERRA NOVA PLANNING AND RESEARCH, INC.
400 SOUTH FARRELL DRIVE, SUITE B-205
PALM SPRINGS, CALIFORNIA 92262

PLANNING -LEVEL
GEOTECI{NICAL FEASIBILITY REPORT

PROPOSED EXPANSION PROJECT

THE LODGE AT RANCHO MIRAGE

FRANK SINATRA DRIVE

RANCHO MIRAGE, CALIFORNIA
March 15, 2006
© 2006 Earth Systems Southwest
Unauthorized use or copying of this document is strictly prohibited without the express written consent of Earth Systems Southwest.

File No.: 10530-01
06-03-804
1611

N Earth Systems
i` � Southwest
March 15, 2006
Terra Nova Planning and Research, Inc.
400 South Farrell Drive, Suite B-205
Palm Springs, California 92262
Attention: Mr. John Criste
Subject: Planning -Level Geotechnical Feasibility Report Project: Proposed Expansion Project
The Lodge at Rancho Mirage
Frank Sinatra Drive
Rancho Mirage, California
Dear Mr. Criste:
79-8IIB Country Club Drive
Bermuda Dunes, CA 92203
(760) 345-1588
(800) 924-7015
FAX (760) 345-7315
File No.: 10530-01
06-03-804
We take pleasure in presenting this planning -level geotechnical feasibility report prepared for the proposed hotel and facilities expansion project of The Lodge at Rancho Mirage located at the western terminus of Frank Sinatra Dive in the City of Rancho Mirage, California.

This report presents our preliminary findings and recommendations regarding various geotechnical and geologic constraints that will affect the proposed project, incorporating the information provided to our office. The site is suitable for the proposed development, provided the recommendations in this report and subsequent design -level geotechnical investigations are followed in design and construction. This report should stand as a whole and no part of the report should be excerpted or used to the exclusion of any other part.

This report completes our scope of services in accordance with our agreement, dated January 30, 2006. Other services that may be required, such as plan review and grading observation, are additional services and will be billed according to our Fee Schedule in effect at the time services are provided. Unless requested in writing, the client is responsible for distributing this report to the appropriate governing agency or other members of the design team.

We appreciate the opportunity to provide our professional services. Please contact our office if there are any questions or comments concerning this report or its recommendations.

Respectfully submitted,
EARTH SYSTEMS SOUTHWEST Reviewed
Karl A. Harmon
EG 2243
SER/kah/csh/reh
Craig S.

CE 38234
Distribution: 6/Terra Nova Planning and Research, Inc.
1/RC File
2/BD File
1612

TABLE OF CONTENTS
Page
Section 1 INTRODUCTION 1

1.1 Project Description 1

1.2 Site Description 1

1.3 Purpose and Scope of Work 2
Section 2 METHODS OF INVESTIGATION 4

2.I Field Reconnaissance 4

2.2 Infiltration Testing 4

2.3 Seismic Refraction 5
Section 3 DISCUSSION 6

3.1 Earth Materials 6

3.2 Groundwater 6

3.3 Geologic Setting 6

3.3.1 Regional Geology 6

3.3.2 Local Geology 7

3.3.3 Descriptive Geology 8

3.4 Geologic Hazards 9

3.4.1 Seismic Hazards 9

3.4.2 Secondary Hazards 10

3.4.3 Site Acceleration and Seismic Coefficients 11
Section 4 CONCLUSIONS 13
Section 5 PRELIMINARY RECOMMENDATIONS 15

5.1 Summary of Preliminary Recommendations 15

5.2 Site Development — Grading 15

5.3 Excavations and Utility Trenches 17

5.4 Slope Stability of Graded Slopes 18

5.5 Seismic Design Criteria 18

5.6 Mitigation of Soil Corrosivity on Concrete 19
Section 6 LIMITATIONS AND ADDITIONAL SERVICES 20

6.I Uniformity of Conditions and Limitations 20

6.2 Additional Services 21
REFERENCES 22

APPENDIX A
Figure 1 — Site Location Map
Figure 2 — Percolation Test and Seismic Refraction Line Location Map Figure 3 — Regional Fault Map
Figure 4 — Geologic Map
Figure 5 — Conceptual Site Plan
Double Ring Infiltration Test Data
Table 1 — Fault Parameters
EARTH SYjr 1I IIATSI

March 15, 2006
Section 1

INTRODUCTION
1 File No.: 10530-01
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PLANNING -LEVEL

GEOTECHNICAL FEASIBILITY REPORT

PROPOSED EXPANSION PROJECT

THE LODGE AT RANCHO MIRAGE

FRANK SINATRA DRIVE

RANCHO MIRAGE, CALIFORNIA

1.1 Project Description
This planning -level geotechnical feasibility report has been prepared for the proposed expansion project of the existing hotel and facilities of The Lodge at Rancho Mirage. New developments are proposed for several portions of the approximately 37.5 -acre planning area. The site is located at the western terminus of Frank Sinatra Drive in the City of Rancho Mirage, California.

The existing hotel will be renovated and expanded, and will also include a free-standing addition of rooms and suites, including new spa suites and facilities. The proposed expansion plans include the conversion of the existing tennis facilities to tennis villas. The project will result in the construction of an additional four hotel rooms and include up to 154 hotel/condominium units of primarily one- and two-story construction.

1.2 Site Description
The project site consists of approximately 37.5 acres of developed and undeveloped land surrounding the existing resort located at 68-900 Frank Sinatra Dive in the City of Rancho Mirage, California. The site location is shown on Figure 1 in Appendix A.

The project is situated in an arca of rugged foothills and canyons near the base of the Santa Rosa Mountains. The area's site topography is generally dominated by northeast to southwest trending ridges and canyons. Total relief at the project site is on the order of approximately 60 feet.

The proposed expansion project is divided into five sub -areas as described below:
• The Hotel Renovation sub-arca consists of approximately 15.55 acres of mostly developed land and is the current location of the hotel. Landscaping exists over much of the undeveloped portions and a grass -covered retention basin is present on the eastern side of the hotel. Steep, naturally vegetated slopes are present on the northwestern and northeastern sides of the hotel.
• The Tennis Villas sub -area consists of approximately 6.42 acres of mostly developed land and is currently the location of the tennis courts and clubhouse. A grass lawn, a concrete patio, and a sand volleyball court are also present in this sub -area. Two steep, naturally vegetated hills are present on the northern and southern sides of the tennis courts and the ground surface slopes steeply away on the northeastern side of the sub -area.
• The Spa & Suites sub -area is adjacent to the eastern boundary of the Hotel Renovation sub -area. It consists of approximately 2.28 acres of naturally vegetated hills.

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• The T -Wing sub -area consists of approximately 2.28 acres south of the existing hotel. A portion of this sub -area has been cleared and graded and the rest is undeveloped, naturally vegetated hills.
• The Hotel Villas sub -area consists of approximately 10.95 acres along the southern boundary of the site. A paved road has been cut into the hills on the eastern side of the sub -area and a portion in the northeast comer has been cleared and graded flat. A northeast -southwest trending, unpaved road divides the sub -area approximately in half and a portion near the center of the sub -area has been cleared and lightly graded. The rest of the sub -area consists of naturally vegetated rolling hills. A paved road of the adjacent Mirada residential development defines the southern boundary of this sub -area.

The history of past use and development of the property was not investigated as part of our scope of services. Indications of buried utilities were not observed during the site visit, but may be expected around the existing structures.

1.3 Purpose and Scope of Work
The purpose for our services was to evaluate the site soil and bedrock conditions and to provide professional opinions and preliminary recommendations regarding the proposed development of the site. The scope of work included the following:
➢ A review of relevant geotechnical and geological literature and maps, including maps from the United States Geological Survey, the California Division of Mines and Geology, United States Department of Agriculture — Soil Conservation Service (USDA-SCS), previous Earth Systems reports in the site vicinity, and other relevant information. ➢ Examination and interpretation of selected vertical stereo aerial photographs. > Site reconnaissance of the subject property based on our literature and photo reviews. ➢ A review of the referenced seismic refraction survey prepared by Terra Geosciences by our in-house geophysicist to evaluate the subsurface bedrock conditions and correlate these results to similar survey lines performed by ESSW on adjacent sites. > An evaluation of surface drainage conditions and flooding potential by our in-house geologist based on literature and photo reviews as well as field investigation. ➢ Field infiltration testing for storm water retention using a double -ring infiltrometer. ➢ An engineering analysis and evaluation of the acquired data from our reconnaissance. ➢ A summary of our findings and recommendations in this written report.

This report contains the following:
9 Discussions on subsurface soil/bedrock and groundwater conditions. ➢ Discussions on regional and local geologic conditions. ➢ Discussions on geologic and seismic hazards.
➢ Preliminary recommendations regarding:
• Site development and grading criteria.
• Excavation conditions and buried utility installations. • Seismic design parameters.

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Not Contained in This Report: Although available through Earth Systems Southwest, the current scope of our services does not include:
➢ A site -specific design -level geotechnical investigation. ➢ A corrosive study to determine cathodic protection of concrete or buried pipes. ➢ An environmental assessment.
➢ An investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, surface water, groundwater, or air on, below, or adjacent to the subject property. ➢ A geologic fault -rupture hazard evaluation.

The client did not direct ESSW to provide any service to investigate or detect the presence of moisture, mold, or other biological contaminates in or around any structure, or any service that was designed or intended to prevent or lower the risk or the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment, with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of ESSW's control and that mold amplification will likely occur or continue to occur in the presence of moisture. As such, ESSW cannot and shall not be held responsible for the occurrence or recurrence of mold amplification.

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Section 2

METHODS OF INVESTIGATION

2.1 Field Reconnaissance
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Because of shallow bedrock conditions over the entire project site, as well as the abundance of large cobbles and boulders, subsurface exploration of the site with the use of conventional soil boring equipment is not feasible.

As an alternative to soil borings. a surface geologic reconnaissance was performed by an ESSW geologist on February 23 and March 9, 2006, as well as a review of geotechnical reports performed by ESSW on nearby projects and seismic refraction surveys conducted by Terra Geosciences in October 2004 and by ESSW on February 23, 2006.

2.2 Infiltration Testing
We conducted an open, double -ring infiltrometer test on March 1, 2006. The test was conducted at about 13 to 15 inches below existing grade and in general accordance with ASTM D3385.

The purpose of the testing was to determine the appropriate infiltration rate to be used in design of the storm water retention basins. Several attempts were made to set the infiltrometer rings at various sites. Most attempts failed due to shallow bedrock and/or rocky soil conditions. The sites were chosen based on the cut/fill map dated February 10, 2006 and produced by MSA Consulting, Inc. We attempted to locate the test sites in areas that would remain at existing grade. Ultimately, only one of five sites was amenable to double -ring infiltrometer testing. The infiltration test location is shown on the attached location map (Figure 2).

An outer steel ring (24 -inch diameter) and an inner steel ring (12 -inch diameter) were driven about 13 to 15 centimeters into undisturbed soil. The purpose of the outer ring is to create a hydraulic barrier so that the recorded drop in water level of the inner ring measures the vertical infiltration without lateral spreading. Both rings were filled with water to a depth of about 6 inches and maintained with a float control valve or periodic refilling. Successive readings of infiltration flow were made over 15- to 60 -minute periods until a stabilized flow was recorded.

A plot of infiltration rates over time is presented on the attached test results.

The infiltration rate measured is presented in the following table in metric and equivalent English units.

Test
ID
Depth
(cm)
Infiltration
(cm/hr)
Rate
(in/hr) (gal/sf/day)
P-1
13-15

8.2 3.2 49
The designer of the storm water retention basin should decide on an appropriate factor of safety to apply to reported infiltration rates. Infiltration of storm water through the bottom of the basin may be significantly less than the values given over time because of siltation of the basin bottom and development of a film. from road oils from paved streets. Maintenance of the retention basin is crucial if no factor of safety is applied. Maintenance may include periodically scarifying the bottom of basin to open soil pores clogged by siltation, oils, or vegetation growth. A silt and oil

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trap placed at influent points may be considered to reduce the potential for reduction in the infiltration rate of soils.

2.3 Seismic Refraction
A seismic refraction survey was performed by Terra Geosciences in the proposed Hotel Villas area in November 2004. The seismic P -wave velocities reported from this survey agreed with other similar surveys performed by ESSW in February 2006 on adjacent sites in the same rock units.

The results indicate a thin (approximately 2- to 4 -foot) soil layer underlain by a 5- to 15 -foot thick weathered bedrock zone that is, in turn, underlain by bedrock. The soil layer should excavate with no difficulty. The weathered bedrock zone should excavate with moderate difficulty to difficulty, with some zones requiring drilling and blasting. Lateral variations in rippability will occur due to variations in fracture density. The bedrock unit will require drilling and blasting.

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Section 3

DISCUSSION

3.1 Earth Materials
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The field exploration indicates that site materials consist generally of outcropping pre -Cretaceous metasedimentary rocks overlain in the T -Wing and Hotel Villas areas by an approximately 1- to 5 -foot layer of gravelly sand with silt to silty sand with gravel (Unified Soils Classification System symbols SW-SM and SM).

The soil matrix is visually classified to be in the very low expansion (EI < 20) category in accordance with Table 18A -I -B of the California (Uniform) Building Code.

Fine particulate matter (PM10) can create an air quality hazard if dust is blowing. Watering the surface, planting grass or landscaping, or placing hardscape normally mitigates this hazard.

3.2 Groundwater
The depth to groundwater in the vicinity of the project site is believed to be greater than 200 feet.

Groundwater levels may fluctuate with precipitation, irrigation, drainage, regional pumping from wells, and site grading. The absence of shallow groundwater levels may not represent an accurate or permanent condition; minor localized and seasonal perched groundwater conditions may occur within and adjacent to well defined drainages on the site.

The bedrock that underlies the site is considered to be essentially non -water -bearing and does not form a continuous aquifer. However, some groundwater is likely to be contained at depth within intermittent joints and fractures of the bedrock. No seeps or springs were observed at the site during our field reconnaissance. However, after periods of heavy rainfall, seeps may form where bedrock discontinuities containing groundwater intersect the ground surface or in canyon bottoms where water flows within the alluvial deposits.

The potential for seeps may increase where fill soils are placed over canyons and drainages.

Sub -drains placed at the bottoms of canyon fills may be required in order to reduce the potential for saturation of the fill soils and possible settlement or other ground failures that could result.

3.3 Geologic Setting

3.3.1 Regional Geology
The site is located at the northern edge of the Santa Rosa Mountains, which border the southwest part of the Coachella Valley. The site is located within the Peninsular Ranges geomorphic province, at the boundary of the Colorado Desert geomorphic province. The Peninsular Ranges are characterized by fault -controlled, elongated northwest -trending valleys and ranges. These ranges and valleys extend from the southern end of Baja California to the Los Angeles basin.

The rocks underlying this province consist of ancient sedimentary and metasedimentary (partially metamorphosed sedimentary rocks) that mantle a core of granitic rocks that comprise the Southern California Batholith.

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The dominant feature of the Colorado Desert province is the Salton Trough. a large northwest -trending structural depression that extends approximately 180 miles from San Gorgonio Pass, near Palm Springs, to the head of the Gulf of California. Much of this depression in the area of the Salton Sea is below sea level.

The Coachella Valley forms the northerly portion of the Salton Sea basin. The valley contains a thick sequence of sedimentary rocks that are Miocene to Holocene in age. Mountains surrounding the Coachella Valley include the Little San Bernardino Mountains on the northeast, foothills of the San Bernardino Mountains on the west, and the San Jacinto and Santa Rosa Mountains on the southwest.

The San Andreas fault zone is the most significant potential seismic source in the site vicinity. In the upper portion of the Coachella Valley, the San Andreas fault zone is comprised of the Garnet Hill, the Banning, and the Mission Creek faults, which are located 5, 7.5, and 9.5 miles to the northeast of the site, respectively. These faults trend northwest to southeast. The San Andreas fault in the Coachella Valley is believed to be capable of generating a magnitude 7.5 to 8 earthquake. The larger value would be expected if the Coachella Valley segment ruptured concurrently with the San Bernardino Mountains segment (WGCEP, 1995). The San Jacinto fault is located approximately 17 miles to the southwest of the site and is believed to be capable of producing a magnitude 7 earthquake.

3.3.2 Local Geology
The on -site geology reflects a typical contact metamorphic zone along an igneous/sedimentary contact. The metamorphic contact zone contains pegmatitic marble and various calc-silicates.

These rocks were formed by the modification of previously existing sediments by the intense heat associated with the intrusion of the igneous rocks. Several baked zones and feldspar and quartz rich gneiss mark the contact zone. Minor quartzite and schist are found; however, marble and marbleized limestone dominate the area. These metamorphic rocks are designated "ms" on Figure 4 in the appendix. In the vicinity of the proposed Tennis Villas, the predominant rocks are strongly folded metasediments. Toward the east, the metamorphism grades into foliated migmatites. This is the predominant rock type in the vicinity of the proposed Spa and Suites.

Several inactive faults were observed in outcroppings and on cut -slopes in the vicinity of the proposed Spa and Suites and Tennis Villas areas. Large (lm) gouge zones are typical, as are abundant auxiliary faults. Folds ranging from isoclinal to chevron in structure were also observed across the site. The following observations were made regarding these faults:
• There are fault gouge and slickensides, but the gouge and adjacent zones on some faults are deeply weathered and oxidized, as evidenced by the orange color. This deep weathering implies antiquity.
• They are not shown on the Santa Ana Sheet of the California Geologic Map. • They are neither in a California State designated Alquist-Priolo fault study zone nor in a Riverside County fault study zone.

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• There is evidence for 6 to 10 centimeters of offset in Pre -Cretaceous metasediments — very little movement for faults that are millions of years old. • There are no surface topographic expressions of the structures. • They are probably related to orogenic deformation during the creation of the San Jacinto and Santa Rosa Mountains.

Based on the above evidence, it is our professional opinion that the faults are pre -Holocene and inactive. They are probably older than one million years.

Many of the bedrock areas are highly fractured. The predominant fracture orientation dips about 50 degrees to the northeast with a less predominate orientation dipping 45 degrees to the northwest.

Fractures range is size from 1 cm to lm.

Veins consisting of quartz and calcite are scattered throughout the area, following the orientation of the fractures described above. Veins range from lcm to lm thick.

Surface drainage in the Tennis Villas area is generally to the west and into one of two deep canyons. In the southeastern portion of this arca, runoff is to the east and into gutters along Frank Sinatra Drive.

In the T -Wing and Hotel Villas areas, runoff is mostly to the west and into gutters along Frank Sinatra Drive. Runoff at the extreme east end of this area is into a deep canyon to the east. This area is characterized by an approximately 15- to 20 -foot high plateau with a thin (2- to 5 -foot) veneer of soil/regolith. The plateau is dissected by numerous shallow drainages flowing mostly toward the west.

In the proposed Spa and Suites area, drainage off the hillside is toward the west and into a grass -covered retention basin. This basin drains into a deep canyon to the north, which then flows past two CVWD water tanks.

3.3.3 Descriptive Geology
Site geology is presented in Figure 4. Geology was mapped from existing geologic maps, aerial and satellite photographs, and field verification. Contacts shown are approximate. A more detailed geologic map is beyond the scope of this preliminary report. Geologic units encountered during our site reconnaissance include the following:

Pre -Cenozoic Metamorphic Rocks (ms): Palm Canyon Complex — interbedded crystalline limestone, quartzite, quartz -mica schist, and granitic gneiss; in many places intruded lit -par -lit by granitic rocks. These rocks underlie the entire project site. Metamorphism grades from folded metasediments to the west to strongly foliated migmatites to the east.

Artificial Fill (af): Man-made fill deposits.

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3.4 Geologic Hazards
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Geologic hazards that may affect the region include seismic hazards (ground shaking, surface fault rupture, soil liquefaction, and other secondary earthquake -related hazards), slope instability, flooding, ground subsidence, and erosion. A discussion follows on the specific hazards to this site.

3.4.1 Seismic Hazards
Seismic Sources: Several active faults or seismic zones lie within 62 miles (100 kilometers) of the project site as shown on Table 1 in Appendix A. The primary seismic hazard to the site is strong ground shaking from earthquakes along the San Andreas and San Jacinto faults. The Maximum Magnitude Earthquake (Mme) listed is from published geologic information available for each fault (Cao et al., CGS, 2003). The Mmax corresponds to the maximum earthquake believed to be tectonically possible.

Surface Fault Rupture: The project site does not lie within a currently delineated State of California, Alquist-Priolo Earthquake Fault Zone (Hart, 1997). Well -delineated fault lines cross through this region as shown on California Geological Survey (CGS) maps (Jennings, 1994).

No active or potentially active faults are known to exist on or immediately adjacent to the site.

Regional maps (Rogers, 1965 and Jennings, 1994) do indicate a bedrock fault crossing approximately '/z mile south of the site. Jennings (1994) shows this fault as being without recognized Quaternary movement and is apparently an inactive fault within the ancient bedrock complex. Several small faults can be observed within the bedrock units in the arca, but do not disrupt overlying Pleistocene terrace deposits and do not otherwise display features that would suggest recent movement. No evidence exists that would suggest that active faulting exists along the southern margins of the Coachella Valley.

While fault rupture would most likely occur along previously established fault traces, future fault rupture could occur at other locations. The nearest known active fault to the site is the San Andreas fault, as discussed previously in the Regional Geology section of this report. Active fault rupture is therefore unlikely to occur at the project site.

Historic Seismicity: Six historic seismic events (5.9 M or greater) have significantly affected the Coachella Valley in the last 100 years. They are as follows:
• Desert Hot Springs Earthquake — On December 4, 1948, a magnitude 6.5 ML (6.0Mw) earthquake occurred east of Desert Hot Springs. This event was strongly felt in the Palm Springs area.
• Palm Springs Earthquake — A magnitude 5.9 M1 (6.2Mw) earthquake occurred on July 8, 1986 in the Painted Hills, causing minor surface creep of the Banning segment of the San Andreas fault. This event was strongly felt in the Palm Springs area and caused structural damage, as well as injuries.
• Joshua Tree Earthquake — On April 22, 1992, a magnitude 6.1 ML (6.1 Mw) earthquake occurred in the mountains 9 miles east of Desert Hot Springs. Structural damage and minor injuries occurred in the Palm Springs area as a result of this earthquake.

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• Landers and Big Bear Earthquakes — Early on June 28, 1992, a magnitude 7.5 Ms (7.3Mw) earthquake occurred near Landers, the largest seismic event in Southern California for 40 years. Surface rupture occurred just south of the town of Yucca Valley and extended some 43 miles toward Barstow. About three hours later, a magnitude 6.6 Ms (6.4Mw) earthquake occurred near Big Bear Lake. No significant structural damage from these earthquakes was reported in the Palm Springs area.
• Hector Mine Earthquake — On October 16, 1999, a magnitude 7.1 Mw earthquake occurred on the Lavic Lake and Bullion Mountain faults north of Twentynine Palms. While this event was widely felt, no significant structural damage has been reported in the Coachella Valley.

Seismic Risk: While accurate earthquake predictions are not possible, various agencies have conducted statistical risk analyses. In 2002, the California Geological Survey (CGS) and the United States Geological Survey (USGS) completed the latest generation of probabilistic seismic hazard maps. We have used these maps in our evaluation of the seismic risk at the site. The Working Group of California Earthquake Probabilities (WGCEP, 1995) estimated a 22% conditional probability that a magnitude 7 or greater earthquake may occur between 1994 and 2024 along the Coachella segment of the San Andreas fault.

The primary seismic risk at the site is a potential earthquake along the San Andreas fault.

Geologists believe that the San Andreas fault has characteristic earthquakes that result from rupture of each fault segment. The estimated characteristic earthquake is magnitude 7.7 for the Southern Segment of the fault (USGS, 2002). This segment has the longest elapsed time since rupture of any part of the San Andreas fault. The last rupture occurred about 1690 AD, based on dating by the USGS near Indio (WGCEP, 1995). This segment has also ruptured on about 1020, 1300, and 1450 AD, with an average recurrence interval of about 220 years. The San Andreas fault may rupture in multiple segments, producing a higher magnitude earthquake. Recent paleoseismic studies suggest that the San Bernardino Mountain Segment to the north and the Coachella Segment may have ruptured together in 1450 and 1690 AD (WGCEP, 1995).

3.4.2 Secondary Hazards
Secondary seismic hazards related to ground shaking include soil liquefaction, ground subsidence, tsunamis, and seiches. The site is far inland, so the hazard from tsunamis is non-existent. At the present time, no water storage reservoirs are located in the immediate vicinity of the site. Therefore, hazards from seiches are considered negligible at this time.

Soil Liquefaction: Liquefaction is the loss of soil strength from sudden shock (usually earthquake shaking), causing the soil to become a fluid mass. In general, for the effects of liquefaction to be manifested at the surface, groundwater levels must be within 50 feet of the ground surface and the soils within the saturated zone must also be susceptible to liquefaction.

The potential for liquefaction to occur at this site is considered essentially nil because the site is underlain by non -water -bearing crystalline bedrock. In addition, the project does not lie within a County or State liquefaction hazard zone.

Ground Subsidence: Non -tectonic ground deformation consists of cracking of the ground with little to no displacement. This type of deformation is generally associated with differential shaking of two or more geologic units with differing engineering characteristics. Ground FAR,�}� SYSTEM 2s3 ��FST

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deformation may also be caused by liquefaction. The potential for this type of ground deformation is considered to be low because the site is not vulnerable to liquefaction and is underlain by relatively uniform bedrock.

The potential for seismically induced ground subsidence is considered low at the site because of the underlying dense bedrock. Uncompacted fill areas may be susceptible to seismically induced settlement.

Slope Instability: Cut and fill slopes are proposed at the site. Cut slopes in the on -site bedrock at a maximum inclination of 2:1 (horizontal:vertical) are expected to be grossly stable. However, discontinuities present in the rock, such as bedding planes, joints, or faults, may affect the slope's stability. The potentially adverse effect of these discontinuities would depend on their orientation in relation to the orientation of the slope face.

Properly constructed fill slopes are expected to be grossly stable, using the recommendations contained within this report and a subsequent design -level geotechnical engineering report.

Surficial stability will be dependent on proper drainage design and erosion protection.

Flooding and Erosion: The project site does not lie within a designated FEMA 100- or 500 -year flood plain. The project site is situated in an area where sheet flooding, flash flooding, and erosion may occur.

The need for and design of flood control devices and erosion protection is within the purview of the design civil engineer. In general, erosion should be mitigated by proper drainage design including collecting and disposal (conveyance) of water to approved points of discharge.

Appropriate project design, construction, and maintenance will be necessary to mitigate the site flooding hazards.

3.4.3 Site Acceleration and Seismic Coefficients
Site Acceleration: The potential intensity of ground motion may be estimated by the horizontal peak ground acceleration (PGA), measured in "g" forces. Included in Table 1 are deterministic estimates of site acceleration from possible earthquakes at nearby faults. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone.

Accelerations are also dependent upon attenuation by rock and soil deposits, direction of rupture, and type of fault. For these reasons, ground motions may vary considerably in the same general area. This variability can be expressed statistically by a standard deviation about a mean relationship.

The PGA alone is an inconsistent scaling factor to compare to the CBC Z factor and is generally a poor indicator of potential structural damage during an earthquake. Important factors influencing the structural performance are the duration and frequency of strong ground motion, local subsurface conditions, soil -structure interaction, and structural details.

The following table provides the probabilistic estimate of the PGA taken from the 2002 CGS/USGS seismic hazard maps.

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12 Estimate of PGA from 2002 CGS/USGS
Probabilistic Seismic Hazard Maps
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Risk
Equivalent Return
Period (years)
PGA (g)
10% exceedance in 50 years
475

0.48 Notes:

I. Based on a soft rock site, SB,c, and soil amplification factor of 1.0 for Soil Profile Type SB. 2001 CBC Seismic Coefficients: The California Building Code (CBC) seismic design criteria are based on a Design Basis Earthquake (DBE) that has an earthquake ground motion with a 10% probability of occurrence in 50 years. The PGA estimate given above is provided for information on the seismic risk inherent in the CBC design. The seismic and site coefficients given in Chapter 16 of the 2001 California Building Code are provided in Section 5.5 of this report and below.
2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions Reference
Seismic Zone: 4 Figure 16-2
Seismic Zone Factor, Z: 0.4 Table 16-I
Soil Profile Type: Sa Table 16-J
Seismic Source Type: A Table 16-U
Closest Distance to Known Seismic Source: 11.7 km = 7.3 miles (San Andreas fault) Near Source Factor, Na: 1.00 Table 16-S
Near Source Factor, Nv: 1.13 Table 16-T
Seismic Coefficient, Ca: 0.40 = 0.40Na Table 16-Q
Seismic Coefficient, Cv: 0.45 = 0.40Nv Table 16-R
Seismic Hazard Zones: The site does not lie within a liquefaction, landslide, or fault rupture hazard area or zone established by the 2003 Riverside County Integrated Project. This part of Riverside County has not yet been snapped by the California Seismic Hazard Mapping Act (Ca.

PRC 2690 to 2699).

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Section 4

CONCLUSIONS
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The following is a summary of our conclusions and professional opinions based on the data obtained from a review of selected technical literature and the site evaluation.

General:
➢ From a geotechnical perspective, the site is suitable for the proposed development, provided the recommendations in this report and subsequent design -level geotechnical investigations are followed in the design and construction of this project.

Geotechnical Constraints and Mitigation:
> The primary geologic hazard is severe ground shaking from earthquakes originating on nearby faults. A major earthquake above magnitude 7 originating on the local segment of the San Andreas fault zone would be the critical seismic event that may affect the site within the design life of the proposed development. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. > The project site is in seismic Zone 4, is of soil profile Type SB, and is about 1 L7 km from a Type A seismic source as defined in the California Building Code. A qualified professional should design any permanent structure constructed on the site. The minimum seismic design should comply with the 2001 edition of the California Building Code. ➢ The project site is situated in an area where sheet flooding, flash flooding, and erosion may occur. Preventative measures to reduce seasonal flooding and erosion should be incorporated into site grading plans.
> Other geologic hazards, including fault rupture, liquefaction, seismically induced flooding, and landslides, are considered low or negligible on this site. ➢ The project site does not lie within a currently delineated State of California, Alquist- Priolo Earthquake Fault Zone; active fault rupture is unlikely to occur at the project site. ➢ Groundwater -related issues should not be a factor in design or construction at this site, with the exception of possible need for sub -drains in deep canyon fills. ➢ The potential for undesirable differential settlements may exist at the site resulting from variable depths to bedrock across proposed building pads. This potential hazard can be reduced by either grading uniform mats of compacted fill or by deepening foundations to bear completely on competent bedrock. Deepening the foundation to bedrock will result in a variable depth foundation to mirror the irregular depth to bedrock. Foundations founded on a structural mats of recompacted soil will require moisture conditioning, verification compaction testing, and possible over -excavation and recompaction in the building area and, in particular, bedrock areas.

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> Excavation in shallow bedrock will likely require special grading equipment. Although preliminary rippability studies indicate heavy-duty grading equipment may be feasible, blasting could be necessary for deeper cuts. Difficulty may also be experienced in areas of deeper excavation such as utility trenches, swimming pools, and spas.

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Section 5

PRELIMINARY RECOMMENDATIONS
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5.1 Summary of Preliminary Recommendations
Based upon the data collected to date, the following preliminary recommendations are provided relative to the proposed development and noted geologic and geotechnical constraints. > All proposed structures should be designed in accordance with at least minimum building code standards for Seismic Zone 4 as described in the 2001 California Building Code Vo1. 2. The minimum seismic design should comply with the 2001 edition of the California Building Code.
> Measures to minimize sheet flooding and erosion should be incorporated into the overall project design. The need for and design of flood control devices and erosion protection is within the purview of the design civil engineer. In general, erosion should be mitigated by proper drainage design, including collecting and disposal (conveyance) of water to approved points of discharge.
> The entire project area consists essentially of shallow or exposed bedrock with deep proposed cuts that will significantly impact the grading and subsequent construction of the proposed site improvements. Site grading will require specialized equipment to properly handle the large anticipated volume of oversized rock and rock fragments. ➢ Construction proposed within or adjacent to hillside areas of the site may require site -specific detailed geotechnical studies incorporated with specific design parameters to evaluate slope stability of existing and planned slopes and to provide additional mitigation measures, if necessary. Appropriate structure setbacks from ascending and descending slopes, per code requirements, should be incorporated into site design. > Additional geotechnical engineering studies are recommended to evaluate design -level engineering properties of the subsurface earth materials and to develop recommendations for remedial site grading and foundation design. Site -specific geotechnical issues, including slope instability, collapse potentials, corrosion potentials, and differential settlement due to unlike bearing materials, should be addressed.

5.2 Site Development — Grading
The following preliminary recommendations are for planning and feasibility purposes only; actual grading recommendation should be based on site -specific geotechnical constraints obtained during a design -level evaluation of the site tailored to the final proposed site development.

Clearing and Grubbing: At the start of site grading, existing vegetation, trees, large roots, pavements, foundations, non -engineered fill, construction debris, trash, and abandoned underground utilities should be removed from the proposed building, structural, and pavement areas. The surface should be stripped of organic growth and removed from the construction area.

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16 File No.: 10530-01
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Areas disturbed during demolition and clearing should be properly backfilled and compacted as described below.

Dust control should also be implemented during construction. Site grading should be in strict compliance with the requirements of the South Coast Air Quality Management District (SCAQMD).

Mass Grading: Because of the shallow depth to bedrock and resulting accumulation of cobbles and boulder -sized rock fragments, conventional earthmoving equipment such as scrapers and other light equipment may not be suitable for grading portions of the site. Heavy equipment such as large bulldozers and loaders equipped with a rock "bucket" will likely be necessary.

Disposal of Oversize Rock: Rock greater than 6 inches in maximum dimension should not be placed within the upper 3 feet of finish grade within building areas, where they may interfere with footing trenches, or in areas where they may interfere with the installation of underground utilities. Rock up to 12 inches in size may be incorporated in deeper structural fill or non-structural areas. A portable crusher could be brought to the job site to break down the boulders for use in fill areas. Crushed materials no greater than 6 inches in maximum dimension may be used for structural fill.

It may also be feasible to dispose of boulders (>12 -inch size) within the deeper portions of nonstructural fill and passive use areas to be landscaped. Boulders that are buried below nonstructural fills should be placed in neat windrows and in a manner to avoid nesting and then covered with on -site or imported granular soils. The soil cover should then be thoroughly watered and wheel -rolled to fill voids between the boulders. These rock disposal areas should be designated on the grading plans.

Building Pad Preparation: In order to limit the potential for differential settlement between adjacent load -bearing members, proposed structures should be founded on either a uniformly thick structural mat of recompacted soil or deepened foundations bearing on competent bedrock.

In areas where proposed building pads result in transitional lots of cut into bedrock and fill, footings should bear on a mat of soil at least 4 feet thick. Additional over -excavation and replacement of soil may be required beneath footings where shallow rock is encountered. This is particularly true where proposed structures encroach on the existing rock outcrops.

Subgrade Preparation: In areas to receive pavements or hardscape, the ground surface should be scarified, moisture conditioned, and compacted to at least 90% relative compaction (ASTM D 1557) for a depth of 12 inches below finished subgrades.

Engineered fill Soils: The native soil (after processing to remove rocks greater than 6 inches in size) is suitable for use as engineered fill and utility trench backfill. The native soil should be placed in maximum 8 -inch lifts (loose) and compacted to at least 90% relative compaction (ASTM D1557) near its optimum moisture content.

Imported fill soils (if required) should be non -expansive, granular soils meeting the USCS classifications of SM, SP-SM, or SW-SM with a maximum rock size of 3 inches and 5 to 35% EARTH SYyTAIf6TIiWEST

March 15, 2006
17 File No.: 10530-01
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passing the No. 200 sieve. The geotechnical engineer should evaluate the import fill soils before hauling to the site. However, because of the potential variations within the borrow source, import soil will not be prequalified by ESSW. The imported fill should be placed in lifts no greater than 8 inches in loose thickness and compacted to at least 90% relative compaction (ASTM D1557) near optimum moisture content.

Shrinkage/Bulking and Loss: The shrinkage factor of the soil (additional to the loss of oversize rocks) is expected to range from 10 to 20 percent for the upper excavated or scarified site soils.

This estimate is based on compactive effort to achieve an average relative compaction of about 92% and may vary with contractor methods. Subsidence is estimated to be less than 0.2 foot.

Losses from site clearing and removal of oversize rock will affect earthwork quantity calculations and should be considered.

An accurate estimation of the shrinkage/bulking of materials generated in bedrock excavations is extremely difficult. This fact, combined with the volume of proposed grading, could result in the job being out of balance. Because most of the excavated materials will be dense bedrock, it is more likely that bulking will occur, rather than shrinkage. Careful monitoring of cut/fill quantities during grading will be necessary so that adjustments to final design grades can be made relatively early in the grading operation.

Site Drainage: Positive drainage should be maintained away from the structures (5% for 5 feet minimum) to prevent ponding and subsequent saturation of the foundation soils. Gutters and downspouts should be considered as a means to convey water away from foundations if adequate drainage is not provided. Drainage should be maintained for paved areas. Water should not pond on or near paved areas.

5.3 Excavations and Utility Trenches
Excavations should be made in accordance with Ca1OSHA requirements. Our site exploration and knowledge of the general area indicates there is a potential for caving of site excavations (utilities, footings, etc.). Excavations within sandy soil should be kept moist, but not saturated, to reduce the potential of caving or sloughing. Where excavations over 4 feet deep arc planned, lateral bracing or appropriate cut slopes should be provided. No surcharge loads from stockpiled soils or construction materials should be allowed within a horizontal distance measured from the top of the excavation slope and equal to the depth of the excavation.

Utility Trenches: Backfill of utilities within roads or public right-of-ways should be placed in conformance with the requirements of the governing agency (water district, public works department, etc.). Utility trench backfill within private property should be placed in conformance with the provisions of this report. In general, service lines extending inside of property may be backfilled with native soils compacted to a minimum of 90% relative compaction. Backfill operations should be observed and tested to monitor compliance with these recommendations.

Some blasting may be necessary in the deeper cut areas of the site, and may be desirable from an efficiency standpoint even where ripping with heavy equipment is feasible. Excavation of on -site bedrock materials will most likely generate a significant quantity of oversize material (rocks over 12 inches in average diameter). These materials are unsuitable for use in compacted fill near

EARTH SYSTEMS SOUTHWEST
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18 File No.: 10530-01
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final street or pad grades because of the difficulty in achieving uniform compaction and difficulties in subsequent excavations for utilities and foundations. Recommendations for disposal of oversized rock in deep fill areas are provided in Section 5.2; however, it should be recognized that oversized rock disposal will result in inefficiencies during grading.

5.4 Slope Stability of Graded Slopes
Unprotected, permanent graded slopes should not be steeper than 3:1 (horizontal:vertical) to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1.

However, maintenance with motorized equipment may not be possible at this inclination. Fi11 slopes should be overfilled and trimmed back to competent material.

5.5 Seismic Design Criteria
This site is subject to strong ground shaking due to potential fault movements along the San Andreas and San Jacinto faults. Engineered design and earthquake -resistant construction increase safety and allow development of seismic areas. The minimum seismic design should comply with the 2001 edition of the California Building Code using the seismic coefficients given in the table below.
2001 CBC Seismic Coefficients for Chapter 16 Seismic Provisions Reference
Seismic Zone: 4 Figure 16-2
Seismic Zone Factor, Z: 0.4 Table 16-I
Soil Profile Type: SB Table 16-J
Seismic Source Type: A Table 16-U
Closest Distance to Known Seismic Source: 11.7 km = 7.3 miles (San Andreas fault) Near Source Factor, Na: 1.00 Table 16-S
Near Source Factor, Nv: 1.13 Table 16-T
Seismic Coefficient, Ca: 0.40 = 0.40Na Table 16-Q
Seismic Coefficient, Cv: 0.45 = 0.40Nv Table 16-R
The CBC seismic coefficients are based on scientific knowledge, engineering judgment, and compromise. If further information on seismic design is needed, a site -specific probabilistic seismic analysis should be conducted.

The intent of the CBC lateral force requirements is to provide a structural design that will resist collapse to provide reasonable life safety from a major earthquake, but may experience some structural and nonstructural damage. A fundamental tenet of seismic design is that inelastic yielding is allowed to adapt to the seismic demand on the structure. In other words, damage is allowed. The CBC lateral force requirements should be considered a minimum design. The owner and the designer should evaluate the level of risk and performance that is acceptable.

Performance based criteria could be set in the design. The design engineer should exercise special care so that all components of the design are fully met with attention to providing a continuous load path. An adequate quality assurance and control program is urged during project

EARTH SYSTFMS SOUTHWEST
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construction to verify that the design plans and good construction practices are followed. This is especially important for sites lying close to the major seismic sources.

5.6 Mitigation of Soil Corrosivity on Concrete
Chemical analyses for corrosivity were not conducted during this preliminary study. The native soils should have a negligible to moderate sulfate ion concentration, but a moderate to high chloride ion concentration. Sulfate ions can attack the cementitious material in concrete, causing weakening of the cement matrix and eventual deterioration by raveling. Chloride ions can cause corrosion of reinforcing steel.

A minimum concrete cover of three (3) inches should be provided around steel reinforcing or embedded components exposed to native soil or landscape water. Additionally, the concrete should be thoroughly vibrated during placement.

The site soils may present a moderate to high potential for metal loss from electrochemical corrosion processes. Corrosion protection of steel can be achieved by using epoxy corrosion inhibitors, asphalt coatings, cathodic protection, or encapsulating with densely consolidated concrete.

Testing of site soils for corrosivity should be performed for the design -level geotechnical engineering report.

Earth Systems does not practice corrosion engineering. We recommend that a qualified corrosion engineer evaluate the corrosion potential on metal construction materials and concrete at the site to provide mitigation of corrosive effects, if further guidance is desired.

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or toxic materials in the soil, surface water, groundwater, or air on, below, or adjacent to the subject property.

6.2 Additional Services
This report is based on the assumption that an adequate program of client consultation, construction monitoring, and testing will be performed during the final design and construction phases to check compliance with these recommendations. Maintaining ESSW as the geotechnical consultant from beginning to end of the project will provide continuity of services.

The geotechnical engineering firm providing tests and observations shall assume the responsibility of Geotechnical Engineer of Record.

Construction monitoring and testing would be additional services provided by our firm. The costs of these services are not included in our present fee arrangements, but can be obtained from our office. The recommended review, tests, and observations include, but are not necessarily limited to, the following:
• Consultation during the final design stages of the project. • A review of the building and grading plans to observe that recommendations of our report have been properly implemented into the design.
• Observation and testing during site preparation, grading, and placement of engineered fill as required by CBC Sections 1701 and 3317 or local grading ordinances. • Consultation as needed during construction.
-000-
Appendices as cited are attached and complete this report.

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REFERENCES
Abrahamson, N., and Shedlock, K., editors, 1997, Ground motion attenuation relationships:

Seismological Research Letters, v. 68, no. 1, January 1997 special issue, 256 p.

American Concrete Institute (ACI), 2004, AC1 Manual of Concrete Practice, Parts 1 through 5.

American Society of Civil Engineers (ASCE), 2003, Minimum Design Loads for Buildings and Other Structures, ASCE 7-02.

California Department of Water Resources, 1964, Coachella Valley Investigation, Bulletin No. 108, 146 pp.

California Geologic Survey (CGS), 1997, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117.

Cao, T, Bryant, W.A., Rowhandel, B., Branum, D., and Wills, C., 2003, The Revised 2002 California Probabilistic Seismic Hazard Maps, California Geologic Survey (CGS), June 2003.

Envicom Corporation and the County of Riverside Planning Department, 1976, Seismic Safety and Safety General Plan Elements Technical Report, County of Riverside.

Frankel, A.D., et al., 2002, Documentation for the 2002 Update of the National Seismic Hazard Maps, USGS Open -File Report 02-420.

Hart, E.W., 1997, Fault -Rupture Hazard Zones in California: California Division of Mines and Geology Special Publication 42.

International Code Council (ICC), 2002, California Building Code, 2001 Edition.

Jennings, C.W, 1994, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, Geological Data Map No. 6, scale 1:750,000.

Jennings, C. W., 1967, Geologic Map of California - Salton Sea Sheet, California Division of Mines and Geology Regional Map Series, scale 1 :250,000.

Petersen, M.D., Bryant, W.A., Cramer, C.H., Cao, T., Reichle, M.S., Frankel, A.D., Leinkaemper, J.J., McCrory, P.A., and Schwarz, D.P., 1996, Probabilistic Seismic Hazard Assessment for the State of California: California Division of Mines and Geology Open -File Report 96-08.

Riverside County Planning Department, 2002, Geotechnical Element of the Riverside County General Plan — Hearing Draft.

Tokimatsu, K, and Seed, N.B., 1987, Evaluation of Settlements in Sands Due To Earthquake Shaking, ASCE, Journal of Geotechnical Engineering, Vol. 113, No. 8, August 1987.

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Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p.

Working Group on California Earthquake Probabilities, 1995, Seismic Hazards in Southern California: Probable Earthquakes, 1994-2024: Bulletin of the Seismological Society of America, Vol. 85, No. 2, pp. 379-439.

EARTH SYSTEMS SOUTHWEST
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APPENDIX A
1'4
itN
Figure 1 — Site Location Map
Figure 2 — Percolation Test and Seismic Refraction Line Location Map Figure 3 — Regional Fault Map
Figure 4 — Geologic Map
Figure 5 — Conceptual Site Plan
Double Ring Infiltration Test Data
Table l — Fault Parameters

EARTH SYSTEMS SOUTHWEST
1636

116°28'3(1"W
116°27'45"R'
549000 550000
116°27'(1 "W
551000
116°26'15"H'
552000
`• •T -- - u y '1 UN 7 s —
i
•T n_
•
Cathedral'
City
•
." .: I -7.,.::' :.
ti'7. v ,.�C' y j om •,.
1,
AGU'Ai CA1.lI1:NTi:
'S
•
MOM
34 INDIAN It I:Y.AT7(3N Fu6
s`
--, .....i G IEtA C
1 i I r rca.rec Mirk _
•
S1TE - "".w6Lr�'
• • r
1 •'• .1 ntt -41
`F.;„ -HIV -
♦•
♦ u -Rancho
r
s-.::, r_
�S
- �'' r ,. 1, - r.1R pia " • _
-
..•:".'• _ •
{ 7..7
--;';.c.•'--::,:47-,
~ ••
dy '' I , .t 1
; } > 11-
J II I 1C •1 .�' r •
- _ r j dad
1 I
549000
116°283u W
I T
550000
116'27'45"W
0 500 1.000
TI
551000
//6°277114,`
2,000 3,000 4,000 5.000
Feel
I I
552000
116°26'15"W
LEGEND
Site Boundary
1 Figure 1
Site Location Map
7 The Lodge at Rancho Mirage - Expansion
Frank Sinatra Drive
Rancho Mirage, California
nEarth Systems
Southwest
03/15/06
File No.: 10530-01

116'27'27"IV
550200
550300
116°27'32"W
550100
1 1
550100
116'27'32"W
116°2772"fV
550400
1 7,0 100 200 300 400 500

IMO ONO
IMO
550400
116°2772"W
Feet
11027'17" W
550500
1 550500
116°27'17"tW
LEGEND
Infilt-a..on Test
Seismic Refraction Lino
Seismic Line, Terra Geosciences
- .. - ..'
•
Site Boundary
Figure 2 - Percolation Test
& Seismic Refraction Line Location Map
The Lodge at Rancho Mirage - Expansion
Frank Sinatra Drive
Rancho Mirage, California
/ Earth Systems
ll Southwest
16-
03/15/06
File No.: 10530-01

35.0 X
■
34-
_
)K >

34.0 X a
' Site
S/�o~0
• Say
AN
ds dG/�
�

33.5 X

33.0 A
A •

32.5 -118.0 -117.5 -117.0 -116 5 -116.0 -115.5 -115.0
Boundaries • Site
County
Faults
Major Active Faults Active
Other Faults Dip Slip Fault Planes
X EQ M 5.5-5.9 ♦ EQ M 6-6.4
• EQ M 6.5-6.9 ■ EQ M 7+
Magnitude 5.5 or greater since
1800 are plotted based on CGS
Figure 3 - Regional Fault Map
database
Project. The Lodge Renovation Project, Rancho Mirage, CA File No.: 10530-01
a Earth Systems
~� Southwest
1639

116=27'32"w
549900 550000 550100 550200 550300
c -
n
0 7 M �
•
to
ms /
r\ Ni.., ms
/
ms / — - / \\
j ms J �� / //
1 / _ — / /
/ af of /
of f. - of 1
.; r., ms \ 1/
. \ af /---�` C,\
\ ms I\ //r) / I •
a4 \\ af \ af o \ `/ `�
# �I 1 1 .,i �\ af
'af j — - — — s\\ , / l'
`+ 1 ms ) ( . ms :Emit ....'
550500
549900 550000 550100 550200 550300 550400 550500
116°27?2"W
/16°2732"W
0 100 200
400
600
800

1.000
Feet
•I -III
af
ms
LEGEND
Site Boundary
Contact (Dashed Where Approximate)
Artificial Fill
Pre -Cretaceous Metasedimentary Rocks
1 C.
0 0
U,
cc
r
M
0 0
P7
0 Mf
Figure 4
Geologic Map
The Lodge at Rancho Mirage - Expansion
Frank Sinatra Drive
Rancho Mirage, California
Earth Systems
Southwest
03/15/06 File No • 10530-01

550000
1 1
550100
116°27'32"W
1 1
550400
116°27'22"W
550000
/16°27'32"W
550100
1 1
0 80
160
550200
550200
320
660
550300
550300
640
116°27',22"W
550400
1 l
800
Feet
LEGEND
•
I I Site Boundary

1.0 IS
Figure 5
Conceptual Site Plan
The Lodge at Rancho Mirage - Expansion
Frank Sinatra Drive
Rancho Mirage, California
1 _
elEarth Systems
�• Southwest
03/15/06
File No. 10530-01

EARTH SYSTEMS SOUTHWEST
DOUBLE RING INFILTRATION TEST DATA (ASTM D3385)
PROJECT: The Lodge
JOB NO: 10530-01
Constants
O.D.
in.

I.D.
(in.)
Area
sc cm.

Depth
of
Liquid
(cm)
Volume
Constant
(ccicm)
Conversions:
1 in/hr = 2 .54 cm/hr
5 .89 gal/st/day = 1 cm/hr
LOCATION: P-1
Inn er Ring

12.4 >

12.0 730
15 740
Outer Ring
23 .8

23.4 1993
13 740
Infiltration Rate cm/hr): [Flow (cc) x (60 min/hr)]1[Area (sq cm) x Incr Time (min)] Test By: JS Penetration of rings (cm) Inner: 13 Outer: 15 Flow Readings
Infiltratio n Test Results
Trial
Elapsed Time
Inn er
Outer
Liquid
Incr. Infiltr. Rate
No.

Date
Time
Incr.

Total
Reading
Flow
Reading
Flow
Temp
Inner
Outer
300
(min,
(min)
(cm)
(cc)
(cm)
(cc)
(F)
(cm/hr)
(cm/hr)
t -p
—e--imrr
1 S
3/1/05
8:55 AM

45.2 48.3
—0—outer
E
9:10 AM
15 15

41.4 2812

29.5 13912
15 .4

27.9 0
2 S
E
9-10 AM
9:25 AM
15 30
41 4
39 .4
1480

48.0 33 .4
10804

8.1 21.7
`$0
3 S
E
9:25 AM
9:40 AM
15 45

39.4 36.7
1998

33.4 21 .3
8954
11 .0
18 .0
4 S
E
9:40 AM
9;55 AM
15 60

36.7 34.1
1924

36.6 23 .7
9546

10.5 19.2
200
5 S
E
9:56 AM
10:26 AM
30 91

34.1 29.4
3478

44.7 20 .2
18130

9.5 18.2
g
v
•
6 S
E
10:26 AM
10:56 AM
30 121

46.9 41.8
3774

48.2 22 .0
19388

10.3 19.5
cc 150
2 7
S
E
10:56 AM
11:56 AM
60 181

41. 8

33. 9
5846

48.1 5.7
31376

8.0 15 .7
8 S
E
11:56 AM
12:26 PM
30 211

48.7 42.2
4810

44.9 19.9
18500

13.2 18.6
100
�
9 S
E
12:26 PM
12:56 PM
30 241

42.2 37. 1
3774

49.0 23. 0
19240

10.3 19.3
10 S
E
12:58 PM
1:28 PM
30 273

45.7 41.9
2812

49.2 22. 6
19684

7.7 19 .8
5 0
11 S
E
1:28 PM
1:58 PM
30 303

41.9 37.9
2960

49.2 22.4
19832

8.1 19.9

48.2 12
5 E
1:59 PM
2:29 PM
30 334

48.6 44.6
2960

21.5 19758

8. 1

19.8 u u
, 370
13 S
E
2:30 PM
3:00 PM
30 365

44.6 40.4
3108

47.7 21.3
19536

8. 5

19.6 Elasped Time (min .)
Stabilized In filtratio n Rate : 8.2 cm/hr = 3.2 in /hr = 49 gal/sf/day

The Lodze Renovation Project. Rancho Mirage, CA
10530-01
Table 1
Fault Parameters
& Deterministic Estimates of Mean Peak Ground Acceleration (PGA) Fault Name or
Seismic Zone
Distance
from Site
(mil lkmt
Fault
Type
Natimum
Magnitude
Mmax
(Mw)
A%g
Slip
Rate
(ram/Yr)
Avg
Return
Period
(yrs)
Fault
Length
(km)
Mean
Site
PGA
(g)
Reference Notes: (1)
(2)
(3)
(4)
(2)
(2)
(2)
(51
San Andreas - Banning Branch

7.3 1 1.7
SS
A

7.2 10
220
98 0.31
San Andreas - Southern

8.4 13.5
SS
A

7.7 24
220
199

0.35 San Andreas - Mission Crk. Branch

9.1 14.7
SS
A

7.2 25
220
95 0.26
Burnt Mtn.

13.1 21.2
SS
B

6.5 0.6
5000
21 0.13
San Jacinto (Hot Spgs - Buck Ridge)

14.4 23.2
SS
C

6.5 2
354
70 0.12
Blue Cut

15.2 24.5
SS
C

6.8 1
760
30 0.13
Eureka Peak

15.5 25.0
SS
B

6.4 0.6
5000
19 0.10
San Jacinto-Anza

18.6 29.9
SS
A

7.2 12
250
91 0.14
Morongo

20.1 32.4
SS
C

6.5 0.6
1170
23 0.08
San Jacinto -Coyote Creek

21.6 34.8
SS
B

6.8 4
175
41 0.09
Pinto Mountain

22.4 36.1
SS
B

7.2 2.5
499
74 0.11
San Jacinto -San Jacinto Valley

26.5 42.6
SS
B

6.9 12
83 43

0.08 Landers

27.5 44.2
SS
B

7.3 0.6
5000
83 0.10
North Frontal Fault Zone (East)

31.1 50.1
RV
B

6.7 0.5
1727
27 0.08
Emerson So. - Copper Mtn.

31.5 50.7
SS
B

7.0 0.6
5000
54 0.07
Pisgah -Bullion Min. -Mesquite Lk

36.3 58.4
SS
B

7.3 0.6
5000
89 0.07
Johnson Valley (Northern)

38.0 61.2
SS
B

6.7 0.6
5000
35 0.05
North Frontal Fault Zone (West)

40.3 64.9
RV
B

7.2 I
1314
50 0.08
Earthquake Valley

41.1)

66.0 SS
B

6.5 2
351
20 0.04
Elsinore -Julian

41.4 66.6
SS
A

7.1 5
340
76 0.06
Lenwood-Lockhart-Old Woman Sprgs

41.8 67.2
SS
B

7.5 0.6
5000
145

0.07 Elsinore -Temecula

41.8 67.3
SS
B

6.8 5
240
43 0.05
San Jacinto - Borrego

42.0 67.5
SS
B

6.6 4
175
29 0.04
Calico - Hidalgo

42.3 68.1
SS
B

7.3 0.6
5000
95 0.06
Hcicndale - S. Lockhardt

47.9 77.1
SS
B

7.3 0.6
5000
97 0.05
San Jacinto -San Bernardino

47.9 77.1
SS
B

6.7 12
100
36 0.04
Elsinore -Glen Ivy

51.9 83.5
SS
B

6.8 5
340
36 0.04
Brawley Seismic Zone

52.0 83.7
SS
B

6.4 25
24 42

0.03 Elsinore -Coyote Mountain

55.6 89.5
SS
B

6.8 4
625
39 0.03
Cleghorn

55.7 89.6
SS
B

6.5 3
216
25 0.03
Elmore Ranch

60.1 96.8
SS
B

6.6 1
225
29 0.03
Superstition Mtn. (San Jacinto)

61.7 99.3
SS
B

6.6 5
500
24 0.03
Notes:

I. Jennings (1994) and California Geologic Survey (CGS) (2003)

2. CGS (2003). SS = Strike -Slip, RV = Reverse, DS= Dip Slip (normal), BT - Blind Thrust

3. 2001 CBC, where Type A faults: Mmax > 7 & slip rate>5 mmfyr & Type C faults: Mmax <6.5 & slip rate <2 mmlyr

4. CGS (2003)

5. The estimates of the mean Site PGA are based on the following attenuation relationships:

Average of: (1) 1997 Boore, Joyner & Fumal; (2) 1997 Sadigh et al; (3) 1997 Campbell , (4) 1997 Abrahamson & Silva (mean plus sigma values are about 1 5 to 1.6 times higher) Based on Site Coordinates: 33.767 N Latitude, 116.457 W Longtude and Site Soil Type B EARTH S*1 S3'THWEST

co
N—

Appendix I
Phase I ESA
1645

ENVIRONMENTAL

ASSESSMENT
Ladder Capital Finance LLC
345 Park Avenue, 8th Floor
New York, New York 10154
Matt Jacobs

PHASE I ENVIRONMENTAL SITE ASSESSMENT
of
The Ritz -Carlton Rancho Mirage
68-900 Frank Sinatra Drive
Rancho Mirage, California 92270
EMG Project #:

Date of Report:

On Site Date:

Prepared By:

EMG
222 Schilling Circle, Suite 275
Hunt Valley, Maryland 21031
1-800-733-0660
www.emgcorp.com
100132.11R- 001.135
January 10, 2012
November 28, 2011
EMG Contact:

LaNeicia Stone
Senior Environmental Technical Advisor
832-689-2246
[email protected]

YOUR PARTNER IN REAL ESTATE LIFECYCLE PLANNING & MANAGEMENT www.0tr► gcor . .cor1
EMG
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ENVIRONMENTAL
A kScSSMLN
100132.11R-001.135

TABLE OF CONTENTS
Project Summary Table 1
Footnotes. 1
1 Certication 3

1.1 Reliance 4
2M Executive Summary 5

2.1 Findings and Conclusions 5
Historical Review 5
Operational Activities 6
Hazardous Materials / Petroleum Products 6
Wastes 6
Polychlorinated Biphenyls (PCBs) 6
Asbestos -Containing Materials (ACM) 7
Radon Gas 7
Lead -Based Paint (LBP) 7
Lead in Drinking Water 7
Storage Tanks / Pipelines 7
Surface Areas 8
Mold 8
Vapor Encroachment 8
Regulatory Review 8
Adjacent Properties 9

2.2 Recommendations 9
3 Survey Approach/Purpose 10

3.1 Data Gaps 12
4 User Provided Information 13
Litigation 13
Administrative Proceedings 13
Notices From Governmental Entities 13
Environmental Cleanup Liens 13
Activity and Use Limitations 13
Specialized Knowledge 14
Relationship of Purchase Price 14
Commonly Known Information 14
Obvious Indicators of Contamination 14
Environmental Lien and AUL Review 15
5 Project Location/Description 16

5.1 Project Description 16

5.2 Miscellaneous Systems 17

5.3 Environmental Setting 17

5.3.1 Topography 17

5.3.2 Wetlands 17

5.3.3 Floodplain 18

5.3.4 Soils/Geology 18
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100132.11R-001.135

TABLE OF CONTENTS

5.3.5 Groundwater Hydrology 18
6 Historical Review 19

6.1 Chain of Title 19

6.2 Prior Use Interviews 19

6.3 Local and/or State Government Agency Record Review/Interviews 19

6.4 Historical Maps 20

6.5 City Directories 20

6.6 Aerial Photography 20

6.7 Previous Investigations 21

6.8 Plans and Specications 22

6.9 Historical Summary 22
7 Project Reconnaissance 23

7.1 Operational Activities/Noteworthy Tenants 23

7.2 Hazardous Materials/Petroleum Products Storage and Handling 23

7.3 Waste Generation, Treatment, Storage and Disposal 24

7.4 Polychlorinated Biphenyls (PCBs) 24

7.5 Asbestos -Containing Materials (ACM) 25

7.6 Radon Gas 26

7.7 Lead -Based Paint (LBP) 26

7.8 Lead in Drinking Water 26

7.9 Facility Storage Tanks and Pipelines (above or below ground) 26

7.10 Surface Areas 27

7.11 Mold 28

7.13 Vapor Encroachment 28
8 Interviews 29

8.1 Key Site Manager 29

8.2 Owner 29

8.3 User 29

8.4 Occupants 29

8.5 Past Owners, Operators, and Occupants 29

8.6 Owners or Occupants of Adjacent or Nearby Properties 29

8.7 Interviews with Others 30
9 Regulatory Database Review 31

9.1 Project Regulatory Database Discussion 33

9.2 Off -Site Regulatory Database Discussion 34
10 Adjacent Properties 35
Appendices
Appendix A: Photographic Documentation 36
Appendix B: Field Sketch 44
Appendix C: Maps and Aerial Photographs 46
Appendix D: Questionnaires 55
Appendix E: Laboratory Analytical Results 62
Appendix F: Regulatory Database Report 64

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100132.11R-001.135

TABLE OF CONTENTS
Appendix G: Supporting Documentation 135
Appendix H: Resumes 176

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PROJECT SUM MARY TABLE
Report Section
Acceptable
Routine
Solution
Phase II
REC
Estimated Cost
Historical Review
Yes
O erational Activities
Yes
No
N/A 1
Hazardous Materials / Petroleum
Products
Yes
Wastes
Yes
Polychlorinated Biphenyls (PCBs)
Yes
Asbestos -Containing Materials (ACM)
No
Yes 2)
No
$495 for O&M (2)
Radon Gas
Yes
Lead -Based Paint (LBP)
Yes
Lead in Drinking Water
Yes
Storage Tanks / Pipelines
Yes
Surface Areas
Yes
Mold
No
Yes (3)
No
N/A (3)
Vapor Encroachment
Yes
Regulatory Review
Yes
Adjacent Properties
Yes
Conditions noted in the Project Summary Table are representative of the overall conditions of the property. There may be more detail on specific assessment components in the report text, therefore the Project Summary Table should not be used as a stand alone document. Costs depicted are for investigation/program development activities. Remediation costs, if required, will be identified as a result of the activities.

Footnotes:
(1) An inactive dry cleaning machine is located in the commercial laundry at the Project. The dry cleaning machine is identified as an Aero-Tech Green Jet Dry-Wetcleaning Machine, Model #DWC-45. The dry cleaning machine uses DWX-44 Dry -Cleaning Solution, a water -based, non-toxic solution, instead of perchloroethylene (PCE). Currently available information indicates the use of DWX-44 Dry -Cleaning Solution is highly unlikely to impact the Project when properly used. DWX-44 Dry -Cleaning Solution does not contain chlorinated hydrocarbons (such as PCE) and wastes generated in the process would not be classified as hazardous. Material Safety Data Sheet (MSDS) information for DWX-44 confirms that this substance contains no ingredients identified as Hazardous Substances according to SARA Hazard Tide III, Section 313 - CFR-355. The existing dry cleaning machine is associated with the ongoing renovation, is new equipment which has never been used, and appeared to be empty at the time of EMG's site visit. In addition, the laundry facility is underlain by two levels of parking garage and the concrete floor beneath the unit is not underlain by the earth. No information was identified to confirm whether dry cleaning was previously conducted on -site between 1988 and the time of closure in 2006.

Based on the historical use as a full -service Ritz Carlton, it is somewhat likely that a dry cleaning plant, which possibly operated an older PCE machine, was formerly located on -site. By its chemical nature, PCE has the potential to penetrate through concrete and impact subsurface conditions. However, any such dry cleaning facility would have operated since the promulgation of RCRA in 1986, the legislation that regulates the handling and disposal of hazardous materials and wastes. As such, waste handling and disposal practices would have been regulated since the facility's inception. Furthermore, because the laundry is underlain by two levels of parking garage (as previously noted) and not the earth, it is unlikely that subsurface conditions would have been impacted as a result of any historical dry cleaning plant operations in this area. Therefore, no further action or assessment is recommended regarding the inactive dry cleaning machine or potential former on -site dry cleaning operations at this time.

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(2) Presumed ACM identified as part of the assessment were not sampled. The wallboard/joint compound in the Main Hotel Building (which was constructed in 1988) suffered widespread water damage as the result of a roof leak, is undergoing removal/replacement, and is in poor condition. A Water Damage Remediation Report for the Project was prepared by ET&T in June 2011. A comprehensive asbestos survey was not conducted as part of ET&T's scope of work. However, ET&T conducted limited asbestos sampling as part of its own Job Hazard Analysis. Two samples each were collected from drywall material, surface dust and fire proofing materials. EMG was also provided with a copy of the laboratory report for this asbestos sampling conducted at the Project, prepared by Micron Environmental Labs and dated July 19, 2011. This report states that the samples, collected on May 26, 2011, were submitted to their laboratory for asbestos analysis on May 27, 2011. The materials sampled and analyzed included fireproofing, drywall/ceiling, joint compound/ceiling, drywall/wall and joint compound/wall. All of the samples were negative for asbestos.
(3)
The remaining materials are in good condition and can be maintained in place, if an Operations and Maintenance (O&M) Program is developed and implemented. A properly designed O&M Program is sufficient to maintain the Project in accordance with current regulatory standards.

Suspect mold and evidence of water damage were observed throughout the Main Hotel Building. It should be noted that according to the POC, a mold survey and remediation recommendations were previously prepared for the Project. Furthermore, identified areas of concern were observed to have been marked with paint and were undergoing removal at the time of EMG's site visit. Additional information about the source of the moisture and cost to correct the issue is included in EMG's Property Condition Assessment (PCA) report (EMG Project Number 100132.11R-001.042).

Page 2 ends

Rancho Mirage City CouncilDecember 18, 2025

Rancho Mirage City Council
December 18, 2025