8.006
52.697
52.529
52.546
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
72.7 70.8 69.1 63.0 72.271.6
66.1 66.2
64.6 58.3 56.7 65.465.2
64.7 55.7 56.9 65.465.3
Vehicle Noise:74.3 72.5 69.6 64.7 73.773.3
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
97 210 973452
105 226 1,047486
Thursday, April 28, 2022
121 8-450
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:n/o Dinah Shore Dr.
Road Name:Monterey Av.
Scenario:FY
59,100
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:5,910 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
4.89 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -12.34 -1.72 -1.20 0.000 0.000
86.40 -16.30 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
73.7 71.8 70.1 64.0 73.272.6
67.1 67.2
65.6 59.3 57.7 66.466.2
65.7 56.7 58.0 66.466.3
Vehicle Noise:75.3 73.6 70.6 65.7 74.874.3
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
145 312 1,447672
156 335 1,557722
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Key Largo Av.
Road Name:Dinah Shore Dr.
Scenario:FY
27,600
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,760 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
2.46 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.78 1.04 -1.20 0.000 0.000
84.25 -18.74 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.7 68.8 67.1 61.0 70.269.6
64.5 65.4
63.0 56.6 55.1 63.863.6
63.9 54.9 56.1 64.664.5
Vehicle Noise:72.6 70.8 67.7 63.0 72.071.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
76 164 761353
82 176 816379
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Key Largo Av.
Road Name:Dinah Shore Dr.
Scenario:FY
32,300
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,230 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.14 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.10 1.04 -1.20 0.000 0.000
84.25 -18.05 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.4 69.5 67.7 61.7 70.970.3
65.2 66.0
63.7 57.3 55.8 64.564.2
64.6 55.6 56.8 65.365.2
Vehicle Noise:73.3 71.5 68.4 63.7 72.772.2
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
84 182 845392
91 195 906421
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Dinah Shore Dr.
Scenario:FY
25,000
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,500 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
2.03 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -15.21 -1.72 -1.20 0.000 0.000
84.25 -19.17 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.6 65.7 63.9 57.8 67.166.5
61.3 62.2
59.8 53.4 51.9 60.660.4
60.7 51.7 53.0 61.461.3
Vehicle Noise:69.4 67.6 64.5 59.8 68.868.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
58 126 583271
63 135 626290
Thursday, April 28, 2022
122 8-451
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dinah Shore Dr.
Road Name:Key Largo Av.
Scenario:FY
6,500
10.00%
30.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:650 vehicles
Centerline Dist. to Barrier:
30.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:12 feet
REMEL Traffic Flow Distance
-3.82
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
3.26 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -21.06 3.33 -1.20 0.000 0.000
84.25 -25.02 3.32 -1.20 0.000 0.000
-4.49
-4.86
-5.77
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
29.816
29.518
29.547
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
66.7 64.8 63.0 57.0 66.265.6
60.5 61.4
59.0 52.6 51.1 59.859.6
59.9 50.9 52.2 60.660.5
Vehicle Noise:68.6 66.8 63.7 59.0 68.067.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
21 44 20595
22 47 220102
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dinah Shore Dr.
Road Name:Monterey Av.
Scenario:FY
40,000
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,000 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.20 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -14.04 1.04 -1.20 0.000 0.000
86.40 -18.00 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
74.8 72.9 71.1 65.1 74.373.7
68.2 68.2
66.7 60.3 58.8 67.567.3
66.8 57.8 59.0 67.567.4
Vehicle Noise:76.4 74.6 71.7 66.8 75.875.3
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
136 293 1,362632
146 316 1,465680
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Dick Kelly Dr.
Scenario:FY
5,300
10.00%
54.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:530 vehicles
Centerline Dist. to Barrier:
54.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:48 feet
REMEL Traffic Flow Distance
-4.71
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.08 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -21.95 0.10 -1.20 0.000 0.000
84.25 -25.90 0.10 -1.20 0.000 0.000
-4.67
-4.87
-5.39
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
48.631
48.449
48.467
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
62.6 60.7 59.0 52.9 62.161.5
56.4 57.2
54.9 48.5 47.0 55.755.5
55.8 46.8 48.0 56.556.4
Vehicle Noise:64.5 62.7 59.6 54.9 63.963.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
20 43 19792
21 46 21298
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dick Kelly Dr.
Road Name:Monterey Av.
Scenario:FY
39,500
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,950 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.14 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -14.09 1.04 -1.20 0.000 0.000
86.40 -18.05 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
74.7 72.8 71.1 65.0 74.273.6
68.2 68.2
66.6 60.3 58.7 67.467.2
66.8 57.7 59.0 67.567.3
Vehicle Noise:76.3 74.6 71.6 66.7 75.875.3
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
135 291 1,350627
145 313 1,453674
Thursday, April 28, 2022
123 8-452
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Gerald Ford Dr.
Scenario:FY
24,700
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,470 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
1.52 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -15.72 0.33 -1.20 0.000 0.000
85.38 -19.68 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.8 68.9 67.2 61.1 70.369.7
64.4 64.8
62.9 56.5 55.0 63.763.5
63.4 54.4 55.6 64.164.0
Vehicle Noise:72.5 70.8 67.7 62.9 72.071.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
69 149 691321
74 160 743345
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Gerald Ford Dr.
Scenario:FY
19,300
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:1,930 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
0.45 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -16.79 -1.72 -1.20 0.000 0.000
85.38 -20.75 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.7 65.8 64.0 58.0 67.266.6
61.3 61.7
59.8 53.4 51.9 60.660.3
60.3 51.2 52.5 61.060.9
Vehicle Noise:69.4 67.7 64.6 59.8 68.868.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
58 126 585271
63 135 628292
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Gerald Ford Dr.
Road Name:Monterey Av.
Scenario:FY
39,400
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,940 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.13 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -14.11 1.04 -1.20 0.000 0.000
86.40 -18.06 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
74.7 72.8 71.1 65.0 74.273.6
68.1 68.2
66.6 60.3 58.7 67.467.2
66.8 57.7 59.0 67.467.3
Vehicle Noise:76.3 74.5 71.6 66.7 75.775.3
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
135 290 1,348626
145 312 1,450673
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Frank Sinatra Dr.
Scenario:FY
20,800
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,080 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
0.36 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -16.88 0.33 -1.20 0.000 0.000
86.40 -20.84 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.2 69.3 67.6 61.5 70.770.1
64.6 64.7
63.1 56.8 55.2 63.963.7
63.3 54.2 55.5 64.063.8
Vehicle Noise:72.8 71.1 68.1 63.2 72.371.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
72 156 724336
78 168 778361
Thursday, April 28, 2022
124 8-453
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Frank Sinatra Dr.
Scenario:FY
21,300
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,130 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
0.88 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -16.36 -1.72 -1.20 0.000 0.000
85.38 -20.32 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
68.1 66.2 64.5 58.4 67.667.0
61.7 62.1
60.2 53.8 52.3 61.060.8
60.7 51.7 52.9 61.461.3
Vehicle Noise:69.8 68.1 65.0 60.3 69.368.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
62 135 624290
67 145 671311
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Frank Sinatra Dr.
Road Name:Monterey Av.
Scenario:FY
44,200
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,420 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.63 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.61 1.04 -1.20 0.000 0.000
86.40 -17.56 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.2 73.3 71.6 65.5 74.774.1
68.6 68.7
67.1 60.8 59.2 67.967.7
67.3 58.2 59.5 67.967.8
Vehicle Noise:76.8 75.0 72.1 67.2 76.275.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
146 314 1,455676
157 337 1,566727
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Country Club Dr.
Scenario:FY
25,100
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,510 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
1.59 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -15.65 0.33 -1.20 0.000 0.000
85.38 -19.61 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.9 69.0 67.2 61.2 70.469.8
64.5 64.9
63.0 56.6 55.1 63.863.5
63.5 54.4 55.7 64.264.0
Vehicle Noise:72.6 70.8 67.8 63.0 72.071.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
70 151 699324
75 162 751349
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Country Club Dr.
Scenario:FY
26,500
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,650 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
2.28 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.96 -1.72 -1.20 0.000 0.000
84.25 -18.91 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.8 65.9 64.1 58.1 67.366.7
61.6 62.4
60.1 53.7 52.2 60.860.6
61.0 52.0 53.2 61.761.6
Vehicle Noise:69.6 67.9 64.7 60.1 69.168.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
61 131 606281
65 140 650302
Thursday, April 28, 2022
125 8-454
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Country Club Dr.
Road Name:Monterey Av.
Scenario:FY
42,500
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,250 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
3.88 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -13.36 0.33 -1.20 0.000 0.000
85.38 -17.32 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
73.2 71.3 69.5 63.5 72.772.1
66.8 67.2
65.3 58.9 57.3 66.065.8
65.8 56.7 58.0 66.566.3
Vehicle Noise:74.9 73.1 70.1 65.3 74.373.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
99 214 993461
107 230 1,067495
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:n/o Varner Rd.
Road Name:Monterey Av.
Scenario:FYP Alt1
16,300
10.00%
59.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:1,630 vehicles
Centerline Dist. to Barrier:
59.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:54 feet
REMEL Traffic Flow Distance
-0.70
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-0.45
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -17.94 -0.42 -1.20 0.000 0.000
86.40 -21.89 -0.43 -1.20 0.000 0.000
-4.69
-4.88
-5.35
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
52.697
52.529
52.546
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
69.4 67.5 65.8 59.7 68.968.3
62.8 62.9
61.3 55.0 53.4 62.161.9
61.5 52.4 53.7 62.162.0
Vehicle Noise:71.0 69.3 66.3 61.4 70.570.0
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
59 127 588273
63 136 633294
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Varner Rd.
Road Name:Monterey Av.
Scenario:FYP Alt1
35,900
10.00%
59.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,590 vehicles
Centerline Dist. to Barrier:
59.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:54 feet
REMEL Traffic Flow Distance
2.73 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-0.45
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -14.51 -0.42 -1.20 0.000 0.000
86.40 -18.47 -0.43 -1.20 0.000 0.000
-4.69
-4.88
-5.35
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
52.697
52.529
52.546
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
72.9 71.0 69.2 63.1 72.471.8
66.3 66.3
64.8 58.4 56.9 65.565.3
64.9 55.8 57.1 65.665.5
Vehicle Noise:74.4 72.7 69.7 64.9 73.973.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
100 215 996462
107 231 1,071497
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:n/o Dinah Shore Dr.
Road Name:Monterey Av.
Scenario:FYP Alt1
62,400
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:6,240 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
5.13 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -12.11 -1.72 -1.20 0.000 0.000
86.40 -16.06 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
74.0 72.1 70.3 64.3 73.572.9
67.4 67.4
65.9 59.5 58.0 66.766.4
66.0 56.9 58.2 66.766.6
Vehicle Noise:75.6 73.8 70.8 66.0 75.074.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
150 323 1,500696
161 348 1,614749
Thursday, April 28, 2022
126 8-455
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Key Largo Av.
Road Name:Dinah Shore Dr.
Scenario:FYP Alt1
29,600
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,960 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
2.76 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.48 1.04 -1.20 0.000 0.000
84.25 -18.43 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.0 69.1 67.4 61.3 70.569.9
64.8 65.7
63.3 56.9 55.4 64.163.9
64.2 55.2 56.5 64.964.8
Vehicle Noise:72.9 71.1 68.0 63.3 72.371.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
80 172 797370
85 184 855397
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Key Largo Av.
Road Name:Dinah Shore Dr.
Scenario:FYP Alt1
33,500
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,350 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.30 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -13.94 1.04 -1.20 0.000 0.000
84.25 -17.89 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.6 69.7 67.9 61.9 71.170.5
65.4 66.2
63.8 57.5 55.9 64.664.4
64.8 55.7 57.0 65.565.3
Vehicle Noise:73.4 71.7 68.5 63.8 72.872.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
87 186 866402
93 200 928431
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Dinah Shore Dr.
Scenario:FYP Alt1
25,000
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,500 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
2.03 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -15.21 -1.72 -1.20 0.000 0.000
84.25 -19.17 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.6 65.7 63.9 57.8 67.166.5
61.3 62.2
59.8 53.4 51.9 60.660.4
60.7 51.7 53.0 61.461.3
Vehicle Noise:69.4 67.6 64.5 59.8 68.868.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
58 126 583271
63 135 626290
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dinah Shore Dr.
Road Name:Key Largo Av.
Scenario:FYP Alt1
7,700
10.00%
30.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:770 vehicles
Centerline Dist. to Barrier:
30.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:12 feet
REMEL Traffic Flow Distance
-3.09
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
3.26 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -20.32 3.33 -1.20 0.000 0.000
84.25 -24.28 3.32 -1.20 0.000 0.000
-4.49
-4.86
-5.77
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
29.816
29.518
29.547
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.4 65.5 63.8 57.7 66.966.3
61.3 62.1
59.7 53.4 51.8 60.560.3
60.7 51.6 52.9 61.461.2
Vehicle Noise:69.3 67.6 64.4 59.7 68.768.3
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
23 50 230107
25 53 247114
Thursday, April 28, 2022
127 8-456
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dinah Shore Dr.
Road Name:Monterey Av.
Scenario:FYP Alt1
42,500
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,250 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.46 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.78 1.04 -1.20 0.000 0.000
86.40 -17.73 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.1 73.2 71.4 65.3 74.674.0
68.5 68.5
67.0 60.6 59.1 67.767.5
67.1 58.0 59.3 67.867.7
Vehicle Noise:76.6 74.9 71.9 67.0 76.175.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
142 305 1,418658
153 329 1,525708
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Dick Kelly Dr.
Scenario:FYP Alt1
5,700
10.00%
54.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:570 vehicles
Centerline Dist. to Barrier:
54.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:48 feet
REMEL Traffic Flow Distance
-4.39
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.08 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -21.63 0.10 -1.20 0.000 0.000
84.25 -25.59 0.10 -1.20 0.000 0.000
-4.67
-4.87
-5.39
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
48.631
48.449
48.467
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
62.9 61.0 59.3 53.2 62.561.8
56.7 57.6
55.2 48.9 47.3 56.055.8
56.1 47.1 48.4 56.856.7
Vehicle Noise:64.8 63.0 59.9 55.2 64.263.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
21 45 20796
22 48 222103
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dick Kelly Dr.
Road Name:Monterey Av.
Scenario:FYP Alt1
43,400
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,340 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.55 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.69 1.04 -1.20 0.000 0.000
86.40 -17.64 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.1 73.2 71.5 65.4 74.774.0
68.6 68.6
67.1 60.7 59.1 67.867.6
67.2 58.1 59.4 67.967.7
Vehicle Noise:76.7 75.0 72.0 67.1 76.275.7
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
144 310 1,438667
155 333 1,547718
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Gerald Ford Dr.
Scenario:FYP Alt1
26,000
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,600 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
1.74 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -15.50 0.33 -1.20 0.000 0.000
85.38 -19.45 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.0 69.1 67.4 61.3 70.669.9
64.6 65.0
63.1 56.8 55.2 63.963.7
63.6 54.6 55.8 64.364.2
Vehicle Noise:72.7 71.0 67.9 63.2 72.271.7
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
72 154 716332
77 166 769357
Thursday, April 28, 2022
128 8-457
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Gerald Ford Dr.
Scenario:FYP Alt1
20,500
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,050 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
0.71 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -16.53 -1.72 -1.20 0.000 0.000
85.38 -20.49 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
68.0 66.1 64.3 58.3 67.566.9
61.5 62.0
60.0 53.7 52.1 60.860.6
60.5 51.5 52.8 61.261.1
Vehicle Noise:69.7 67.9 64.9 60.1 69.168.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
61 131 609283
65 141 654304
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Gerald Ford Dr.
Road Name:Monterey Av.
Scenario:FYP Alt1
42,300
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,230 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.44 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.80 1.04 -1.20 0.000 0.000
86.40 -17.75 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.0 73.1 71.4 65.3 74.573.9
68.4 68.5
66.9 60.6 59.0 67.767.5
67.1 58.0 59.3 67.867.6
Vehicle Noise:76.6 74.9 71.9 67.0 76.175.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
141 305 1,413656
152 328 1,520706
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Frank Sinatra Dr.
Scenario:FYP Alt1
21,200
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,120 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
0.44 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -16.80 0.33 -1.20 0.000 0.000
86.40 -20.75 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.3 69.4 67.7 61.6 70.870.2
64.7 64.8
63.2 56.9 55.3 64.063.8
63.3 54.3 55.6 64.063.9
Vehicle Noise:72.9 71.1 68.2 63.3 72.371.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
73 158 733340
79 170 788366
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Frank Sinatra Dr.
Scenario:FYP Alt1
21,600
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,160 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
0.94 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -16.30 -1.72 -1.20 0.000 0.000
85.38 -20.26 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
68.2 66.3 64.5 58.5 67.767.1
61.8 62.2
60.3 53.9 52.4 61.160.8
60.8 51.7 53.0 61.561.3
Vehicle Noise:69.9 68.1 65.1 60.3 69.368.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
63 136 630293
68 146 677314
Thursday, April 28, 2022
129 8-458
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Frank Sinatra Dr.
Road Name:Monterey Av.
Scenario:FYP Alt1
45,500
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,550 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.76 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.48 1.04 -1.20 0.000 0.000
86.40 -17.44 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.3 73.5 71.7 65.6 74.974.3
68.8 68.8
67.3 60.9 59.4 68.067.8
67.4 58.3 59.6 68.167.9
Vehicle Noise:76.9 75.2 72.2 67.3 76.475.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
148 320 1,484689
160 344 1,596741
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Country Club Dr.
Scenario:FYP Alt1
25,400
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,540 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
1.64 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -15.60 0.33 -1.20 0.000 0.000
85.38 -19.55 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.9 69.0 67.3 61.2 70.569.8
64.5 64.9
63.0 56.7 55.1 63.863.6
63.5 54.5 55.7 64.264.1
Vehicle Noise:72.6 70.9 67.8 63.1 72.171.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
70 152 704327
76 163 757351
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Country Club Dr.
Scenario:FYP Alt1
26,700
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,670 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
2.31 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.92 -1.72 -1.20 0.000 0.000
84.25 -18.88 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.8 65.9 64.2 58.1 67.366.7
61.6 62.4
60.1 53.7 52.2 60.960.6
61.0 52.0 53.2 61.761.6
Vehicle Noise:69.7 67.9 64.8 60.1 69.168.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
61 131 609283
65 141 654303
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Country Club Dr.
Road Name:Monterey Av.
Scenario:FYP Alt1
43,200
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,320 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
3.95 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -13.29 0.33 -1.20 0.000 0.000
85.38 -17.25 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
73.3 71.4 69.6 63.5 72.872.2
66.8 67.3
65.3 59.0 57.4 66.165.9
65.8 56.8 58.0 66.566.4
Vehicle Noise:75.0 73.2 70.2 65.4 74.473.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
100 216 1,004466
108 232 1,078501
Thursday, April 28, 2022
130 8-459
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:n/o Varner Rd.
Road Name:Monterey Av.
Scenario:FYP Alt2
16,300
10.00%
59.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:1,630 vehicles
Centerline Dist. to Barrier:
59.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:54 feet
REMEL Traffic Flow Distance
-0.70
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-0.45
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -17.94 -0.42 -1.20 0.000 0.000
86.40 -21.89 -0.43 -1.20 0.000 0.000
-4.69
-4.88
-5.35
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
52.697
52.529
52.546
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
69.4 67.5 65.8 59.7 68.968.3
62.8 62.9
61.3 55.0 53.4 62.161.9
61.5 52.4 53.7 62.162.0
Vehicle Noise:71.0 69.3 66.3 61.4 70.570.0
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
59 127 588273
63 136 633294
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Varner Rd.
Road Name:Monterey Av.
Scenario:FYP Alt2
36,000
10.00%
59.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,600 vehicles
Centerline Dist. to Barrier:
59.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:54 feet
REMEL Traffic Flow Distance
2.74 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-0.45
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -14.50 -0.42 -1.20 0.000 0.000
86.40 -18.45 -0.43 -1.20 0.000 0.000
-4.69
-4.88
-5.35
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
52.697
52.529
52.546
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
72.9 71.0 69.2 63.2 72.471.8
66.3 66.3
64.8 58.4 56.9 65.665.3
64.9 55.9 57.1 65.665.5
Vehicle Noise:74.5 72.7 69.7 64.9 73.973.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
100 215 998463
107 231 1,073498
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:n/o Dinah Shore Dr.
Road Name:Monterey Av.
Scenario:FYP Alt2
62,400
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:6,240 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
5.13 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -12.11 -1.72 -1.20 0.000 0.000
86.40 -16.06 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
74.0 72.1 70.3 64.3 73.572.9
67.4 67.4
65.9 59.5 58.0 66.766.4
66.0 56.9 58.2 66.766.6
Vehicle Noise:75.6 73.8 70.8 66.0 75.074.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
150 323 1,500696
161 348 1,614749
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Key Largo Av.
Road Name:Dinah Shore Dr.
Scenario:FYP Alt2
28,200
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,820 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
2.55 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.69 1.04 -1.20 0.000 0.000
84.25 -18.64 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.8 68.9 67.2 61.1 70.369.7
64.6 65.4
63.1 56.7 55.2 63.963.7
64.0 55.0 56.2 64.764.6
Vehicle Noise:72.7 70.9 67.8 63.1 72.171.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
77 166 772358
83 178 828384
Thursday, April 28, 2022
131 8-460
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Key Largo Av.
Road Name:Dinah Shore Dr.
Scenario:FYP Alt2
33,700
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:3,370 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.33 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -13.91 1.04 -1.20 0.000 0.000
84.25 -17.87 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.6 69.7 67.9 61.9 71.170.5
65.4 66.2
63.9 57.5 56.0 64.764.4
64.8 55.8 57.0 65.565.4
Vehicle Noise:73.4 71.7 68.5 63.9 72.972.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
87 187 869403
93 201 932433
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Dinah Shore Dr.
Scenario:FYP Alt2
25,000
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,500 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
2.03 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -15.21 -1.72 -1.20 0.000 0.000
84.25 -19.17 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.6 65.7 63.9 57.8 67.166.5
61.3 62.2
59.8 53.4 51.9 60.660.4
60.7 51.7 53.0 61.461.3
Vehicle Noise:69.4 67.6 64.5 59.8 68.868.4
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
58 126 583271
63 135 626290
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dinah Shore Dr.
Road Name:Key Largo Av.
Scenario:FYP Alt2
7,500
10.00%
30.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:750 vehicles
Centerline Dist. to Barrier:
30.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:12 feet
REMEL Traffic Flow Distance
-3.20
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
3.26 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -20.44 3.33 -1.20 0.000 0.000
84.25 -24.39 3.32 -1.20 0.000 0.000
-4.49
-4.86
-5.77
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
29.816
29.518
29.547
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.3 65.4 63.7 57.6 66.866.2
61.1 62.0
59.6 53.3 51.7 60.460.2
60.6 51.5 52.8 61.361.1
Vehicle Noise:69.2 67.4 64.3 59.6 68.668.2
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
23 49 226105
24 52 242112
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dinah Shore Dr.
Road Name:Monterey Av.
Scenario:FYP Alt2
42,500
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,250 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.46 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.78 1.04 -1.20 0.000 0.000
86.40 -17.73 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.1 73.2 71.4 65.3 74.674.0
68.5 68.5
67.0 60.6 59.1 67.767.5
67.1 58.0 59.3 67.867.7
Vehicle Noise:76.6 74.9 71.9 67.0 76.175.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
142 305 1,418658
153 329 1,525708
Thursday, April 28, 2022
132 8-461
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Dick Kelly Dr.
Scenario:FYP Alt2
5,700
10.00%
54.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:570 vehicles
Centerline Dist. to Barrier:
54.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:48 feet
REMEL Traffic Flow Distance
-4.39
VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.08 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -21.63 0.10 -1.20 0.000 0.000
84.25 -25.59 0.10 -1.20 0.000 0.000
-4.67
-4.87
-5.39
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
48.631
48.449
48.467
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
62.9 61.0 59.3 53.2 62.561.8
56.7 57.6
55.2 48.9 47.3 56.055.8
56.1 47.1 48.4 56.856.7
Vehicle Noise:64.8 63.0 59.9 55.2 64.263.8
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
21 45 20796
22 48 222103
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Dick Kelly Dr.
Road Name:Monterey Av.
Scenario:FYP Alt2
42,400
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,240 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.45 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.79 1.04 -1.20 0.000 0.000
86.40 -17.74 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.0 73.1 71.4 65.3 74.673.9
68.5 68.5
67.0 60.6 59.0 67.767.5
67.1 58.0 59.3 67.867.6
Vehicle Noise:76.6 74.9 71.9 67.0 76.175.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
142 305 1,416657
152 328 1,523707
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Gerald Ford Dr.
Scenario:FYP Alt2
25,200
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,520 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
1.61 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -15.63 0.33 -1.20 0.000 0.000
85.38 -19.59 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.9 69.0 67.2 61.2 70.469.8
64.5 64.9
63.0 56.6 55.1 63.863.5
63.5 54.5 55.7 64.264.1
Vehicle Noise:72.6 70.9 67.8 63.0 72.071.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
70 151 701325
75 162 753349
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Gerald Ford Dr.
Scenario:FYP Alt2
19,800
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:1,980 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
0.56 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -16.68 -1.72 -1.20 0.000 0.000
85.38 -20.64 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.8 65.9 64.2 58.1 67.366.7
61.4 61.8
59.9 53.5 52.0 60.760.4
60.4 51.4 52.6 61.161.0
Vehicle Noise:69.5 67.8 64.7 59.9 69.068.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
59 128 595276
64 138 639297
Thursday, April 28, 2022
133 8-462
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Gerald Ford Dr.
Road Name:Monterey Av.
Scenario:FYP Alt2
41,300
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,130 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.34 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.90 1.04 -1.20 0.000 0.000
86.40 -17.86 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
74.9 73.0 71.3 65.2 74.473.8
68.3 68.4
66.8 60.5 58.9 67.667.4
67.0 57.9 59.2 67.767.5
Vehicle Noise:76.5 74.8 71.8 66.9 76.075.5
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
139 300 1,391646
150 322 1,496695
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Frank Sinatra Dr.
Scenario:FYP Alt2
21,200
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,120 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
0.44 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -16.80 0.33 -1.20 0.000 0.000
86.40 -20.75 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
71.3 69.4 67.7 61.6 70.870.2
64.7 64.8
63.2 56.9 55.3 64.063.8
63.3 54.3 55.6 64.063.9
Vehicle Noise:72.9 71.1 68.2 63.3 72.371.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
73 158 733340
79 170 788366
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Frank Sinatra Dr.
Scenario:FYP Alt2
21,600
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,160 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
0.94 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -16.30 -1.72 -1.20 0.000 0.000
85.38 -20.26 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
68.2 66.3 64.5 58.5 67.767.1
61.8 62.2
60.3 53.9 52.4 61.160.8
60.8 51.7 53.0 61.561.3
Vehicle Noise:69.9 68.1 65.1 60.3 69.368.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
63 136 630293
68 146 677314
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Frank Sinatra Dr.
Road Name:Monterey Av.
Scenario:FYP Alt2
45,500
10.00%
60.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,550 vehicles
Centerline Dist. to Barrier:
60.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
55 mphVehicle Speed:
Near/Far Lane Distance:86 feet
REMEL Traffic Flow Distance
3.76 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
1.01 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
82.40 -13.48 1.04 -1.20 0.000 0.000
86.40 -17.44 1.04 -1.20 0.000 0.000
-4.69
-4.88
-5.34
Medium Trucks:
Heavy Trucks:
Autos:
71.78 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
42.143
41.932
41.953
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
75.3 73.5 71.7 65.6 74.974.3
68.8 68.8
67.3 60.9 59.4 68.067.8
67.4 58.3 59.6 68.167.9
Vehicle Noise:76.9 75.2 72.2 67.3 76.475.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
148 320 1,484689
160 344 1,596741
Thursday, April 28, 2022
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FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:w/o Monterey Av.
Road Name:Country Club Dr.
Scenario:FYP Alt2
25,400
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,540 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
1.64 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -15.60 0.33 -1.20 0.000 0.000
85.38 -19.55 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
70.9 69.0 67.3 61.2 70.569.8
64.5 64.9
63.0 56.7 55.1 63.863.6
63.5 54.5 55.7 64.264.1
Vehicle Noise:72.6 70.9 67.8 63.1 72.171.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
70 152 704327
76 163 757351
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:e/o Monterey Av.
Road Name:Country Club Dr.
Scenario:FYP Alt2
26,700
10.00%
75.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:2,670 vehicles
Centerline Dist. to Barrier:
75.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
45 mphVehicle Speed:
Near/Far Lane Distance:78 feet
REMEL Traffic Flow Distance
2.31 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
-1.74
Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
79.45 -14.92 -1.72 -1.20 0.000 0.000
84.25 -18.88 -1.73 -1.20 0.000 0.000
-4.73
-4.88
-5.25
Medium Trucks:
Heavy Trucks:
Autos:
68.46 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
64.257
64.119
64.133
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
67.8 65.9 64.2 58.1 67.366.7
61.6 62.4
60.1 53.7 52.2 60.960.6
61.0 52.0 53.2 61.761.6
Vehicle Noise:69.7 67.9 64.8 60.1 69.168.6
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
61 131 609283
65 141 654303
Thursday, April 28, 2022
FHWA-RD-77-108 HIGHWAY NOISE PREDICTION MODEL
SITE SPECIFIC INPUT DATA
Project Name:Rancho Monterey Specific
Job Number:14271
Road Segment:s/o Country Club Dr.
Road Name:Monterey Av.
Scenario:FYP Alt2
43,200
10.00%
55.0 NOISE MODEL INPUTS
Average Daily Traffic (Adt):
Peak Hour Percentage:
Peak Hour Volume:4,320 vehicles
Centerline Dist. to Barrier:
55.0Centerline Dist. to Observer:
Highway Data
feet
feet
vehicles
Road Elevation:0.0
Road Grade:0.0%
Pad Elevation:0.0
Site Data
Site Conditions (Hard = 10, Soft = 15)
Medium Trucks (2 Axles):15
Heavy Trucks (3+ Axles):15
Autos:15
Vehicle Mix
feet
feet Lane Equivalent Distance (in feet)
Barrier Height:0.0
Observer Height (Above Pad):5.0 feet
feet
50 mphVehicle Speed:
Near/Far Lane Distance:58 feet
REMEL Traffic Flow Distance
3.95 VehicleType Day Evening Night Daily
Medium Trucks:
Heavy Trucks:
Autos:77.5%12.9%9.6%97.42%
84.8%4.9%10.3%1.84%
86.5%2.7%10.8%0.74%
0.30 Finite Road
-1.20
Left View:-90.0
Right View:90.0
degrees
degrees
Barrier Atten
FHWA Noise Model Calculations
0.0Barrier Distance to Observer:feet
Barrier Type (0-Wall, 1-Berm):0.0
0.000 0.000
Fresnel Berm Atten
Medium Trucks:
Heavy Trucks:
Autos:
VehicleType
81.00 -13.29 0.33 -1.20 0.000 0.000
85.38 -17.25 0.32 -1.20 0.000 0.000
-4.67
-4.87
-5.38
Medium Trucks:
Heavy Trucks:
Autos:
70.20 Noise Source Elevations (in feet)
Medium Trucks:
Heavy Trucks:
Autos:0.000
2.297
8.006
47.000
46.811
46.830
Grade Adjustment:0.0
Unmitigated Noise Levels (without Topo and barrier attenuation) Medium Trucks:
Heavy Trucks:
Autos:
VehicleType Leq Peak Hour Leq Day Leq Evening Leq Night CNELLdn
73.3 71.4 69.6 63.5 72.872.2
66.8 67.3
65.3 59.0 57.4 66.165.9
65.8 56.8 58.0 66.566.4
Vehicle Noise:75.0 73.2 70.2 65.4 74.473.9
Centerline Distance to Noise Contour (in feet)
CNEL:
Ldn:
70 dBA 65 dBA 55 dBA60 dBA
100 216 1,004466
108 232 1,078501
Thursday, April 28, 2022
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Rancho Monterey Specific Plan Noise and Vibration Impact Analysis 14271-03 Noise Study
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Rancho Monterey Specific Plan Noise and Vibration Impact Analysis 14271-03 Noise Study
APPENDIX 9.1:
CADNAA OPERATIONAL NOISE MODEL INPUTS
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14271 - Rancho Monterey Specific Plan
CadnaA Noise Prediction Model: 14271_03.cna
Date: 01.05.22
Analyst: S. Shami
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB)0.00
Max. Search Radius (#(Unit,LEN))2000.01
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (#(Unit,LEN))999.99
Min. Length of Section (#(Unit,LEN))1.01
Min. Length of Section (%)0.00
Proj. Line Sources On
Proj. Area Sources On
Ref. Time
Reference Time Day (min)960.00
Reference Time Night (min)480.00
Daytime Penalty (dB)0.00
Recr. Time Penalty (dB)5.00
Night-time Penalty (dB)10.00
DTM
Standard Height (m)0.00
Model of Terrain Triangulation
Reflection
max. Order of Reflection 2
Search Radius Src 100.00
Search Radius Rcvr 100.00
Max. Distance Source - Rcvr 1000.00 1000.00
Min. Distance Rvcr - Reflector 1.00 1.00
Min. Distance Source - Reflector 0.10
Industrial (ISO 9613)
Lateral Diffraction some Obj
Obst. within Area Src do not shield On
Screening Incl. Ground Att. over Barrier
Dz with limit (20/25)
Barrier Coefficients C1,2,3 3.0 20.0 0.0
Temperature (#(Unit,TEMP))10
rel. Humidity (%)70
Ground Absorption G 0.50
Wind Speed for Dir. (#(Unit,SPEED))3.0
Roads (RLS-90)
Strictly acc. to RLS-90
Railways (FTA/FRA)
Aircraft (???)
Strictly acc. to AzB
Receiver Noise Levels
Name M.ID Level Lr Limit. Value Land Use Height Coordinates Day Eve Night Day Eve Night Type Auto Noise Type X Y Z
(dBA)(dBA)(dBA)(dBA)(dBA)(dBA)(ft)(ft)(ft)(ft)
RECEIVERS R1 47.2 47.2 42.4 65.0 60.0 55.0 5.00 a 6518841.51 2234144.62 5.00 RECEIVERS R2 34.5 34.5 30.2 55.0 50.0 45.0 5.00 a 6520468.57 2231448.00 5.00 RECEIVERS R3 38.6 38.6 34.1 55.0 50.0 45.0 5.00 a 6518958.15 2231755.30 5.00 RECEIVERS R4 40.8 40.8 35.8 55.0 50.0 45.0 5.00 a 6518339.66 2232397.66 5.00 RECEIVERS R5 34.7 34.7 29.8 55.0 50.0 45.0 5.00 a 6516553.64 2233474.05 5.00 RECEIVERS R6 37.8 37.8 33.4 65.0 60.0 55.0 5.00 a 6517567.09 2234365.97 5.00 Point Source(s)
Name M.ID Result. PWL Lw / Li Operating Time K0 Height Coordinates Day Evening Night Type Value norm.Day Special Night X Y Z (dBA)(dBA)(dBA)dB(A)(min)(min)(min)(dB)(ft)(ft)(ft)(ft) POINTSOURCE TRASH08 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6519589.53 2233965.95 5.00 POINTSOURCE TRASH07 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6519591.17 2233900.48 5.00 POINTSOURCE TRASH06 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6518758.04 2233835.00 5.00 POINTSOURCE TRASH05 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6519065.76 2233332.51 5.00 POINTSOURCE TRASH04 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6519072.30 2233278.49 5.00 POINTSOURCE TRASH03 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6518746.58 2233381.61 5.00 POINTSOURCE TRASH02 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6519375.11 2233134.46 5.00 POINTSOURCE TRASH01 89.0 89.0 89.0 Lw 89.0 120.00 30.00 90.00 0.0 5.00 a 6519312.91 2233127.91 5.00 POINTSOURCE AC01 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518961.00 2234033.06 25.00 POINTSOURCE AC02 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519275.27 2234041.24 25.00 POINTSOURCE AC03 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518785.86 2233664.78 25.00 Urban Crossroads, Inc.139 8-468
Name M.ID Result. PWL Lw / Li Operating Time K0 Height Coordinates Day Evening Night Type Value norm.Day Special Night X Y Z (dBA)(dBA)(dBA)dB(A)(min)(min)(min)(dB)(ft)(ft)(ft)(ft) POINTSOURCE AC04 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518785.86 2233769.53 25.00 POINTSOURCE AC05 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519520.78 2233579.66 25.00 POINTSOURCE AC06 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519561.70 2233725.34 25.00 POINTSOURCE AC07 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519488.05 2233871.01 25.00 POINTSOURCE AC08 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518816.96 2233537.11 25.00 POINTSOURCE AC09 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518844.79 2233929.94 5.00 POINTSOURCE AC10 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519574.80 2233447.08 25.00 POINTSOURCE AC11 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518785.86 2233419.26 25.00 POINTSOURCE AC12 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519568.25 2234036.33 25.00 POINTSOURCE AC13 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6518771.13 2234039.60 25.00 POINTSOURCE AC14 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519162.33 2233175.38 5.00 POINTSOURCE AC15 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519155.78 2233294.86 25.00 POINTSOURCE AC16 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519461.45 2233162.14 25.00 POINTSOURCE AC17 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519576.46 2233257.00 25.00 POINTSOURCE AC18 88.9 88.9 88.9 Lw 88.9 468.00 117.00 252.00 0.0 5.00 g 6519581.20 2233152.66 25.00 POINTSOURCE PARK01 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519211.43 2233221.21 5.00 POINTSOURCE PARK02 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519402.94 2233232.66 5.00 POINTSOURCE PARK03 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519422.58 2233979.04 5.00 POINTSOURCE PARK04 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519550.25 2233820.27 5.00 POINTSOURCE PARK05 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519453.68 2233823.55 5.00 POINTSOURCE PARK06 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519525.70 2233509.28 5.00 POINTSOURCE PARK07 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519108.31 2233389.80 5.00 POINTSOURCE PARK08 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519165.60 2233448.72 5.00 POINTSOURCE PARK09 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519227.80 2233370.15 5.00 POINTSOURCE PARK10 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519257.26 2233303.05 5.00 POINTSOURCE PARK11 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519317.82 2233240.85 5.00 POINTSOURCE PARK12 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519447.13 2233325.96 5.00 POINTSOURCE PARK13 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519376.75 2233307.96 5.00 POINTSOURCE PARK14 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519330.92 2233389.80 5.00 POINTSOURCE PARK15 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519270.36 2233453.63 5.00 POINTSOURCE PARK16 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519296.54 2233564.93 5.00 POINTSOURCE PARK17 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519203.25 2233551.84 5.00 POINTSOURCE PARK18 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519160.69 2233630.41 5.00 POINTSOURCE PARK19 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519091.94 2233579.66 5.00 POINTSOURCE PARK20 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519024.84 2233484.73 5.00 POINTSOURCE PARK21 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519101.76 2233494.55 5.00 POINTSOURCE PARK22 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6518943.00 2233509.28 5.00 POINTSOURCE PARK23 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519005.19 2233599.31 5.00 POINTSOURCE PARK24 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519065.76 2233676.24 5.00 POINTSOURCE PARK25 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519401.30 2233411.07 5.00 POINTSOURCE PARK26 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519370.20 2233502.74 5.00 POINTSOURCE PARK27 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519438.95 2233489.64 5.00 POINTSOURCE PARK28 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519396.39 2233569.84 5.00 POINTSOURCE PARK29 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519308.00 2233650.05 5.00 POINTSOURCE PARK30 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519235.98 2233663.14 5.00 POINTSOURCE PARK31 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519137.77 2233738.43 5.00 POINTSOURCE PARK32 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6518897.17 2233584.58 5.00 POINTSOURCE PARK33 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6518905.35 2233659.87 5.00 POINTSOURCE PARK34 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6518967.55 2233700.79 5.00 POINTSOURCE PARK35 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519010.10 2233787.54 5.00 POINTSOURCE PARK36 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519093.58 2233823.55 5.00 POINTSOURCE PARK37 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519198.34 2233848.10 5.00 POINTSOURCE PARK38 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519206.52 2233795.72 5.00 POINTSOURCE PARK39 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519268.72 2233751.53 5.00 POINTSOURCE PARK40 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6518913.53 2233861.19 5.00 POINTSOURCE PARK41 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6518969.18 2233893.93 5.00 POINTSOURCE PARK42 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519055.93 2233931.58 5.00 POINTSOURCE PARK43 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519106.68 2233962.68 5.00 POINTSOURCE PARK44 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519154.14 2233921.76 5.00 POINTSOURCE PARK45 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519362.02 2233700.79 5.00 POINTSOURCE PARK46 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519321.10 2233831.73 5.00 POINTSOURCE PARK47 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519252.35 2233884.11 5.00 POINTSOURCE PARK48 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519296.54 2233956.13 5.00 POINTSOURCE PARK49 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519384.93 2233857.92 5.00 POINTSOURCE PARK50 87.8 87.8 87.8 Lw 87.8 720.00 180.00 270.00 0.0 5.00 a 6519370.20 2233921.76 5.00 POINTSOURCE SEAT01 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518921.72 2233794.09 4.00 POINTSOURCE SEAT02 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518869.34 2233764.62 4.00 POINTSOURCE SEAT03 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518964.27 2233967.59 4.00 POINTSOURCE SEAT04 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519033.02 2234052.70 4.00 POINTSOURCE SEAT05 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519024.84 2233992.14 4.00 POINTSOURCE SEAT06 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519227.80 2234023.24 4.00 POINTSOURCE SEAT07 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519201.61 2233982.32 4.00 POINTSOURCE SEAT08 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519175.42 2234029.78 4.00 POINTSOURCE SEAT09 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518985.55 2233376.70 4.00 POINTSOURCE SEAT10 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518898.80 2233432.35 4.00 POINTSOURCE SEAT11 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519514.24 2233267.04 4.00 POINTSOURCE SEAT12 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519512.60 2233211.39 4.00 Urban Crossroads, Inc.140 8-469
Name M.ID Result. PWL Lw / Li Operating Time K0 Height Coordinates Day Evening Night Type Value norm.Day Special Night X Y Z (dBA)(dBA)(dBA)dB(A)(min)(min)(min)(dB)(ft)(ft)(ft)(ft) POINTSOURCE SEAT13 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519474.95 2233234.30 4.00 POINTSOURCE SEAT14 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518936.45 2233389.80 4.00 POINTSOURCE SEAT15 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518866.07 2233393.07 4.00 POINTSOURCE SEAT16 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519429.12 2234042.88 4.00 POINTSOURCE SEAT17 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519496.23 2233987.23 4.00 POINTSOURCE SEAT18 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519489.69 2234044.51 4.00 POINTSOURCE SEAT19 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519474.95 2233648.41 4.00 POINTSOURCE SEAT20 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519473.32 2233710.61 4.00 POINTSOURCE SEAT21 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519470.04 2233762.99 4.00 POINTSOURCE SEAT22 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519532.24 2233412.71 4.00 POINTSOURCE SEAT23 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519486.41 2233378.34 4.00 POINTSOURCE SEAT24 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519535.52 2233348.88 4.00 POINTSOURCE SEAT25 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519231.07 2233134.46 4.00 POINTSOURCE SEAT26 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519154.14 2233127.91 4.00 POINTSOURCE SEAT27 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6519087.03 2233136.09 4.00 POINTSOURCE SEAT28 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518736.76 2233995.41 4.00 POINTSOURCE SEAT29 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518754.76 2233892.29 4.00 POINTSOURCE SEAT30 91.5 91.5 91.5 Lw 91.5 720.00 180.00 0.00 0.0 4.00 a 6518759.67 2233949.58 4.00 Building(s)
Name M.ID RB Residents Absorption Height Coordinates
Begin x y z Ground
(ft)(ft)(ft)(ft)(ft)
BUILDING BUILDING00001 x 0 20.00 a 6518737.43 2234074.16 20.00 0.00 6518990.26 2234072.93 20.00 0.00
6518993.96 2233998.93 20.00 0.00
6518918.72 2234003.86 20.00 0.00
6518749.76 2234006.33 20.00 0.00
BUILDING BUILDING00002 x 0 20.00 a 6519245.55 2234067.99 20.00 0.00 6519370.11 2234067.99 20.00 0.00
6519373.81 2234011.26 20.00 0.00
6519249.25 2234014.96 20.00 0.00
BUILDING BUILDING00003 x 0 20.00 a 6519542.77 2234079.09 20.00 0.00 6519616.77 2234081.56 20.00 0.00
6519615.54 2233991.53 20.00 0.00
6519547.71 2233996.46 20.00 0.00
BUILDING BUILDING00004 x 0 20.00 a 6519519.34 2233762.14 20.00 0.00 6519611.84 2233760.90 20.00 0.00
6519614.30 2233635.11 20.00 0.00
6519524.27 2233638.81 20.00 0.00
BUILDING BUILDING00005 x 0 20.00 a 6519500.84 2233611.67 20.00 0.00 6519601.97 2233609.21 20.00 0.00
6519599.50 2233529.04 20.00 0.00
6519500.84 2233527.81 20.00 0.00
BUILDING BUILDING00006 x 0 20.00 a 6519547.71 2233479.71 20.00 0.00 6519614.30 2233480.94 20.00 0.00
6519615.54 2233374.88 20.00 0.00
6519555.11 2233374.88 20.00 0.00
BUILDING BUILDING00007 x 0 20.00 a 6519544.01 2233291.02 20.00 0.00 6519614.30 2233289.78 20.00 0.00
6519614.30 2233113.42 20.00 0.00
6519545.24 2233112.19 20.00 0.00
BUILDING BUILDING00008 x 0 20.00 a 6519418.21 2233188.65 20.00 0.00 6519500.84 2233187.42 20.00 0.00
6519502.07 2233128.22 20.00 0.00
6519421.91 2233130.69 20.00 0.00
BUILDING BUILDING00009 x 0 20.00 a 6519114.82 2233326.78 20.00 0.00 6519193.75 2233328.02 20.00 0.00
6519197.45 2233252.78 20.00 0.00
6519117.28 2233254.02 20.00 0.00
BUILDING BUILDING00010 x 0 20.00 a 6518738.66 2233802.83 20.00 0.00 6518824.99 2233801.60 20.00 0.00
6518829.93 2233626.47 20.00 0.00
6518739.90 2233627.71 20.00 0.00
BUILDING BUILDING00011 x 0 20.00 a 6518728.80 2233558.64 20.00 0.00 6518844.73 2233557.41 20.00 0.00
6518848.43 2233400.78 20.00 0.00
6518731.26 2233399.55 20.00 0.00
BUILDING BUILDING00012 x 0 20.00 a 6519460.14 2233945.90 20.00 0.00 6519526.74 2233944.66 20.00 0.00
6519526.74 2233838.60 20.00 0.00
6519467.54 2233838.60 20.00 0.00
Urban Crossroads, Inc.141 8-470
Rancho Monterey Specific Plan Noise and Vibration Impact Analysis 14271-03 Noise Study
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Rancho Monterey Specific Plan Noise and Vibration Impact Analysis 14271-03 Noise Study
APPENDIX 10.1:
CADNAA CONSTRUCTION NOISE MODEL INPUTS
143 8-472
Rancho Monterey Specific Plan Noise and Vibration Impact Analysis 14271-03 Noise Study
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144 8-473
14271 - Rancho Monterey Specific Plan
CadnaA Noise Prediction Model: 14271_03 - Construction.cna Date: 01.05.22
Analyst: S. Shami
Calculation Configuration
Configuration
Parameter Value
General
Max. Error (dB)0.00
Max. Search Radius (#(Unit,LEN))2000.01
Min. Dist Src to Rcvr 0.00
Partition
Raster Factor 0.50
Max. Length of Section (#(Unit,LEN))999.99
Min. Length of Section (#(Unit,LEN))1.01
Min. Length of Section (%)0.00
Proj. Line Sources On
Proj. Area Sources On
Ref. Time
Reference Time Day (min)960.00
Reference Time Night (min)480.00
Daytime Penalty (dB)0.00
Recr. Time Penalty (dB)5.00
Night-time Penalty (dB)10.00
DTM
Standard Height (m)0.00
Model of Terrain Triangulation
Reflection
max. Order of Reflection 2
Search Radius Src 100.00
Search Radius Rcvr 100.00
Max. Distance Source - Rcvr 1000.00 1000.00
Min. Distance Rvcr - Reflector 1.00 1.00
Min. Distance Source - Reflector 0.10
Industrial (ISO 9613)
Lateral Diffraction some Obj
Obst. within Area Src do not shield On
Screening Incl. Ground Att. over Barrier
Dz with limit (20/25)
Barrier Coefficients C1,2,3 3.0 20.0 0.0
Temperature (#(Unit,TEMP))10
rel. Humidity (%)70
Ground Absorption G 0.50
Wind Speed for Dir. (#(Unit,SPEED))3.0
Roads (RLS-90)
Strictly acc. to RLS-90
Railways (FTA/FRA)
Aircraft (???)
Strictly acc. to AzB
Receiver Noise Levels
Name M.ID Level Lr Limit. Value Land Use Height Coordinates Day Eve Night Day Eve Night Type Auto Noise Type X Y Z
(dBA)(dBA)(dBA)(dBA)(dBA)(dBA)(ft)(ft)(ft)(ft)
RECEIVERS R1 60.4 60.4 60.4 65.0 60.0 55.0 5.00 a 6518841.51 2234144.62 5.00 RECEIVERS R2 44.7 44.7 44.7 55.0 50.0 45.0 5.00 a 6520468.57 2231448.00 5.00 RECEIVERS R3 48.7 48.7 48.7 55.0 50.0 45.0 5.00 a 6518958.15 2231755.30 5.00 RECEIVERS R4 52.7 52.7 52.7 55.0 50.0 45.0 5.00 a 6518339.66 2232397.66 5.00 RECEIVERS R5 45.4 45.4 45.4 55.0 50.0 45.0 5.00 a 6516553.64 2233474.05 5.00 RECEIVERS R6 49.2 49.2 49.2 65.0 60.0 55.0 5.00 a 6517567.09 2234365.97 5.00 Area Source(s)
Name M.ID Result. PWL Result. PWL''Lw / Li Operating Time Height Day Evening Night Day Evening Night Type Value norm.Day Special Night (ft) (dBA)(dBA)(dBA)(dBA)(dBA)(dBA)dB(A)(min)(min)(min)
SITEBOUNDARY CONSTRUCTION 115.0 115.0 115.0 63.6 63.6 63.6 Lw 115 8 Name Height Coordinates
Begin End x y z Ground
(ft)(ft)(ft)(ft)(ft)(ft)
SITEBOUNDARY 8.00 a 6518367.97 2234092.54 8.00 0.00
6519633.87 2234100.19 8.00 0.00
6519633.87 2233098.18 8.00 0.00
6519031.51 2233094.35 8.00 0.00
6519025.78 2232761.62 8.00 0.00
6518371.79 2232753.97 8.00 0.00
Urban Crossroads, Inc.145 8-474
Urban Crossroads, Inc.146 8-475
APPENDIX E:
Rancho Monterey Specific Plan Transportation Impact Assessment Fehr and Peers
October 2022
8-476
Rancho Monterey
Specific Plan
Transportation
Impact Assessment
Prepared for:
MSA Consulting
October 2022
OC21-0816
8-477
Table of Contents
Executive Summary ............................................................................................................ i
1. Introduction ................................................................................................................... 1
1.1 Study Purpose and Project Description ....................................................................................................... 1
1.2 Report Organization ............................................................................................................................................ 2
2. Analysis Methodology .................................................................................................. 4
2.1 LOS Analysis Methodology............................................................................................................................... 4
2.2 LOS Analysis Study Area .................................................................................................................................... 5
2.3 Intersection Impact Criteria .............................................................................................................................. 5
2.4 Vehicle Miles Traveled (VMT) .......................................................................................................................... 6
2.5 Traffic Volume Forecasting ............................................................................................................................... 6
2.6 Active Transportation and Public Transit Analysis .................................................................................. 7
3. Existing Conditions ....................................................................................................... 9
3.1 Roadway System ................................................................................................................................................... 9
3.2 Existing Pedestrian and Bicycle Facilities .................................................................................................... 9
3.3 Existing Transit Service .................................................................................................................................... 11
3.4 Data Collection ................................................................................................................................................... 17
4. Project Characteristics ................................................................................................ 19
4.1 Trip Generation .................................................................................................................................................. 19 Trip Generate Rates ......................................................................................................................................... 19 Pass-by rates ...................................................................................................................................................... 19 Internal Trip Capture ....................................................................................................................................... 19 Trip Generation Estimates ............................................................................................................................. 22
4.2 Trip Distribution and Assignment ............................................................................................................... 22 Trip Distribution ................................................................................................................................................ 22
5. Level of Service (LOS) Analysis .................................................................................. 24
5.1 Analysis Scenarios ............................................................................................................................................. 24 Existing (2022) Conditions ............................................................................................................................ 25
5.2 Opening Year (2023) Conditions Intersection Operations Analysis .............................................. 27 Approved Development Projects ............................................................................................................... 27 Opening Year (2023) No Project Conditions ......................................................................................... 27 Opening Year (2023) Plus Project Alternative 1 Conditions ............................................................ 27 Opening Year (2023) Plus Project Alternative 2 Conditions ............................................................ 27 8-478
Traffic Signal Warrant Analysis .................................................................................................................... 32
5.3 Future Year (2040) Conditions Intersection Operations Analysis ................................................... 33 Future Year (2040) No Project Conditions .............................................................................................. 33 Future Year (2040) Plus Project Alternative 1 Conditions ................................................................ 33 Future Year (2040) Plus Project Alternative 2 Conditions ................................................................ 33 Traffic Signal Warrant Analysis .................................................................................................................... 38
6. On-Site Circulation and Site Access Review ............................................................. 39
7. Vehicle Miles Traveled Impact Analysis .................................................................... 40
7.1 VMT Screening Assessment .......................................................................................................................... 40
7.2 Local-Serving Retail Screening ..................................................................................................................... 40
7.3 Map-Based Screening ...................................................................................................................................... 41
7.4 Modeling Methodology .................................................................................................................................. 41
7.5 VMT Assessment ................................................................................................................................................ 41
7.6 Key Findings ........................................................................................................................................................ 42
8. Active Transportation and Public Impact Analysis .................................................. 44
8.1 Active Transportation Analysis ..................................................................................................................... 44
8.2 Public Transit Analysis ..................................................................................................................................... 44
Appendices
Appendix A: Scoping Memo
Appendix B: Roadway Capacity Assessment Memo
Appendix C: Cumulative Projects List
Appendix D: Level of Service (LOS) Analysis Reports
Appendix E: Peak Hour Volumes from RIVCOM
Appendix F: Traffic Signal Warrants
Appendix G: Traffic Counts
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List of Figures
Figure 1: Study Area ........................................................................................................................................................... 3 Figure 2: Study Intersections .......................................................................................................................................... 8 Figure 3: Bicycle Facilities ............................................................................................................................................... 12 Figure 4: Trail Facilities .................................................................................................................................................... 13 Figure 5: Fixed-Route Transit Facilities ..................................................................................................................... 15 Figure 6: On-Demand Transit Facilities .................................................................................................................... 16 Figure 7: Project Trip Distribution .............................................................................................................................. 23 Figure 8: Existing (2022) Conditions .......................................................................................................................... 26 Figure 9: Opening Year (2023) No Project Conditions ....................................................................................... 29 Figure 10: Opening Year (2023) Plus Project Alternative 1 Conditions ....................................................... 30 Figure 11: Opening Year (2023) Plus Project Alternative 2 Conditions ....................................................... 31 Figure 12: Future Year (2040) No Project Conditions ......................................................................................... 35 Figure 13: Future Year (2040) Plus Project Alternative 1 Conditions ............................................................ 36 Figure 14: Future Year (2040) Plus Project Alternative 2 Conditions ............................................................ 37 Figure 15: RIVCOM TAZ 1884 (Google Maps and Aerial Image Overlay) ................................................... 43
List of Tables
Table 1: Intersection Level of Service (LOS) Grades .............................................................................................. 4 Table 2: Regional and Local Access to Project ...................................................................................................... 10 Table 3: Fixed Route Bus Transit Service .................................................................................................................. 14 Table 4: Project Trip Generation Estimates ............................................................................................................. 21 Table 5: Existing (2022) No Project Intersection Level of Service .................................................................. 25 Table 6: Opening Year (2023) Intersection Level of Service ............................................................................. 28 Table 7: Opening Year (2023) Plus Project Signal Warrant Analysis ............................................................. 32 Table 8: Future Year (2040) Intersection Level of Service ................................................................................. 34 Table 9: Future Year (2040) Plus Project Signal Warrant Analysis ................................................................. 38 8-480
i
Executive Summary
Fehr & Peers prepared this transportation impact assessment for Rancho Monterey Specific Plan Amendment (Project) located in Rancho Mirage, California. This study was developed in coordination with the City of Rancho Mirage. The Project proposes to develop approximately 35 acres to include up to 150,000 square feet of commercial use and 400 dwelling units.
As part of the study, and consistent with City of Rancho Mirage and Riverside County Congestion Management Plan (CMP) requirements, the following scenarios were analyzed:
• Existing (2022) Conditions
• Opening Year (2023) No Project Conditions, Plus Project Alternative 1 Conditions (With a proposed roadway connection completed), and Plus Project Alternative 2 Conditions (With no proposed roadway connection) • Future Year (2040) No Project Conditions, Plus Project Alternative 1 Conditions (With a proposed roadway connection completed), and Plus Project Alternative 2 Conditions (With no proposed roadway connection)
Traffic forecasts for each scenario, with and without project alternatives, were prepared and Level of Service (LOS) calculations were prepared to identify any intersection operational deficiencies.
Under Opening Year (2023) and Future Year (2040) with and without project conditions, all intersections operate at LOS D or better.
A Vehicle Miles Traveled (VMT) assessment was also performed to review potential significant impacts associated with the Project. The retail and residential components of the Project are both anticipated to be screened (consistent with the City’s screening criteria) from VMT assessment and thus can be presumed to result in a less-than-significant impact related to VMT based on the City of Rancho Mirage’s VMT Policy.
The Project land use plan does not have a specific site plan to review site access or potential impacts to active transportation modes. We recommend a more detailed review at the time of the site plan submittal. However, the plan as proposed is anticipated to result in adequate site access and not conflict with existing or proposed pedestrian, bicycle or transit facilities. 8-481
Rancho Monterey Specific Plan Traffic Study October 2022 1 1. Introduction
This report presents the analysis and findings of the transportation impact assessment prepared in support of the Rancho Monterey Specific Plan Amendment (Project) to the Rancho Monterey Section 30 Specific Plan (Section 30 SP) located in Rancho Mirage, California. This chapter discusses the transportation study purpose, project description and report organization.
1.1 Study Purpose and Project Description
The Project is a 35-acre planning area within the Monterey Specific Plan that proposes a mixed- use project (Project) on the west side of Monterey Avenue within the corporate limits of Rancho Mirage, California. The land use allows for medium density residential and commercial uses. This Project would replace the portion of the existing Specific Plan and establish site-specific development standards, land use regulations, and programs to guide the development of the property in a manner that is consistent with the Rancho Mirage General Plan while also maintaining flexibility to respond to changing conditions that factor in any long-term development.
The Project proposes a mixed-use development, as shown in Figure 1, that would allow up to the following land uses:
• PA-1 Community Commercial: 400 medium rise dwelling units (2-3 stories) • PA-2 Mixed-Use: 150,000 square feet of retail use
The Project would have multiple direct access points through proposed driveways on Monterey Avenue, Dick Kelly Drive (future) and Via Vail (future). It is anticipated that Monterey Avenue would have three right in/right out driveways, Dick Kelly Drive (future) would have two right in/left out driveways, and Via Vail would have one proposed full access driveway from the northwest corner of the Project site. One major, signalized access intersection is proposed on Monterey Avenue that would line up with the driveway access to the adjacent shopping center across from the Project. All other driveways along Monterey Avenue are assumed to be right- in/right-out only. Other driveways on Dick Kelly and Via Vail are assumed to be full-access driveways.
The Section 30 SP plans for the following roadways:
• A roadway that would connect Monterey Avenue to Via Vail midway between Dinah Shore Drive and Dick Kelly Drive. The Project applicant has identified difficulties in constructing this roadway due to existing site conditions related to grade and the proximity to the loading zone access from Monterey Avenue behind the existing Home Depot. Fehr & Peers prepared a supplemental analysis that reviewed roadway capacity for Section 30 SP that concluded that the roadway connection was not needed to provide acceptable access to the Section 30 SP area. The supplemental analysis was presented in 8-482
Rancho Monterey Specific Plan Traffic Study October 2022 2 a memorandum that is included as Appendix B. This analysis was further reviewed at the peak hour level in this assessment by studying Project alternatives with and without the roadway.
• The extension of Dick Kelly Drive west to connect with Via Florencia. This extension would border the Project to the south.
• The extension of Via Vail east and south to connect with the Dick Kelly Extension. This roadway would border the Project to the west.
1.2 Report Organization
The report is divided into eight chapters as described below:
• Chapter 1 – Introduction discusses the purpose and organization of the report. • Chapter 2 – Analysis Methodology describes the criteria used to prepare traffic forecasts and analyze Level of Service (LOS) and Vehicle Miles Traveled (VMT). • Chapter 3 – Existing Conditions describes the transportation system in the Project vicinity, including the surrounding roadway network, morning and evening peak period intersection turning movement volumes, and existing bicycle, pedestrian, and transit facilities.
• Chapter 4 – Project Characteristics presents relevant Project information, such as the Project components and Project trip generation, distribution, and assignment. • Chapter 5 – Level of Service Analysis describes the LOS results for the Existing (2022), Opening Year (2023), Future Year (2040) analysis scenarios. • Chapter 6 – On-Site Circulation and Site Access Review describes Project access and circulation for all travel modes.
• Chapter 7 – Vehicle Miles Traveled Impact Analysis presents the results of the VMT assessment conducted for the Project per California Environmental Quality Act (CEQA) requirements.
• Chapter 8 – Active Transportation and Public Transit Impact Analysis presents the review of potential impacts to active transportation and transit per CEQA requirements. 8-483
Study Area
Figure 1
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AM(PM) Peak Hour Traffic Volume
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Rancho Monterey Specific Plan Traffic Study October 2022 4 2. Analysis Methodology
This section describes the criteria used to prepare traffic volume forecasts analyzing Level of Service (LOS), and Vehicle Miles Traveled (VMT). This methodology was approved by the City through the scoping process provided as Appendix A.
2.1 LOS Analysis Methodology
Intersection operating conditions in the study area were evaluated using the Highway Capacity Manual (HCM) 6th Edition Transportation Research Board (TRB) methodology, which is considered the state-of-the-practice methodology for evaluating intersection operations and is consistent with the City of Rancho Mirage, City of Palm Desert, County of Riverside, and Caltrans.
The HCM 6th Edition methodology for signalized intersections estimates the average control delay for vehicles at the intersection. After the quantitative delay estimates are complete, the methodology assigns a qualitative letter grade that represents the operations of the intersection.
These grades range from LOS A (minimal delay) to LOS F (excessive congestion). LOS E represents at-capacity operations. Descriptions of the LOS letter grades for signalized and unsignalized intersections are provided in Table 1.
Table 1: Intersection Level of Service (LOS) Grades
Level
of
Service
Description
Signalized
Volume-to-
Capacity
(V/C) Ratio
Signalized
Delay
(Seconds)
Unsignalized
Delay
(Seconds)
A Operations with very low delay occurring with favorable progression and/or short cycle length 0.000-0.600 10.0 to 20.0 > 10.0 to 15.0 C
Operations with average delays resulting from fair
progression and/or longer cycle lengths. Individual
cycle failures begin to appear
0.701-0.800 > 20.0 to
35.0 > 15.0 to 25.0
D
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable
0.801-0.900 > 35.0 to 55.0 > 25.0 to 35.0
E Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios.
Individual cycle failures are frequent occurrences
0.901-1.000 > 55.0 to
80.0 > 35.0 to 50.0
F
Operation with delays unacceptable to most drivers
occurring due to over saturation, poor progression, or very long cycle lengths Greater than 1.000 > 80.0 > 50.0
Source: Highway Capacity Manual 6th Edition (Transportation Research Board, 2017). 8-485
Rancho Monterey Specific Plan Traffic Study October 2022 5 The following factors were applied in the intersection analysis:
• Peak Hour Factor (PHF) were based on traffic counts collected in the field for all Existing and Opening Year Conditions Analysis.
• PHF for all future analysis were set to 0.95 unless the existing PHF was higher. • Heavy vehicle percentage were set to 2% for all analysis scenarios.
2.2 LOS Analysis Study Area
Project generation and trip distribution, discussed in detail later in this report, were used to identify study intersections. Consistent with Riverside County CMP requirements, intersections classified as collectors or higher that the Project is anticipated to add 50 or more peak hour trips to were chosen as study intersections.
Figure 2 shows the Project study area and proposed study intersections. The proposed study locations for the Project are:
1. Monterey Avenue & Varner Road
2. Monterey Avenue & I-10 Eastbound Ramps
3. Key Largo Avenue & Dinah Shore Drive
4. Monterey Avenue & Dinah Shore Drive
5. Monterey Avenue & Proposed Roadway Connection (Project Alternative 1 Only)
6. Monterey Avenue & Proposed Project Access Driveway
7. Monterey Avenue & Dick Kelly Drive
8. Monterey Avenue & Gerald Ford Drive
9. Monterey Avenue & Frank Sinatra Drive
10. Monterey Avenue & Country Club Drive
2.3 Intersection Impact Criteria
The Project is anticipated to add traffic to facilities in multiple jurisdictions and therefore each jurisdiction’s LOS criteria was applied as appropriate. Based on the City of Rancho Mirage, City of Palm Desert, Caltrans, and the County of Riverside guidelines regarding traffic impact analyses, the following performance criteria and thresholds of significance were used to determine impacts at study facilities.
• City of Rancho Mirage – The City has adopted LOS “D” as the minimum acceptable standard for intersection operations.
• The City of Palm Desert – The City has adopted LOS “D” as the minimum acceptable standard for intersection operations.
• Caltrans – Caltrans no longer defines acceptable LOS standards with their latest adoption of the Vehicle Miles Traveled-Focused Transportation Impact Study Guide (TISG), May 2020. 8-486
Rancho Monterey Specific Plan Traffic Study October 2022 6 This study assumes City of Rancho Mirage LOS “D” minimum acceptable standard at Caltrans locations.
• Riverside CMP – Riverside County Transportation Commission (RCTC), as the congestion management agency, has set LOS E as the minimum acceptable threshold for CMP facilities. However, the CMP states that local agency thresholds should be applied as long as they provide improved service levels compared to the CMP requirements. Given that the adopted LOS standards from the City of Rancho Mirage exceed the CMP thresholds, the local thresholds were applied for the assessment.
• County of Riverside Transportation Analysis Guidelines – The County’s General Plan requires traffic impact assessments for proposed development projects. The analysis requires the LOS analysis to maintain consistency with the County General Plan policies and a VMT analysis to evaluate the project impacts. The Project is within the Western Coachella Valley Area Plan which identifies LOS “D” as the minimum acceptable standard for intersection operations.
2.4 Vehicle Miles Traveled (VMT)
A Project specific VMT assessment was performed for the Project consistent with the Rancho Mirage’s Transportation Analysis Policy adopted in June 2020 (updated in February 2021). This Policy aligns the City's transportation analysis with California Senate Bill 743 (SB 743) and the City's goals as set forth in the Rancho Mirage General Plan updated in 2017. As required by SB 743, VMT will replace the former metric used to analyze traffic impacts which was LOS. This policy introduces VMT as the metric to measure transportation environmental impacts in conformance with the CEQA and establishes the thresholds for transportation impacts. According to Table 1 of the Policy, retail project types (including hotel) would result in a significant impact if the project caused a net increase in the total existing VMT for the region.
2.5 Traffic Volume Forecasting
RIVCOM is considered as the most appropriate tool for testing changes in land use and roadway network in Riverside County, and was used to develop traffic volume forecasts for this study.
RIVCOM uses a 2018 base year, a 2045 future year, and Socioeconomic Data (SED) consistent with the Southern California Association of Governments (SCAG) 2020 Regional Transportation Plan (RTP) model.
The Base Year and Future Year models produce link and intersection turning movement volumes.
National Cooperative Highway Research Program (NCHRP) Report 765 prescribes a variety of methods for developing intersection turning movement volume forecasts from travel demand model outputs. For typical applications, the Base Year and Future Year model outputs are compared to one another and are used in conjunction with existing traffic counts to develop future traffic forecasts. In this study, the proportional difference between the Base Year and 8-487
Rancho Monterey Specific Plan Traffic Study October 2022 7 Future Year model outputs were utilized to interpolate the 2023 and 2040 volume forecasts. This method is known as the difference method and is a state of the practice approach consistent with NCHRP Report 765. RIVCOM model peak hour traffic volume plots used for preparing traffic volume forecasts are provided as Appendix E.
2.6 Active Transportation and Public Transit Analysis
Potential impacts to public transit, pedestrian facilities and travel, and bicycle facilities and travel can be evaluated using the following criteria.
• A significant impact occurs if the project conflicts with adopted policies, plans, or programs regarding public transit, bicycle, or pedestrian facilities, or otherwise decreases the performance 1 or safety of such facilities.
Therefore, the assessment includes analysis of a project to examine if it is inconsistent with adopted policies, plans, or programs regarding active transportation or public transit facilities, or otherwise decreases the performance or safety of such facilities and determine as to whether it has the potential to conflict with existing or proposed facilities supporting these travel modes.
1 Per the OPR Technical Advisory, decrease of performance does not include increase in users. 8-488
Study Intersections
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AM(PM) Peak Hour Traffic Volume
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Rancho Monterey Specific Plan Traffic Study October 2022 9 3. Existing Conditions
This chapter describes transportation facilities in the Project study area, including the surrounding roadway network, transit, pedestrian, and bicycle facilities in the Project site vicinity. Existing (2022) intersection operations are also described.
3.1 Roadway System
The Project site is located northwest of the Monterey Avenue and Dick Kelly Drive intersection.
Regional access to the site vicinity is provided by State Route 111 and the Interstate 10 highway.
Local access is provided by a multitude of roadways including Monterey Avenue, Dinah Shore Drive, Gerald Ford Drive, and Bob Hope Drive. Characteristics of these regional and local access roadways are provided in Table 2.
3.2 Existing Pedestrian and Bicycle Facilities
The City of Rancho Mirage maintains more than 50 miles of sidewalks, bicycle lanes, golf cart paths, and multi-use trails within existing roadways and rights-of-way. Pedestrian facilities throughout Rancho Mirage are well developed along most major roadways adjacent to developed residential areas. However, several roads within the study area have undeveloped or discontinuous sidewalks. Within and adjacent to the Project area, sidewalks are provided on only one side of the street, or sidewalks are not available at all. Connectivity is limited throughout the study area due to adjacent undeveloped parcels. Sidewalks are currently provided on Monterey Avenue along the Project site frontage. At the existing signalized intersections in the area, crosswalks and pedestrian push-button actuated signals are provided.
Most major streets in Rancho Mirage and Palm Desert provide bicycle facilities. Due to the heavy presence of golf courses in the Rancho Mirage, many of the Class II facilities also accommodate golf carts. Bicycle facility classifications in Rancho Mirage include the following:
• Class I Bikeways (Bike Paths) - Class I bicycle facilities are bicycle trails or paths that are off-street and separated from automobiles. They are a minimum of eight feet in width for two-way travel and include bike lane signage and designated street crossings where needed. A Class I Bike Path may parallel a roadway (within the parkway) or may be a separate right-of-way that meanders through a neighborhood or along a flood control channel or utility right-of-way.
• Class II Bikeways (Bike Lanes) – Class II bicycle facilities are striped lanes that provide bike travel and can be either located next to a curb or parking lane. If located next to a curb, a minimum width of five feet is recommended. However, a bike lane adjacent to a parking lane can be four feet in width. Bike lanes are exclusively for the use of bicycles and include bike lane signage, special lane lines, and pavement markings. 8-490
Rancho Monterey Specific Plan Traffic Study October 2022 10 Table 2: Regional and Local Access to Project
Roadway Direction Relative
Location2 # Lanes Posted
Speed (mph) Designation Jurisdiction
Regional Access
Interstate 10 East-West North 6-8 70 Interstate highway State of California Local Access
Dinah Shore Drive East-West North 4-6 50 Minor Arterial 4D3, Designated Truck Route3 City of Rancho Mirage Monterey Avenue North-South East 4-6 50-55 Major Arterial 6D3, Vehicular Oriented Arterial4, Designated Truck Route3,4
City of Rancho Mirage,
City of Palm Desert
Key Largo Avenue North-South West 2 Minor Collector City of Rancho Mirage Via Vail (future) East-West North 2 Minor Collector City of Rancho Mirage Dick Kelly Drive
(future) East-West South 4 45
Secondary Street4, Time Restricted Truck Route
(west of Bob Hope Drive) 3, Designated Truck
Route (east of Monterey Avenue)3,4
City of Palm Desert
Notes
1. Reported characteristics reflect conditions on the roadway segment nearest to the Project. 2. Location of the roadway relative to the Project site. 3. City of Rancho Mirage General Plan roadway designation as set forth in the City of Rancho Mirage General Plan Circulation Element, adopted in 2017. 6D = Six-lane Divided Roadway. 4D = Four-lane Divided Roadway. 4. The City of Palm Desert General Plan roadway designation as set forth in the City of Palm Desert General Plan Mobility Element, adopted in 2016. 5. The City of Rancho Mirage has assumed responsibility of this facility within the city limits.
Sources Fehr and Peers, 2022. City of Palm Desert General Plan, 2016.
City of Rancho Mirage General Plan, 2017.
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Rancho Monterey Specific Plan Traffic Study October 2022 11 • Class III Bikeways (Bike Routes) – Class III bicycles facilities are streets providing for shared use by motor vehicles and bicyclists. While bicyclists have no exclusive use or priority, signage both by the side of the street and stenciled on the roadway surfaces alerts motorists to bicyclists sharing the roadway space and denotes that the street is an official bike route.
Existing and planned bicycle facilities are displayed in Figure 3. The following bicycle facilities—all Class II Bikeways—are located within the study area:
• Bob Hope Drive between Ramon Road and Clancy Lane
• Monterey Avenue between Dinah Shore Drive and Country Club Drive • Gerald Ford Drive east of Los Alamos Road
• Country Club Drive east of Morningside Drive
The following existing multi-purpose trails are located within the study area, as illustrated in Figure 4:
• Via Vail between Landy Lane and Key largo Avenue
• Victory Lane between Landy Lane and Key largo Avenue
• Via Marta Avenue between Landy Lane and Key largo Avenue • Portions of Landy Lane
• Portions of Via Josefina
3.3 Existing Transit Service
SunLine Transit Agency provides local transit service throughout Coachella Valley including the Cities of Rancho Mirage and Palm Desert. Through the SunLine Refueled transit overhaul that began its initial phase in January 2021, the agency operates bus transit services in the city through fixed route and demand-response services.
Six fixed-route bus routes run through the city and connect to the neighboring cities of Palm Springs, Cathedral City, Coachella, and Indio. The routes serve major destinations in the region and connect Coachella Valley to Beaumont, Banning, Cabazon, Moreno Valley, and Riverside.
Within Rancho Mirage, bus routes run on major roadways, including Ramon Road, Monterey Avenue, and Bob Hope Drive. Single ride fares range from $0.25-$1.00. Fixed route bus services that run in the Project vicinity are summarized in Table 3, and visualized in Figure 5.
SunLine Transit Agency also operates the 10 Commuter Link, a weekday commuter service that enables riders traveling to and from the Coachella Valley to travel reliably and for a low cost. The roundtrip regional route, created in partnership with California State University San Bernadino, has a westbound schedule with four trips departing the terminus between 5:20 AM and 2:50 PM, 8-492
Rancho Monterey Specific Plan Traffic Study October 2022 12 Figure 3: Bicycle Facilities
Source: City of Rancho Mirage General Plan, 2017
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Rancho Monterey Specific Plan Traffic Study October 2022 13 Figure 4: Trail Facilities
Source: City of Rancho Mirage General Plan, 2017
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Rancho Monterey Specific Plan Traffic Study October 2022 14 and an eastbound schedule with four trips departing the terminus between at 8:45 AM and 5:45 PM. Single ride fare for those not affiliated with the University ranges from $4-$6.
SunRide is an on-demand door-to-bus stop service available within designated areas of Coachella, Mecca, Desert Edge, and Palm Desert. Per the agency website, SunRide is a microtransit service available in four Coachella Valley zones to connect riders to the fixed-route network or to any destination along a fixed-route network in the designated zone. The Project site falls within the Palm Desert zone, where riders are connected to bus Routes 1, 4, 5, and 6 within the geofence, as shown in Figure 6. Riders use the service with a smartphone app, calls for a SunRide vehicle to pick them up at a destination within the designated zones and/or bus stops. The fare is $3 and includes a free transfer to SunLine local routes. The service is available weekdays between 5:30 AM and 6:30 PM.
Table 3: Fixed Route Bus Transit Service
Route Direction Operating Hours1 Peak Headway
1 Coachella - Palm Springs 5:00 AM-11:00 PM 20 minutes
4 Westfield Palm Desert - Palm
Springs 6:10 AM-9:50 PM 60 minutes
5 Desert Hot Springs - CSUSB
(PDC) - Westfield Palm Desert
6:10 AM-6:50 PM
(weekday only) 60 minutes
6 Coachella - Westfield Palm
Desert 6:15 AM-9:00 PM 60 minutes
1X Express to Indio - Express to
Palm Springs (coming 2022) - -
Notes 1. In response to the ongoing COVID-19 pandemic, SunLine has modified its transit service. The headways and operating hours in this table reflect “Level 2” modified service conditions effective as of October 2021.
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Transit Facilities
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rop
Transit Route
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Rancho Monterey Specific Plan Traffic Study October 2022 16 Figure 6: On-Demand Transit Facilities
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Rancho Monterey Specific Plan Traffic Study October 2022 17 3.4 Data Collection
Traffic counts were collected in October of 2021 during AM peak period (7-9 AM) and PM peak period (4-6 PM) for the following study locations:
1. Monterey Avenue & Varner Avenue
2. Monterey Avenue & I-10 Eastbound Ramps
3. Key Largo Avenue & Dinah Shore Drive
4. Monterey Avenue & Dinah Shore Drive
6. Monterey Avenue & Proposed Project Access Driveway
7. Monterey Avenue & Dick Kelly Drive
8. Monterey Avenue & Gerald Ford Drive
9. Monterey Avenue & Frank Sinatra Drive
10. Monterey Avenue & Country Club Drive
Please note that the proposed intersection #5 of Monterey Avenue & Proposed Roadway Connection (Project Alternative 1 Only) does not currently exist and counts were not collected here. Counts were collected during fair weather, while school was in session, and during a typical (non-holiday) Tuesday. Due to the seasonal nature of the Coachella Valley, traffic counts are known to be highest in the months of January and April. To meet the desired project schedule, Fehr & Peers initially collected counts in October of 2021 and validated those counts against counts recollected at the following four locations collected in February 2022:
3. Key Largo Avenue & Dinah Shore Drive
4. Monterey Avenue & Dinah Shore Drive
7. Monterey Avenue & Dick Kelly Drive
8. Monterey Avenue & Gerald Ford Drive
Upon review of the February 2022 traffic counts, we observed that the February counts were between 3-6% higher than the October 2021 counts. To provide a conservative assessment, we grew all of the October 2021 counts by 6% to represent Existing (2022) Conditions. All traffic counts collected are provided in Appendix G.
Fehr & Peers collected the following information in a field visit to the study area: • Lane configurations • Signal phasing • Land uses in the study area • Existing pedestrian and bicycle facilities • On-street parking conditions • Transit service 8-498
Rancho Monterey Specific Plan Traffic Study October 2022 18 Fehr & Peers requested the following from the City of Rancho Mirage, City of Palm Desert, Riverside County and Caltrans for use in the study:
• Traffic signal timing information at all signalized intersections • Pending and approved development projects within a two-mile radius 8-499
Rancho Monterey Specific Plan Traffic Study October 2022 19 4. Project Characteristics
This chapter provides an overview of the Project components and addresses the Project trip generation, distribution, and assignment characteristics, allowing for an evaluation of Project impacts on the surrounding roadway network. The amount of traffic associated with the Project was estimated using a three-step process:
1. Trip Generation – The amount of vehicle traffic entering/exiting the Project site was estimated.
2. Trip Distribution – The direction trips would use to approach and depart the site was projected.
3. Trip Assignment – Trips were then assigned to specific roadway segments and intersection turning movements.
4.1 Trip Generation
Trip Generate Rates
Trip generation rates from Trip Generation Manual, 10th Edition (Institute of Transportation Engineers [ITE], 2017) were used to estimate the number of net new trips associated with the Project. Trip generation rates and trip generation estimates are presented in Table 4. ITE trip generation rates for Shopping Center (ITE Code 820) were chosen to represent the retail use and Multi-Family Housing (Low-Rise containing one or two floors) (ITE Code 220) was chosen to represent the housing units.
Pass-by rates
Rates published in the ITE Trip Generation Handbook, 3rd Edition were referenced to estimate appropriate pass-by reductions for the Project land uses. Pass-by trips are assumed to be trips already traveling on Monterey Avenue that stop at a near-by/convenient commercial development and are not considered new trips on the road. Published ITE pass-by rates were referenced for commercial land uses. ITE does not provide pass-by trips for a Shopping Center at the daily level, so a 10% reduction was assumed for daily pass-by rate for this study.
Internal Trip Capture
The Project alternatives would generate new vehicle trips in the study area. However, given the mixed-use nature of the site, they would not generate traffic in a similar manner as to what is typically evaluated for most traffic studies. As such, the analysis evaluates the combined effects of the Project’s mixed uses, regional location, demographics, and development scale that contribute to a reduction (when compared to national homogeneous development projects) in off-site average weekday vehicle “trips” (e.g., one vehicle trip is when a person drives from their home to school, shopping, or their job and their return drive home is another trip). This reduction is due 8-500
Rancho Monterey Specific Plan Traffic Study October 2022 20 largely to the Project’s ability to “internally capture” these trips. That is, most of the reduction in total daily vehicle off-site trips generated by the Project is attributable to those trips beginning and ending on the Project site (e.g., both a person’s home and job, shopping, or local school are on a project site).
Traditionally, traffic engineers and transportation planners have estimated internalization of project trips using one of two methods. First, they would estimate it based on professional judgment. Alternatively, professionals relied on the Institute of Transportation Engineers’ (ITE) internalization methodology presented in the ITE Trip Generation Handbook. Although this has been applied in thousands of studies in California, the methodology is limited as it was based on only six surveys in Florida. Additionally, the ITE internalization methodology only accounts for the land use types on a mixed-use site. Given the limited input information (land use amount and type) and the limited range of data (six surveys), the accuracy of the internalization estimates has recently been found to generally under-estimate internalization of trips from mixed-use projects.
Seeing the limited data set and simplified methodology applied in the ITE handbook, the United States Environmental Protection Agency (EPA) commissioned a study to develop a more substantial, statistically superior methodology. This methodology, identified as MXD (or mixed- use development trip generation), begins with ITE rates and develops trip internalization estimates based on a series of factors tied to numerous site attributes. Table 4 provides the vehicle trip generation reduction rates for the two Project alternatives developed in MXD.
8-501
Rancho Monterey Specific Plan Traffic Study October 2022 21 Table 4: Project Trip Generation Estimates
Proposed Use
ITE
Land Use Quantity Units1
AM Peak PM Peak Daily Total
AM Peak PM Peak
Trip
Rate
In/
Out %
Trip
Rate
In/
Out % In Out Total In Out Total
Multifamily (Medium-Rise) 220 400 DUs 0.46 23/77 0.56 63/37 2,928 42 142 184 141 83 224 Shopping Center 820 150 KSF 0.94 62/38 3.81 48/52 5,663 87 54 141 275 297 572 Alternative A Gross Trips 8,025 129 196 325 320 276 596 Pass-By Reduction Shopping Center (34% PM) (566) 0 0 0 (96) (104) (200) Internal Capture Reduction (10% Daily, 12% AM, 15.2% PM) (329) (8) (12) (20) (33) (29) (62) Net External Trips 7,696 121 184 305 286 247 534
Notes 1. KSF = 1,000 square feet, DUs = Dwelling Units
Sources Trip Generation Manual 10th Edition (Institute of Transportation Engineers, 2017). Trip Generation Handbook 3rd Edition (Institute of Transportation Engineers, 2017).
MainStreet+, MXD+ (Fehr & Peers, 2022).
8-502
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 22 Trip Generation Estimates
As presented in Table 4, the Project is expected to generate approximately 7,696 daily net external trips, including approximately 305 net external trips (121 inbound/184 outbound) during the morning peak hour, and approximately 534 net external trips (286 inbound/247 outbound) during the afternoon peak hour.
4.2 Trip Distribution and Assignment
Trip Distribution
Project trip distribution refers to the directions of approach and departure that vehicles would use to travel to and from the Project site. Surrounding land uses, existing roadway network characteristics, existing traffic counts, local knowledge of the study area, Census Bureau Longitudinal Employer- Household Dynamics (LEHD) data, and professional judgement were used to develop the trip distribution.
We anticipate the housing units having a different trip distribution (shown in red) than the retail uses (shown in orange). We assumed that most people would be passing by on Monterey Avenue, so the retail trip distribution is more localized and evenly distributed as opposed to the housing units which are assumed to be traveling farther (such as to the freeway).
The trip distribution assumed for the Project is shown in Figure 7. 8-503
Figure 8
!"10
Var
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e
r
A
v
e
¯
City of Rancho Mirage
City of Palm Desert
Gerald Ford Dr
Dinah Shore Dr
Dick Kelly Dr
Frank Sinatra Dr
Country Club Dr
Mo
n
t
e
r
e
y
A
v
e
Bo
b
H
o
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e
D
r
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y
L
a
r
g
o
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e
Via Vail
Po
r
t
o
l
a
A
v
e
Ginger Rogers Rd
Via Marta
Victory Ln
0 0.50.25 Milesx%PA-1 Project Trips
x%PA-2 Project Trips
5%
5%
5%
40%
20%
5 %
5%
5%
10%5%
5%
5%5%
5%
5%
5%
10%
25%
10%
5%5%
10%
Project Trip Distribution
!
!
!!
!
!
!
!
!
!
!Study Intersections
PA-1 Commercial Site
PA-2 Mixed-Use Site
Future Road
Proposed Road
City Boundary
1 2
3 4
6 7
8 9
10 5
8-504
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 24 5. Level of Service (LOS) Analysis
5.1 Analysis Scenarios
Fehr & Peers studied the intersection Level of Service (LOS) at the previously identified study intersections for the following scenarios:
• Existing (2022) Conditions – Existing traffic volumes represented in Winter 2022 conditions. • Opening Year (2023) No Project Conditions – Opening Year (2023) No Project Conditions were evaluated using ambient growth rates and the inclusion of trips from all approved development projects within a two-mile radius. The No Project Condition does not assume the extensions of Dick Kelly Drive nor Via Vail.
• Opening Year (2023) Plus Project Alternative 1 Conditions – Project traffic associated with Project Alternative 1 were added to the Opening Year (2023) traffic volumes to evaluate Opening Year (2023) Plus Project under the conditions associated with Alternative 1. This alternative assumes the completion of the proposed roadway connection at the northern edge of the project site between Via Vail and Monterey Avenue, and the extensions of Via Vail and Dick Kelly Drive.
Part of this traffic assignment involved redistribution of traffic due to these roadway extensions. • Opening Year (2023) Plus Project Alternative 2 Conditions – Project traffic associated with Project Alternative 2 were added to the Opening Year (2023) traffic volumes to evaluate Opening Year (2023) Plus Project under the conditions associated with Alternative 2. This alternative assumes that the roadway connection would not be completed. Part of this traffic assignment involved redistribution of traffic due to the buildout of Via Vail and Dick Kelly Drive extensions. • Future Year (2040) No Project Conditions – Traffic forecasts consistent with growth in the Rancho Mirage General Plan Travel Demand Forecasting Model Year 2040. This scenario assumes the extensions of Via Vail and Dick Kelly Drive.
• Future Year (2040) Plus Project Alternative 1 Conditions – Project traffic associated with Project Alternative 1 were added to the Future Year (2040) No Project traffic volumes to evaluate Future Year (2040) Plus Project under the conditions associated with Alternative 1. This alternative assumes that the roadway connection would be completed. • Future Year (2040) Plus Project Alternative 2 Conditions – Project traffic associated with Project Alternative 2 were added to the Future Year (2040) No Project traffic volumes to evaluate Future Year (2040) Plus Project under the conditions associated with Alternative 2. This alternative assumes that the roadway connection would not be completed.
8-505
Figure 8Peak Hour Traffic Volumes and Lane ConfigurationsExisting (2022) Conditions 14 8
(
24 3
)
14 3
(
48 2
)
40 (77
)
13 (23)
96 (90)
224 (219)
12 (8
)
56 0
(
39 3
)
57 (27
)
108 (192)
242 (187)
622 (446)
1. Monterey Ave/Varner Rd
58 6
(
1 ,
62 0
)
34 5
(
65 2
)
45 (35)
2 (2)
1,013 (659)
1,
16 2
(
83 8
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
17 (7
)
26 (56
)
10 (10)
590 (795)
32 (19)
476 (845)
60 (20)
3.Key Largo Ave/Dinah Shore Dr
13 9
(
35 7
)
37 2
(
1 ,
07 6
)
13 (16
)
300 (598)
246 (338)
140 (301)
42 3
(
41 0
)
1,
36 4
(
77 1
)
37 1
(
31 5
)
366 (597)
216 (348)
28 (51)
4. Monterey Ave/Dinah Shore Dr
5. Monterey Ave/Proposed Roadway Connection
59 4
(
1 ,
23 5
)
51 (11
9 )
1,
24 6
(
89 5
)
54 (10
0 )
6 (146)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
62 4
(
1 ,
30 6
)
49 (11
4 )
1,
23 0
(
87 3
)
16 (22
)
21 (48)
69 (170)
7. Monterey Ave/Dick Kelly Dr
10 2
(
11 8
)
54 2
(
1 ,
15 9
)
29 (70
)
73 (142)
261 (309)
142 (115)
11 3
(
10 2
)
1,
08 7
(
82 3
)
48 (45
)
71 (104)
476 (275)
120 (105)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Mo
n
t
e
r
e
y Av
e
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
49 (92
)
57 6
(
1 ,
22 9
)
41 (92
)
17 (130)
166 (472)
63 (83)
52 (36
)
1,
31 5
(
1 ,
00 6
)
53 (69
)
64 (61)
480 (249)
121 (122)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
45 1
(
1 ,
07 6
)
78 (14
6 )
55 (177)
288 (674)
119 (305)
17 4
(
85 )
1,
04 2
(
93 5
)
17 4
(
23 3
)
116 (155)
717 (284)
195 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
ST
O
P
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
CCE
ACC
F
HCCCF
ACC
AG
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
Does not exist in this scenario
8-506
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 25 Existing (2022) Conditions
The Existing (2022) Baseline Condition traffic volumes developed are presented in Figure 8. These traffic volumes along with existing intersection lane configurations were used to calculate the LOS for the study intersections during each peak hour. The findings of this analysis are presented in Table 5, and detailed intersection LOS worksheets are presented in Appendix D. As shown in Table 5, all study intersections operate at LOS D or better.
Table 5: Existing (2022) No Project Intersection Level of Service Intersection Control Peak Hour LOS / Average Delay
1 Monterey Ave & Varner Road Signalized AM D / 46
PM D / 38
2 Monterey Ave & I-10 Eastbound Ramps Signalized AM D / 39 PM C / 30
3 Key Largo Ave & Dinah Shore Dr Signalized AM A / 8
PM A / 7
4 Monterey Ave & Dinah Shore Dr Signalized AM D / 42
PM D / 45
5 Monterey Ave & Proposed Roadway
Connection (Project Alternative 1 Only) TWSC AM -
PM -
6 Monterey Ave & Proposed Project Access
Driveway TWSC AM B / 12 (SBL)
PM D / 31 (SBL)
7 Monterey Ave & Dick Kelly Dr Signalized AM A / 7
PM B / 10
8 Monterey Ave & Gerald Ford Dr Signalized AM C / 31
PM C / 27
9 Monterey Ave & Frank Sinatra Dr Signalized AM C / 26
PM C / 28
10 Monterey Ave & Country Club Dr Signalized AM D / 38
PM D / 35
Notes: 1. TWSC = Two-Way Stop Controlled. 2. Bolded results are below acceptable LOS. Source: Fehr & Peers, 2022.
8-507
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 27 5.2 Opening Year (2023) Conditions Intersection Operations Analysis
This section analyzes Opening Year (2023) Traffic Conditions and compares the LOS results with no project and plus the two project alternatives.
Approved Development Projects
Nearby approved development projects within 2 miles of the Project site were reviewed for inclusion in the Opening Year (2023) Conditions forecasts. A list of approved development projects can be found in Appendix C. Trip generation rates were applied for each approved project from Trip Generation, 10th Edition (Institute of Transportation Engineers [ITE], 2017), and the trips were assigned to the study area based on professional judgement, and knowledge of the land uses and their typical peak hour travel patterns.
Opening Year (2023) No Project Conditions
As described in Chapter 2, the traffic volumes for Opening Year (2023) consist of existing counts plus the addition of growth derived from RIVCOM. Figure 9 presents the traffic forecasts for Opening Year (2023) No Project Conditions utilized in this study.
The Opening Year (2023) No Project Conditions peak hour volumes were used to calculate LOS for the study intersections during each peak hour.
Opening Year (2023) Plus Project Alternative 1 Conditions Figure 10 presents the traffic forecasts for Opening Year (2023) Plus Project Alternative 1 Conditions utilized in this study.
Opening Year (2023) Plus Project Alternative 2 Conditions Figure 11 presents the traffic forecasts for Opening Year (2023) Plus Project Alternative 2 Conditions utilized in this study.
The operations analysis results for Opening Year (2023) No Project Conditions, Plus Project Alternative 1 Conditions, and Plus Project Alternative 2 Conditions are summarized in Table 6 that show vehicular LOS at the study intersections. As shown in Table 6, all study intersections operate at LOS D or better.
8-508
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 28 Table 6: Opening Year (2023) Intersection Level of Service Intersection Control Peak Hour
LOS / Average Delay
Opening Year (2023) No Project
Opening Year (2023) Plus Project Alternative 1
Opening Year (2023) Plus Project Alternative 2
1 Monterey Ave & Varner Road Signalized AM D / 43 D / 44 D / 44 PM D / 39 D / 40 D / 40
2 Monterey Ave & I-10 Eastbound Ramps Signalized AM D / 40 D / 42 D / 42 PM C / 31 C / 34 C / 34
3 Key Largo Ave & Dinah Shore Dr Signalized AM A / 9 A / 9 A / 9 PM A / 8 A / 8 A / 9
4 Monterey Ave & Dinah Shore Dr Signalized AM D / 43 D / 44 D / 44 PM D / 46 D / 46 D / 46
5 Monterey Ave & Proposed Roadway Connection (Project Alternative 1 Only) TWSC1 AM - C / 19 - PM - C / 17 -
6 Monterey Ave & Proposed Project Access Driveway2 TWSC/Signalized AM B / 13 A / 4 A / 4 PM D / 35 A / 7 A / 7
7 Monterey Ave & Dick Kelly Dr Signalized AM A / 9 B / 10 B / 10 PM B / 11 B / 14 B / 14
8 Monterey Ave & Gerald Ford Dr Signalized AM C / 33 C / 33 C / 33 PM C / 29 C / 29 C / 29
9 Monterey Ave & Frank Sinatra Dr Signalized AM C / 27 C / 28 C / 28 PM C / 30 C / 30 C / 30
10 Monterey Ave & Country Club Dr Signalized AM D / 39 D / 39 D / 39 PM D / 36 D / 36 D / 36
Notes:
1. TWSC = Two-Way Stop Controlled. 2. Intersection 6 operates as signalized under Plus Project conditions. 3. Bolded results are below acceptable LOS.
Source: Fehr & Peers, 2022.
8-509
Figure 9Peak Hour Traffic Volumes and Lane ConfigurationsOpening Year (2023) No Project 15 8
(
26 8
)
15 3
(
48 7
)
50 (87
)
13 (23)
106 (100)
249 (229)
12 (8
)
56 0
(
39 3
)
77 (37
)
118 (202)
252 (197)
657 (466)
1. Monterey Ave/Varner Rd
60 6
(
1 ,
64 0
)
36 5
(
67 2
)
55 (45)
12 (2)
1,013 (679)
1,
20 2
(
85 8
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
27 (17
)
36 (66
)
10 (10)
620 (815)
42 (29)
496 (855)
70 (30)
3. Key Largo Ave/Dinah Shore Dr
14 9
(
36 7
)
40 2
(
1 ,
11 6
)
23 (26
)
320 (618)
266 (348)
150 (311)
42 3
(
41 5
)
1,
39 4
(
80 6
)
37 1
(
31 5
)
366 (597)
226 (358)
38 (61)
4. Monterey Ave/Dinah Shore Dr 5. Monterey Ave/Proposed Roadway Connection 62 4
(
1 ,
25 5
)
1,
27 6
(
93 5
)
64 (11
0 )
16 (156)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
65 4
(
1 ,
32 6
)
49 (11
4 )
1,
25 0
(
90 3
)
26 (32
)
31 (58)
70 (210)
7. Monterey Ave/Dick Kelly Dr
11 2
(
13 8
)
56 2
(
1 ,
17 9
)
39 (80
)
93 (152)
281 (339)
152 (135)
12 3
(
12 2
)
1,
10 7
(
83 3
)
58 (55
)
81 (114)
506 (295)
130 (115)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Mo
n
t
e
r
e
y Av
e
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
59 (10
2 )
60 6
(
1 ,
25 9
)
51 (11
2 )
27 (140)
186 (502)
83 (93)
62 (46
)
1,
33 5
(
1 ,
03 6
)
63 (79
)
74 (71)
510 (269)
141 (132)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
47 1
(
1 ,
10 6
)
78 (14
6 )
65 (187)
298 (694)
119 (305)
18 4
(
95 )
1,
07 2
(
95 5
)
19 4
(
24 3
)
126 (175)
747 (294)
205 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
ST
O
P
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
CCC
ACC
F
HCCCF
ACC
AG
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
Does not exist in this scenario
8-510
Figure 10Peak Hour Traffic Volumes and Lane ConfigurationsOpening Year (2023) Plus Project Alternative One 15 8
(
26 8
)
15 6
(
49 7
)
50 (87
)
13 (23)
106 (100)
249 (229)
12 (8
)
56 4
(
40 2
)
77 (37
)
118 (202)
252 (197)
673 (504)
1. Monterey Ave/Varner Rd
67 5
(
1 ,
72 0
)
39 7
(
70 2
)
55 (45)
12 (2)
1,049 (765)
1,
22 2
(
90 5
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
39 (39
)
96 (90
)
10 (10)
620 (815)
52 (53)
496 (855)
76 (45)
3. Key Largo Ave/Dinah Shore Dr
14 9
(
36 7
)
44 3
(
1 ,
20 2
)
23 (26
)
380 (642)
266 (348)
150 (311)
42 9
(
43 0
)
1,
44 4
(
92 4
)
37 1
(
31 5
)
366 (597)
226 (358)
38 (61)
4. Monterey Ave/Dinah Shore Dr
68 1
(
1 ,
50 6
)35 (52)
38 (10
7 )
1,
33 8
(
1 ,
06 5
)
5. Monterey Ave/Proposed Roadway Connection
28 (97
)
64 7
(
1 ,
23 5
)
61 (12
9 )
18 (115)
0 (0)
9 (58)
8 (42
)
1,
30 1
(
96 5
)
64 (11
0 )
16 (156)
0 (0)
0 (0)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
25 (76
)
68 3
(
1 ,
37 9
)
49 (11
4 )
22 (22)
9 (17)
48 (51)
6 (22
)
1,
27 8
(
96 9
)
26 (32
)
31 (60)
6 (12)
76 ( 170)
7. Monterey Ave/Dick Kelly Dr
11 2
(
13 8
)
59 5
(
1 ,
25 5
)
39 (80
)
103 (176)
281 (339)
152 (135)
13 2
(
13 4
)
1,
14 9
(
90 2
)
70 (77
)
87 (128)
506 (295)
130 (115)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Proposed Roadwa y Connection
Mo
n
t
e
r
e
y Av
e
Proposed Pro ject Access Drivewa y
Mo
n
t
e
r
e
y Av
e
Dick Kell y Dr
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
59 (10
2 )
62 7
(
1 ,
30 7
)
51 (11
2 )
33 (154)
186 (502)
83 (93)
71 (58
)
1,
35 9
(
1 ,
07 9
)
72 (91
)
80 (85)
510 (269)
141 (132)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
48 2
(
1 ,
13 1
)
78 (14
6 )
71 (201)
298 (694)
119 (305)
19 3
(
10 7
)
1,
08 4
(
97 6
)
19 7
(
25 3
)
130 (184)
747 (294)
205 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
ST
O
P
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
CCC
F
CCE
ACCE
AE
ACE
AE
ICCCF
AE
ACE
AE
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
8-511
Figure 11Peak Hour Traffic Volumes and Lane ConfigurationsOpening Year (2023) Plus Project Alternative Two 15 8
(
26 8
)
15 6
(
49 7
)
50 (87
)
13 (23)
106 (100)
249 (229)
12 (8
)
56 4
(
40 2
)
77 (37
)
118 (202)
252 (197)
673 (505)
1. Monterey Ave/Varner Rd
67 5
(
1 ,
72 0
)
39 7
(
70 2
)
55 (45)
12 (2)
1,049 (765)
1,
22 2
(
90 6
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
34 (20
)
96 (90
)
10 (10)
628 (834)
44 (34)
501 (874)
88 (74)
3. Key Largo Ave/Dinah Shore Dr
15 4
(
38 6
)
44 3
(
1 ,
20 2
)
23 (26
)
380 (642)
266 (348)
158 (330)
44 1
(
45 9
)
1,
43 2
(
89 6
)
37 1
(
31 5
)
366 (597)
226 (358)
38 (61)
4. Monterey Ave/Dinah Shore Dr 5. Monterey Ave/Proposed Roadway Connection 28 (99
)
64 7
(
1 ,
23 5
)
61 (12
9 )
23 (137)
0 (0)
9 (55)
21 (71
)
1,
29 1
(
96 4
)
64 (11
0 )
16 (156)
0 (0)
0 (0)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
25 (77
)
68 2
(
1 ,
37 8
)
49 (11
4 )
23 (25)
9 (16)
57 (55)
6 (22
)
1,
26 8
(
96 5
)
26 (32
)
31 (60)
6 (12)
70 ( 170)
7. Monterey Ave/Dick Kelly Dr
11 2
(
13 8
)
59 4
(
1 ,
25 5
)
39 (80
)
103 (176)
281 (339)
152 (135)
13 1
(
13 4
)
1,
14 9
(
90 2
)
70 (77
)
87 (128)
506 (295)
130 (115)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Proposed Pro ject Access Drivewa y
Mo
n
t
e
r
e
y Av
e
Dick Kell y Dr
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
59 (10
2 )
62 6
(
1 ,
30 7
)
51 (11
2 )
33 (154)
186 (502)
83 (93)
71 (58
)
1,
35 9
(
1 ,
08 1
)
72 (91
)
80 (85)
510 (269)
141 (132)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
48 1
(
1 ,
13 1
)
78 (14
6 )
71 (201)
298 (694)
119 (305)
19 3
(
10 7
)
1,
08 4
(
97 7
)
19 7
(
25 3
)
130 (184)
747 (294)
205 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
ST
O
P
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
ACCE
AE
ACE
AE
ICCCF
AE
ACE
AE
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
Does not exist in this scenario
8-512
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 32 Traffic Signal Warrant Analysis
Peak hour traffic signal warrants 2 for the Opening Year (2023) Plus Project Alternative 1 Conditions and Opening Year (2023) Plus Project Alternative 2 Conditions are provided in Appendix F and are summarized below in Table 7. Based on forecasts provided in Figures 10 and 11, the analysis showed the intersection of Monterey Avenue and the Proposed Project Access Driveway meets a signal warrant under the two project alternatives.
Table 7: Opening Year (2023) Plus Project Signal Warrant Analysis Intersection Peak Hour LOS / Average Delay
Alternative 1 Alternative 2
6 Monterey Ave & Proposed Project Access Driveway AM Not Met Not Met PM Met Met
Source: Fehr & Peers, 2022.
2 This analysis is intended to examine the general correlation between the planned level of future development and the need to install new traffic signals. It estimates future development-generated traffic compared against a sub-set of the standard traffic signal warrants recommended in the Federal Highway Administration Manual on Uniform Traffic Control Devices and associated State guidelines. This analysis should not serve as the only basis for deciding whether and when to install a signal. To reach such a decision, the full set of warrants should be investigated based on field-measured, rather than forecast, traffic data and a thorough study of traffic and roadway conditions by an experienced engineer. Furthermore, the decision to install a signal should not be based solely upon the warrants, since the installation of signals can lead to certain types of collisions. San Bernardino County and the City of Colton should undertake regular monitoring of actual traffic conditions and accident data, and timely re-evaluation of the full set of warrants in order to prioritize and program intersections for signalization. 8-513
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 33 5.3 Future Year (2040) Conditions Intersection Operations Analysis This section analyzes the Future Year (2040) Traffic Conditions and compares the LOS results with no project and plus the two project alternatives. “No Project” conditions assume development at the Project remains as is (vacant). Note that signal timings were optimized at signalized intersections.
Future Year (2040) No Project Conditions
As described in Chapter 2, the traffic volumes for Future Year (2040) consist of existing counts plus the addition of growth derived from RIVCOM. Figure 12 presents the traffic forecast for Future Year (2040) Conditions. As shown in Table 8, all intersections with the exception of Monterey Avenue and Proposed Project Access Driveway operate at LOS D or better.
Future Year (2040) Plus Project Alternative 1 Conditions Figure 13 presents the traffic forecasts for Future Year (2040) Plus Project Alternative 1 Conditions utilized in this study.
Future Year (2040) Plus Project Alternative 2 Conditions Figure 14 presents the traffic forecasts for Future Year (2040) Plus Project Alternative 2 Conditions utilized in this study.
The operations analysis results for Future Year (2040) Plus Project Alternative 1 Conditions, and Plus Project Alternative 2 Conditions are summarized in Table 8 that show vehicular LOS at the study intersections. As shown in Table 8, all intersections operate at LOS D or better for both alternatives.
8-514
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 34 Table 8: Future Year (2040) Intersection Level of Service Intersection Control Peak Hour
LOS / Average Delay
Future Year (2040) No Project
Future Year (2040) Plus Project Alternative 1
Future Year (2040) Plus Project Alternative 2
1 Monterey Ave & Varner Road Signalized AM D / 46 D / 46 D / 46 PM D / 42 D / 43 D / 42
2 Monterey Ave & I-10 Eastbound Ramps Signalized AM D / 39 D / 41 D / 41 PM C / 21 C / 22 C / 23
3 Key Largo Ave & Dinah Shore Dr Signalized AM B / 12 B / 12 B / 12 PM B / 10 B / 11 B / 12
4 Monterey Ave & Dinah Shore Dr Signalized AM D / 45 D / 47 D / 47 PM D / 52 D / 54 D / 54
5 Monterey Ave & Proposed Roadway Connection (Project Alternative 1 Only) TWSC1 AM - A / 10 - PM - C / 21 -
6 Monterey Ave & Proposed Project Access Driveway2 TWSC/Signalized AM C / 16 A / 7 A / 7 PM F / 62 B / 13 B / 14
7 Monterey Ave & Dick Kelly Dr Signalized AM B / 11 B / 12 B / 12 PM B / 15 B / 17 B / 17
8 Monterey Ave & Gerald Ford Dr Signalized AM D / 39 D / 39 D / 39 PM D / 35 D / 36 D / 36
9 Monterey Ave & Frank Sinatra Dr Signalized AM C / 33 C / 33 C / 33 PM C / 35 D / 35 D / 35
10 Monterey Ave & Country Club Dr Signalized AM D / 41 D / 41 D / 41 PM D / 38 D / 38 D / 38
Notes: 1. TWSC = Two-Way Stop Controlled. 2. Intersection 6 operates as signalized under Plus Project conditions. 3. Bolded results are below acceptable LOS. Source: Fehr & Peers, 2022. 8-515
Figure 12Peak Hour Traffic Volumes and Lane ConfigurationsFuture Year (2040) No Project 21 8
(
40 8
)
15 3
(
48 7
)
70 (13
7 )
13 (23)
126 (110)
379 (229)
12 (8
)
56 0
(
39 3
)
17 7
(
67 )
168 (222)
322 (237)
907 (586)
1. Monterey Ave/Varner Rd
73 6
(
1 ,
76 0
)
48 5
(
82 2
)
55 (45)
12 (2)
1,013 (769)
1,
53 2
(
98 8
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
82 (49
)
22 0
(
17 1
)
10 (10)
870 (955)
77 (132)
596 (935)
115 (133)
3. Key Largo Ave/Dinah Shore Dr
14 9
(
37 7
)
65 2
(
1 ,
39 6
)
93 (76
)
440 (768)
346 (388)
230 (311)
42 3
(
41 5
)
1,
63 4
(
1 ,
03 6
)
37 1
(
31 5
)
366 (597)
296 (388)
88 (111)
4. Monterey Ave/Dinah Shore Dr 5. Monterey Ave/Proposed Roadway Connection 83 4
(
1 ,
42 5
)
81 (13
9 )
1,
43 1
(
1 ,
13 1
)
64 (13
0 )
16 (166)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
47 (14
0 )
87 4
(
1 ,
49 6
)
49 (11
4 )
0 (0)
0 (0)
163 (95)
5 (16
)
1,
39 0
(
1 ,
07 3
)
36 (42
)
41 (68)
0 (0)
70 (170)
7. Monterey Ave/Dick Kelly Dr
19 2
(
22 8
)
66 2
(
1 ,
25 9
)
49 (12
0 )
183 (232)
421 (549)
202 (225)
20 3
(
20 2
)
1,
18 7
(
91 3
)
58 (95
)
141 (134)
726 (415)
180 (135)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Mo
n
t
e
r
e
y Av
e
Dick Kell y Dr
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
89 (16
2 )
78 6
(
1 ,
44 9
)
81 (20
2 )
37 (150)
296 (672)
223 (133)
72 (56
)
1,
47 5
(
1 ,
21 6
)
63 (89
)
84 (71)
730 (389)
271 (172)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
61 1
(
1 ,
30 6
)
78 (14
6 )
85 (217)
318 (794)
119 (305)
21 4
(
11 5
)
1,
29 2
(
1 ,
11 5
)
29 4
(
29 3
)
176 (255)
927 (314)
215 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
ST
O
P
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
CCE
ACC
F
ICCCF
AE
ACE
AE
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
Does not exist in this scenario
8-516
Figure 13Peak Hour Traffic Volumes and Lane ConfigurationsFuture Year (2040) Plus Project Alternative One 21 8
(
40 8
)
15 6
(
49 7
)
70 (13
7 )
13 (23)
126 (110)
379 (229)
12 (8
)
56 4
(
40 2
)
17 7
(
67 )
168 (222)
322 (237)
923 (624)
1. Monterey Ave/Varner Rd
80 5
(
1 ,
84 0
)
51 7
(
85 2
)
55 (45)
12 (2)
1,049 (855)
1,
55 2
(
1 ,
03 5
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
94 (71
)
28 0
(
19 8
)
10 (10)
870 (1,003)
87 (157)
596 (986)
121 (149)
3. Key Largo Ave/Dinah Shore Dr
14 9
(
37 7
)
69 3
(
1 ,
48 2
)
93 (76
)
500 (792)
346 (388)
230 (311)
42 9
(
43 0
)
1,
68 4
(
1 ,
15 4
)
37 1
(
31 5
)
366 (597)
296 (388)
88 (111)
4. Monterey Ave/Dinah Shore Dr
89 1
(
1 ,
68 9
)70 (64)
45 (13
8 )
1,
54 8
(
1 ,
26 9
)
5. Monterey Ave/Proposed Roadway Connection
28 (97
)
85 7
(
1 ,
40 8
)
81 (13
9 )
18 (115)
0 (0)
9 (58)
8 (42
)
1,
54 6
(
1 ,
16 1
)
64 (13
0 )
16 (166)
0 (0)
0 (0)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
67 (20
1 )
90 3
(
1 ,
54 9
)
49 (11
4 )
22 (22)
9 (17)
198 (137)
11 (38
)
1,
50 8
(
1 ,
13 9
)
36 (42
)
41 (73)
6 (12)
70 (170)
7. Monterey Ave/Dick Kelly Dr
19 2
(
23 5
)
69 5
(
1 ,
40 5
)
49 (12
4 )
193 (265)
421 (568)
202 (232)
21 2
(
22 0
)
1,
22 9
(
1 ,
03 1
)
70 (12
0 )
147 (154)
726 (432)
180 (141)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Proposed Roadwa y Connection
Mo
n
t
e
r
e
y Av
e
Proposed Pro ject Access Drivewa y
Mo
n
t
e
r
e
y Av
e
Dick Kell y Dr
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
89 (16
2 )
80 7
(
1 ,
49 7
)
81 (20
2 )
43 (164)
296 (672)
223 (133)
81 (68
)
1,
49 9
(
1 ,
25 9
)
72 (10
1 )
90 (85)
730 (389)
271 (172)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
62 2
(
1 ,
33 1
)
78 (14
6 )
91 (231)
318 (794)
119 (305)
22 3
(
12 7
)
1,
30 4
(
1 ,
13 6
)
29 7
(
30 3
)
180 (264)
927 (314)
215 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
ST
O
P
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
CCC
F
CCE
ACCE
AE
ACE
AE
ICCCF
AE
ACE
AE
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
8-517
Figure 14Peak Hour Traffic Volumes and Lane ConfigurationsFuture Year (2040) Plus Project Alternative Two 21 8
(
40 8
)
15 6
(
49 7
)
70 (13
7 )
13 (23)
126 (110)
379 (229)
12 (8
)
56 4
(
40 2
)
17 7
(
67 )
168 (222)
322 (237)
923 (625)
1. Monterey Ave/Varner Rd
80 5
(
1 ,
84 0
)
51 7
(
85 2
)
55 (45)
12 (2)
1,049 (855)
1,
55 2
(
1 ,
03 6
)
19 8
(
17 3
)
2. Monterey Ave/I-10 EB Ramps
89 (52
)
28 0
(
19 5
)
10 (10)
878 (974)
79 (137)
601 (954)
133 (177)
3. Key Largo Ave/Dinah Shore Dr
15 4
(
39 6
)
69 3
(
1 ,
48 2
)
93 (76
)
500 (792)
346 (388)
238 (330)
44 1
(
45 9
)
1,
67 2
(
1 ,
12 6
)
37 1
(
31 5
)
366 (597)
296 (388)
88 (111)
4. Monterey Ave/Dinah Shore Dr 5. Monterey Ave/Proposed Roadway Connection 28 (99
)
85 7
(
1 ,
40 5
)
81 (13
9 )
23 (137)
0 (0)
9 (55)
21 (71
)
1,
44 6
(
1 ,
16 0
)
64 (13
0 )
16 (166)
0 (0)
0 (0)
6. Monterey Ave/Proposed Project Access Driveway
10 (10
)
67 (20
2 )
90 2
(
1 ,
54 8
)
49 (11
4 )
23 (25)
9 (16)
207 (141)
11 (38
)
1,
40 8
(
1 ,
13 5
)
36 (42
)
41 (70)
6 (12)
70 (170)
7. Monterey Ave/Dick Kelly Dr
19 2
(
22 8
)
69 4
(
1 ,
33 5
)
49 (12
0 )
193 (256)
421 (549)
202 (225)
21 1
(
21 4
)
1,
22 9
(
98 2
)
70 (11
7 )
147 (148)
726 (415)
180 (135)
8. Monterey Ave/Gerald Ford Dr
Varner Rd
Mo
n
t
e
r
e
y
Av
e
Dinah Shore D r
Dinah Shore D r
Mo
n
t
e
r
e
y
Av
e
Proposed Pro ject Access Drivewa y
Mo
n
t
e
r
e
y Av
e
Dick Kell y Dr
Mo
n
t
e
r
e
y Av
e
Gerald Ford D r
Mo
n
t
e
r
e
y
Av
e
89 (16
2 )
80 6
(
1 ,
49 7
)
81 (20
2 )
43 (164)
296 (672)
223 (133)
81 (68
)
1,
49 9
(
1 ,
26 1
)
72 (10
1 )
90 (85)
730 (389)
271 (172)
9. Monterey Ave/Frank Sinatra Dr
Frank Sinatra D r
Mo
n
t
e
r
e
y
Av
e
26 7
(
13 5
)
62 1
(
1 ,
33 1
)
78 (14
6 )
91 (231)
318 (794)
119 (305)
22 3
(
12 7
)
1,
30 4
(
1 ,
13 7
)
29 7
(
30 3
)
180 (264)
927 (314)
215 (184)
10. Monterey Ave/Country Club Dr
Country Club Dr
Mo
n
t
e
r
e
y Av
e
I-10 EB Ramps
Mo
n
t
e
r
e
y Av
e
AACCFAC
E
F
ACCF AA
CE
CCCFAD
F
AACC
AFHCC
E
ACC
C
AACCEAA
CC
F
AACCCF ACC
F
ACCE
AE
ACE AE
ICCCF
AE
ACE
AE
AACCEAA
CC
F
AACCCF AA
CC
F
AACCEAA
CC
F
AACCCF AA
CC
F
AACCCFAA
CC
C
F
AACCCF AA
CC
C
F
Does not exist in this scenario
8-518
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 38 Traffic Signal Warrant Analysis
Peak hour traffic signal warrants 3 for the Future Year (2040) Plus Project Alternative 1 Conditions and Future Year (2040) Plus Project Alternative 2 Conditions are provided in Appendix F and are summarized below in Table 9. Based on forecasts provided in Figures 13 and 14, the analysis showed that the analysis showed the intersection of Monterey Avenue and the Proposed Project Access Driveway meets a signal warrant under the two project alternatives.
Table 9: Future Year (2040) Plus Project Signal Warrant Analysis Intersection Peak Hour LOS / Average Delay
Alternative 1 Alternative 2
6 Monterey Ave & Proposed Project Access Driveway AM Not Met Not Met PM Met Met
Source: Fehr & Peers, 2022.
3 This analysis is intended to examine the general correlation between the planned level of future development and the need to install new traffic signals. It estimates future development-generated traffic compared against a sub-set of the standard traffic signal warrants recommended in the Federal Highway Administration Manual on Uniform Traffic Control Devices and associated State guidelines. This analysis should not serve as the only basis for deciding whether and when to install a signal. To reach such a decision, the full set of warrants should be investigated based on field-measured, rather than forecast, traffic data and a thorough study of traffic and roadway conditions by an experienced engineer. Furthermore, the decision to install a signal should not be based solely upon the warrants, since the installation of signals can lead to certain types of collisions. San Bernardino County and the City of Colton should undertake regular monitoring of actual traffic conditions and accident data, and timely re-evaluation of the full set of warrants in order to prioritize and program intersections for signalization.
8-519
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 39 6. On-Site Circulation and Site Access
Review
It is assumed that multiple direct access points to the Project will be provided through driveways on Monterey Avenue, Dick Kelly Drive (future) and Via Vail (future). It is anticipated that Monterey Avenue would have three right in/right out driveways, Dick Kelly Drive (future) would have two full access driveways, and Via Vail would have one proposed full access driveway. One major, signalized access intersection is proposed on Monterey Avenue that would line up with the driveway access to the adjacent shopping center across from the Project.
We concluded that the driveways would provide sufficient access to the Project. However, since the project site plan has not been developed yet, we do not have enough information to provide a comprehensive on-site circulation and site access review at this moment. We recommend reviewing the on-site circulation and site access when the Project site plan is finalized. Analysis of the proposed signalized access intersection on Monterey Avenue that the driveway will operate acceptably.
8-520
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 40 7. Vehicle Miles Traveled Impact
Analysis
7.1 VMT Screening Assessment
The City’s traffic impact analysis guidelines provide a process for projects to be screened from VMT assessment under the assumption that the project will result in a less-than-significant transportation impact related to VMT. The following types of project type screening criteria are applicable for the Project in Rancho Mirage:
• Local-Serving Retail Screening
o The introduction of new local-serving retail has been determined to reduce VMT by shortening trips that will occur
o Presumed to cause a less-than-significant impact:
No single store on-site exceeds 50,000 SF, and
Project is local-serving as determined by the Engineering Department • Map-Based Screening for Residential Projects
o This method eliminates the need for complex analyses, by allowing existing VMT data to serve as a basis for the screening of smaller developments. Note that the screening is limited to residential and office projects.
o Presumed to cause a less-than-significant impact:
Area of development is under threshold as shown on screening map as allowed by the Engineering Department
The threshold for determination of a significant transportation impact in Rancho Mirage for a residential use is VMT per resident which is 15 percent below regional VMT per resident
The region is assumed to be the Coachella Valley Association of Governments (CVAG) region
7.2 Local-Serving Retail Screening
The Project has not finalized a site plan at this time. However, it is anticipated that the type of retail uses on site will consist of markets, drug stores, convenience stores, fast food restaurants and other retail uses in buildings that are all 50,000 SF or less. These types of uses are all anticipated to be local-serving in nature that would provide better, more convenient access to goods and services that would shorten existing trips. As such, the retail component of the Project is presumed to result in a less-than-significant impact related to VMT.
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Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 41 7.3 Map-Based Screening
Map-based screening utilizes existing VMT data to identify areas of the City that are considered low-VMT generating zones. Residential projects located in low-VMT generating areas may be considered to have a less than significant impact unless substantial evidence is submitted to the contrary. Low-VMT generating zones are areas of the City that are producing residential or office VMT at a rate that is 15% lower than the City’s threshold of significance related to VMT. VMT estimated by Traffic Analysis Zone (TAZ) in a travel demand model is used to designate these low-VMT zones. To identify if a project is in a low VMT- generating area, the analyst must identify if a project is consistent with the existing land use within that TAZ and use professional judgement that there is nothing unique about the project that would otherwise be mis-represented utilizing the data from the travel demand model. Per the city VMT policy, mixed-use projects are analyzed separately.
7.4 Modeling Methodology
RIVCOM was utilized for map-based screening of the Project. RIVCOM was released in summer of 2021 and is considered the best tool available for VMT estimation in Riverside County and Rancho Mirage.
RIVCOM has a 2018 base year and 2045 future year, with land uses and roadway networks consistent with the 2020 Southern California Association of Governments Regional Transportation Plan and Sustainable Communities Strategy (2020 SCAG RTP/SCS).
The Production-Attraction (PA) Method for calculating VMT was utilized to estimate VMT for the Project TAZ and the regional average. The PA Method sums all weekday VMT generated by trips with at least one trip end in the study area while trips are still tracked by trip purpose (home-based-work, home-based- school, non home-based, etc.) in the travel demand model. The PA Method does not include trips with one trip end outside of the model boundary area. Productions are land use types that generate trips (residences) and attractions are land use types that attract trips (employment). Productions and attractions are converted from person trips to vehicle trips for the purposes of calculating VMT.
The PA Method allows project VMT to be evaluated based on trip purpose which is consistent with the City’s guidelines and Office of Planning and Research (OPR) recommendations in the Technical Advisory.
For example, a single-use project such as an office building could be analyzed based only on the commute VMT, or home-based-work (HBW) attraction VMT per employee; and a residential project could be analyzed based on the home-based (HB) production VMT per resident.
7.5 VMT Assessment
The Project is within RIVCOM TAZ 1884, which is generally bound by Monterey Avenue, Gerald Ford Drive, Key Largo Avenue, and Dinah Shore Drive. TAZ 1884 is shown in Figure 15. Existing land uses within TAZ 1884 include residential and retail. It is reasonable to conclude that the proposed residential uses as part of the Project would produce VMT at a similar rate as the existing land use in TAZ 1884 is residential of a similar type and density to the proposed Project residential. 8-522
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 42 Table 10 summarizes the land use inputs and VMT estimates for the Project TAZ and the CVAG regional average. As shown, the home-based VMT per resident generated by the project TAZ is 30% less than the CVAG regional average. The residential use in the Project is anticipated to generate VMT in a similar manner as the assumptions in the model and existing uses, which is more than 15% below the threshold of significance and could therefore be screened from further VMT analysis as the impact can be presumed to be less-than-significant.
Table 10: VMT Estimates
Region Households Residents Home-Based VMT VMT per
Resident TAZ 1884 155 485 5,862 12.09
Regional Average (CVAG) 167,355 460,051 7,907,313 17.19 Difference 5.1 Percent Below Threshold 30% Source: RIVCOM, WRCOG, 2022
7.6 Key Findings
The retail and residential components of the Project are both anticipated to be screened (consistent with the City’s screening criteria) from VMT assessment and thus can be presumed to result in a less-than- significant impact related to VMT based on the City of Rancho Mirage’s VMT Policy. The retail component is screened from VMT assessment based on its local-serving nature. The residential component is screened from VMT assessment based on map-based screening as it is within a low-VMT generating area and consistent with the land uses within that area.
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Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 43 Figure 15: RIVCOM TAZ 1884 (Google Maps and Aerial Image Overlay) Source: RIVCOM, Google Maps, 2022
Source: RIVCOM, Google Maps, 2022
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Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 44 8. Active Transportation and Public
Impact Analysis
Potential impacts to public transit, pedestrian facilities and travel, and bicycle facilities and travel were evaluated.
8.1 Active Transportation Analysis
Existing bike facilities and trails were identified previously in Chapter 3. The following roadways in the study area have proposed bike facilities and trails per the City of Rancho Mirage General Plan (2017):
• Dinah Shore between Bob Hope Drive and Monterey Avenue – Proposed Class II Facility • Key Largo Avenue – Future Hiking Trail
• Via Florencia – Future Hiking Trail
The Project frontage on Monterey Avenue may affect the existing Class II Bicycle Lane on the west side of the roadway. The Project proposes to add sidewalk on Monterey Avenue along the Project frontage.
However, detailed site plans showing how project driveways would interact with the existing or future bike and pedestrian facilities not yet available. We recommend reviewing the final site plan to be consistent with the City standards for site-specific recommendations.
The Project is consistent with the adopted plans regarding bike facilities and trails and is not anticipated to decrease the performance or safety of these facilities. Therefore, the Project is considered to have a less than significant impact on bike and pedestrian facilities.
8.2 Public Transit Analysis
The potential impact to transit service or facilities was evaluated based on whether the Project would physically disrupt an existing facility/service or interfere with the implementation of a planned facility/service. In addition, the proposed Project was evaluated to determine if it would create potential conflicts with applicable policies, plans, or programs (as defined in the regulatory setting above) supporting transit such that the conflict could reduce transit trips or increase conflicts with other modes.
A review of the Project description did not identify any disruption to existing transit facilities. New transit trips are anticipated to be generated by the Project, but the Project would not modify transit stop locations, routes, or change transit headways. Additional transit ridership demand could increase boarding and alighting activity at existing bus stops and transit terminals located near the Project site. 8-525
Rancho Monterey Specific Plan Traffic Impact Assessment – Draft October 2022 45 The Project is consistent with the adopted plans regarding transit facilities and is not expected to decrease the performance or safety of these facilities. Therefore, the Project is considered to have a less than significant impact on public transit.
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Appendix A:
Scoping Memo
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3750 University Avenue | Suite 225 | Riverside, CA 92501 | 951-274-4800 | Fax (951) 684-4324 www.fehrandpeers.com
DRAFT MEMORANDUM
Date: October 12, 2021
To: Paul Depalatis, MSA Consulting
From: Paul Herrmann, P.E.
Saima Musharrat, AICP
Subject: Rancho Monterey Specific Plan Traffic Study Scoping Assessment OC21-0816
Fehr & Peers is conducting a traffic study in support of the Rancho Monterey Specific Plan Amendment (SP Amendment) located in Rancho Mirage, California. This memorandum proposes the scoping information and parameters of a traffic study for the SP Amendment.
The remainder of this memorandum is divided into the following sections: Project Description, Study Area, Data Collection, Analysis Scenarios, Trip Generation, Trip Distribution, Traffic Forecasting, Level of Service Standards, Operations Methodology and Assumptions, and Next Steps.
Project Description
The SP Amendment is a 35-acre planning area within the Monterey Specific Plan. The SP Amendment sets forth a comprehensive vision for a mixed-use project on the west side of Monterey Avenue within the corporate limits of Rancho Mirage, California. This SP Amendment will replace this portion of the existing Specific Plan and establish site-specific development standards, land use regulations, and programs to guide the development of the property in a manner that is consistent with the Rancho Mirage General Plan while also maintaining flexibility to respond to changing conditions that factor in any long-term development.
The SP Amendment proposes a mixed-use development, as shown in Figure 1. The SP Amendment is proposing the following land use:
400 medium-rise dwelling units (2-3 stories)
150,000 square feet of retail use
The Project can be accessed directly through proposed driveways on Monterey Avenue, Dick Kelly Drive (future) and Via Vail (future). Monterey Avenue has three proposed right in/right out 8-528
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driveways, Dick Kelly Drive has two proposed right in/left out driveways, and Via Vail has one proposed full access driveway.
Study Area
The proposed project trip generation and trip distribution, discussed in detail later in this memorandum, were used to identify study intersections. Consistent with Riverside County Congestion Management Program (CMP) requirements, intersections classified as collectors or higher that the project is anticipated to send 50 or more peak hour trips to were chosen as study intersections.
Figure 2 shows the project study area and proposed study intersections. The proposed study locations for this project are:
1. Monterey Ave & I-10 Westbound Ramps
2. Monterey Ave & I-10 Eastbound Ramps
3. Key Largo Ave & Dinah Shore Dr
4. Monterey Ave & Dinah Shore Dr
5. Monterey Ave & Proposed Roadway Connection (Project Alternative 1 Only)
6. Monterey Ave & Proposed Project Access Driveway
7. Monterey Ave & Dick Kelly Dr
8. Monterey Ave & Gerald Ford Dr
9. Monterey Ave & Frank Sinatra Dr
10. Monterey Ave & Country Club Dr
Data Collection
Fehr & Peers will collect new peak hour (7-9AM, 4-6PM) traffic count data at the proposed study locations. Due to the seasonal nature of the Coachella Valley, traffic counts are known to be highest in the months of January and April. Fehr & Peers will collect counts in October of 2021 and compare the counts to historical counts to apply adjustments and reflect the peak season. The following traffic counts from a previous study from January 2019 are available for the comparison:
1. Monterey Ave & I-10 Eastbound Ramps
2. Monterey Ave & Dinah Shore Dr
3. Monterey Ave & Gerald Ford Dr
4. Monterey Ave & Frank Sinatra Dr
Additional adjustments will be applied to represent growth from 2019 to 2021. In order to validate the accuracy of the October traffic count forecasts, all study locations will be recounted in January 8-529
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2022. In the event that the January counts do not validate the October forecasts prepared, Fehr & Peers will update the analysis with the new data.
Fehr & Peers will also collect 24-hour roadway segment counts at the following roadway segments to assist in the Section 30 circulation capacity assessment described later in this memorandum:
1. Key Largo Avenue south of Dinah Shore Drive
2. Oasis Way north of Gerald Ford Drive
3. Via Marta east of Bob Hope Drive
4. Ginger Rogers Road east of Bob Hope Drive
5. Victory Lane east of Bob Hope Drive
6. Via Vail east of Bob Hope Drive
Counts will be collected during fair weather, while school is in session, and during a typical (non- holiday) Tuesday, Wednesday or Thursday.
Fehr & Peers will collect the following information in a field visit to the study area:
Lane configurations
Signal phasing
Land uses in the study area
Existing pedestrian and bicycle facilities
On-street parking conditions
Transit service
Fehr & Peers will request the following from the City for use in the study:
Traffic signal timing information at all signalized intersections Pending and approved development projects within a 2-mile radius Analysis Scenarios
Fehr & Peers will study the intersection Level of Service (LOS) at the study intersections noted above for the following scenarios:
Existing (2021) Conditions – Traffic turning movement counts collected at study intersections
Opening Year No (2023) Project Alternative 1 Conditions – Traffic volumes grown by an ambient growth rate and the inclusion of trips from all approved deveopment projects 8-530
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within a two-mile radius. This alternative assumes the completion of the proposed roadway connection at the northern edge of the project site between Via Vail and Monterey Avenue. Opening Year No (2023) Project Alternative 2 Conditions – Traffic volumes grown by an ambient growth rate and the inclusion of trips from all approved deveopment projects within a two-mile radius. This alternative assumes that the roadway connection would not be completed.
Opening Year (2023) Plus Project Conditions – Opening Year (2023) No Project Conditions traffic volumes plus traffic generated by the the SP Amendment Future Year (2040) No Project Conditions – Traffic forecasts consistent with growth in the Rancho Mirage General Plan Travel Demand Forecasting Model year 2040 Future Year (2040) Plus Project Alternative 1 Conditions – General Plan Buildout (2035) No Project Conditions plus traffic generated by the SP Amendment. This alternative assumes that the roadway connection would be completed.
Future Year (2040) Plus Project Alternative 2 Conditions – General Plan Buildout (2035) No Project Conditions plus traffic generated by the SP Amendment. This alternative assumes that the roadway connection would not be completed.
Trip Generation
Trip Generate Rates
Trip generation rates from Trip Generation, 10th Edition (Institute of Transportation Engineers [ITE], 2017) were used to estimate the number of net new trips associated with the Project. Trip generation rates and trip generation estimates are presented in Table 1. ITE trip generation rates for Shopping Center (ITE Code 820) were chosen to represent the retail use. Multi-Family Housing (Low-Rise containing one or two floors) (ITE Code 220) was chosen to represent the housing units, and Hotel (ITE Code 310) was chosen to represent the hotel.
Pass-by rates
Rates published in the ITE Trip Generation Handbook, 3rd Edition were referenced to estimate appropriate pass-by reductions for the Project land uses. Pass-by trips are assumed to be trips already traveling on Monterey Avenue that stop at a near-by/convenient commercial development and are not considered new trips on the road. Published ITE pass by rates were referenced for all commercial land uses. ITE does not provide pass-by trips for a Shopping Center at the daily level, so a 10% reduction was assumed for daily pass-by rate for this study. 8-531
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Internal Trip Capture
The proposed Project alternatives will generate new vehicle trips in the study area. However, given the mixed-use nature of the site, it will not generate traffic in a similar manner as to what is typically evaluated for most traffic studies. As such, the analysis evaluates the combined effects of the Project’s mixed uses, regional location, demographics, and development scale that contribute to a reduction (when compared to national homogeneous development projects) in off-site average weekday vehicle “trips” (e.g., one vehicle trip is when a person drives from their home to school, shopping, or their job and their return drive home is another trip). This reduction is due largely to the Project’s ability to “internally capture” these trips. That is, most of the reduction in total daily vehicle off-site trips generated by the Project is attributable to those trips beginning and ending on the Project site (e.g., both a person’s home and job, shopping, or local school are on a project site).
Traditionally, traffic engineers and transportation planners have estimated internalization of project trips using one of two methods. First, they would estimate it based on professional judgment.
Alternatively, professionals relied on the Institute of Transportation Engineers’ (ITE) internalization methodology presented in the ITE Trip Generation Handbook. Although this has been applied in thousands of studies in California, the methodology is limited as it was based on only six surveys in Florida. Additionally, the ITE internalization methodology only accounts for the land use types on the mixed-use site. Given the limited input information (land use amount and type) and the limited range of data (six surveys), the accuracy of the internalization estimates has recently been found to generally under-estimate internalization of trips from mixed-use projects.
Seeing the limited data set and simplified methodology applied in the ITE handbook, the United States Environmental Protection Agency (EPA) commissioned a study to develop a more substantial, statistically superior methodology. This methodology, identified as MXD (or mixed-use development trip generation), begins with ITE rates and develops trip internalization estimates based on a series of factors tied to numerous site attributes.
Table 1 provides the vehicle trip generation reduction rates for the two proposed Project alternatives developed in MXD.
Trip Generation Estimates
As presented in Table 1, the SP Amendment is expected to generate approximately 7,696 daily net external trips, including approximately 305 net external trips (121 inbound/184 outbound) during the AM peak hour, and approximately 534 net external trips (286 inbound/247 outbound) during the PM peak hour.
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Trip Distribution
Project trip distribution refers to the directions of approach and departure that vehicles would use to travel to and from the project site. Surrounding land uses, existing roadway network characteristics, existing traffic counts, local knowledge of the study area, Census Bureau Longitudinal Employer-Household Dynamics (LEHD) data, and professional judgement were used to develop the trip distribution.
We anticipate the housing units having a different trip distribution (shown in red) than the retail uses (shown in orange). We assumed that most people would be passing by on Monterey Avenue, so the retail trip distribution is more localized and evenly distributed as opposed to the housing units which are assumed to be traveling farther (such as to the freeway).
The trip distribution assumed for SP Amendment is shown in Figure 2.
Traffic Forecasting
The Riverside County Transportation Analysis Model (RIVCOM ) will be used to develop forecasts in the study area. The most current version of the Riverside County travel demand forecasting model (RIVCOM) was utilized to prepare traffic forecasts. RIVCOM is WRCOG’s latest update to the Riverside County Transportation Analysis Model (RIVTAM) and is consistent with the 2020 SCAG Regional Transportation Plan/Sustainable Communities Strategy (2020 RTP/SCS) with a 2018 base year and a 2045 future year. RIVCOM is considered the most appropriate model for use in this project due to the more recent land use and roadway information. We will review land use forecasts in with City staff to confirm pending and approved development projects are included in the future year land use assumptions.
Section 30 Buildout Forecasting
Fehr & Peers will prepare separate forecasts of the buildout of the Section 30 Specific Plan. We will review all proposed land uses with the City to confirm maximum buildout densities. Exhibit A shows our understanding of the land use designations on the Section 30 site. We will prepare daily forecasts for roadway segments that access Section 30. A capacity assessment will be conducted to review the need for the proposed roadway north of the Project site. Due to physical limitations, it will be difficult to construct that roadway. It is anticipated that the Project can be constructed without this roadway and that the Section 30 circulation network will have available capacity and operate above acceptable conditions.
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Table 1: Rancho Monterey Trip Generation Estimates
Notes:
1. KSF = 1,000 square feet, DUs = Dwelling Units
Sources:
1. Trip Generation Manual 10th Edition (Institute of Transportation Engineers, 2017)
2. Trip Generation Handbook 3rd Edition (Institute of Transportation Engineers, 2017)
3. MainStreet+, MXD+ (Fehr & Peers, 2021)
Proposed Use
ITE
Land
Use
Quantity Units
AM Peak PM Peak Daily
Total
AM Peak PM Peak
Trip
Rate
In/
Out %
Trip
Rate
In/
Out % In Out Total In Out Total
Multifamily (Low-Rise) 220 400 DUs 0.46 23/77 0.56 63/37 2,928 42 142 184 141 83 224 Shopping Center 820 150 KSF 0.94 62/38 3.81 48/52 5,663 87 54 141 275 297 572 Alternative A Gross Trips 8,025 129 196 325 320 276 596 Pass-By Reduction Shopping Center (10% Daily, 0% AM, 35% PM) (566) 0 0 0 (96) (104) (200) Internal Capture Reduction (4.1% Daily, 6.3% AM, 10.4% PM) (329) (8) (12) (20) (33) (29) (62) Net External Trips 7,696 121 184 305 286 247 534
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Level of Service Standards
Impact analysis criteria consistent with City of Rancho Mirage, City of Palm Desert, County of Riverside, and Caltrans Guidelines will be applied for this project. City of Rancho Mirage – The City has adopted LOS “D” as the minimum acceptable standard for intersection operations.
The City of Palm Desert – The City has adopted LOS “D” as the minimum acceptable standard for intersection operations.
Caltrans – Caltrans no longer defines acceptable LOS standards with their latest adoption of the Vehicle Miles Traveled-Focused Transportation Impact Study Guide (TISG), May 2020.
This study assumes City of Rancho Mirage LOS “D” minimum acceptable standard at Caltrans locations.
Riverside CMP – Riverside County Transportation Commission (RCTC), as the congestion management agency, has set LOS E as the minimum acceptable threshold for CMP facilities.
However, the CMP states that local agency thresholds should be applied as long as they provide improved service levels compared to the CMP requirements. Given that the adopted LOS standards from the City of Rancho Mirage exceed the CMP thresholds, the local thresholds will be applied for the assessment.
Operations and Methodology Assumptions
Intersection Analysis
Intersection operating conditions in the study area will be evaluated using the Highway Capacity Manual (HCM) 6th Edition Transportation Research Board (TRB) methodology, which is considered the state-of-the-practice methodology for evaluating intersection operations and is consistent with the City of Rancho Mirage, the City of Palm Desert, and Riverside CMP requirements.
The HCM 6th Edition Methodology estimates a quantitative delay at intersections. After the quantitative delay estimates are complete, the methodology assigns a qualitative letter grade that represents the operations of the intersection. These grades range from level of service (LOS) A (minimal delay) to LOS F (excessive congestion). LOS E represents at-capacity operations.
Descriptions of the LOS letter grades for signalized and unsignalized intersections are provided in Table 2.
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Table 2: Intersection LOS Criteria
Level Of
Service Description
Signalized
Delay
(Seconds)
Unsignalized
Delay
(Seconds)
A Operations with very low delay occurring with favorable progression and/or short cycle length. 10.0 to 20.0 >10.0 to 15.0 C Operations with average delays resulting from fair progression and/or longer cycle lengths. Individual cycle failures begin to appear. > 20.0 to 35.0 >15.0 to 25.0 D
Operations with longer delays due to a combination of unfavorable progression, long cycle lengths, or high V/C ratios. Many vehicles stop and individual cycle failures are noticeable.
> 35.0 to 55.0 >25.0 to 35.0
E
Operations with high delay values indicating poor progression, long cycle lengths, and high V/C ratios. Individual cycle failures are frequent occurrences.
> 55.0 to 80.0 >35.0 to 50.0
F Operation with delays unacceptable to most drivers occurring due to over saturation, poor progression, or very long cycle lengths. > 80.0 >50.0 Source: Highway Capacity Manual 6th Edition (Transportation Research Board, 2017).
The following factors will be applied in the intersection analysis:
Peak Hour Factor (PHF) will be based on traffic counts collected in the field for all Existing Conditions Analysis
PHF for all future analysis will be set to 0.95
Heavy vehicle percentage will be to set to 2% for all analysis scenarios unless better data is available
Roadway Segment
Roadway segment operations will be evaluated using the roadway capacities provided in City of Rancho Mirage General Plan Update (June 2017) shown in Table 3.
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Table 3: City of Rancho Mirage Roadway Capacity
Roadway
Classification
Number of
Lanes
Two-Way Traffic Volume (ADT)
LOS C LOS D LOS E
Collector 2 10,400 11,700 13,00
Secondary 4 20,700 23,300 25,900
Major 4 27,300 30,700 34,100
Arterial 2 14,400 16,200 18,000
Arterial 4 28,700 32,300 35,900
Urban Arterial 4 28,700 32,300 35,900
Urban Arterial 6 43,100 48,500 53,900
Urban Arterial 8 57,400 64,600 71,800
Expressway 4 32,700 36,800 40,900
Expressway 6 49,000 55,200 61,300
Expressway 8 65,400 73,500 76,500
Source: City Of Ranch Mirage General Plan Update (June 2017)
Next Steps
Once the proposed study locations, assumptions, and methodology are approved, and signal timing information and other data is confirmed with the City, Fehr & Peers will begin the traffic operations analysis for this project.
Attachments
Figure 1 – Land Use Plan
Figure 2 - Project Trip Distribution & Study Locations Exhibit A – Section 30 General Plan Land Use & Zoning Overlay 8-537
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PROPOSED LAND USE PLAN
FIGURE 2.1
PAGE 16
N.T.S.
Source: MSA Consulting, Inc.
RANCHO MONTEREY SPECIFIC PLAN AMENDMENT
MSA CONSULTING INC.
MSACONSULTINGINC.COM
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>PLANNING >CIVIL ENGINEERING >LAND SURVEYING
Exhibit Date: June 14, 2022
Legend:
Project Boundary
City Limits
Planning Area Boundary
Commercial
Mixed Use
Mixed Use / Commercial Flex Zone
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Project Trip Distribution and Study Locations
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TR NO. 37976
TR NO. 36621TR NO. 35809
TR NO. 35619
TR NO. 36620(98 Residential Lots)
(9 Residential Lots)
(18 Residential (10 Residential Lots)Lots)
34200 Bob Hope Drive, Rancho Mirage, CA 92270
760.320.9811 msaconsultinginc.com
MSA CONSULTING, INC.> PLANNING > CIVIL ENGINEERING > LAND SURVEYING SECTION 30 GENERAL PLAN LAND USE & ZONING OVERLAY
SECTION 30 / RANCHO MONTEREY SP
OCTOBER 12, 2021
Legend
Community Commercial
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Very Low Density Residential (2 du/ac. Max.)
Low Density Residential (3 du/ac. Max.)
Medium Density Residential (4 du/ac. Max.)
High Density Residential (9 du/ac. Max.)
Existing Assessors Parcel Lines
Rancho Monterey SPA Boundary
Existing General Plan Land Use / Zoning Lines
City of Rancho Mirage Property Boundary
Approved Development
Active Development
City of Rancho Mirage Section 30
Master Circulation Road Realignment
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8-540
Appendix B:
Roadway Capacity
Assessment Memo
8-541
3750 University Avenue | Suite 225 | Riverside, CA 92501 | (949) 308-6300 | Fax (949) 859-3209 www.fehrandpeers.com
MEMORANDUM
Date: November 30, 2021
To: Paul Depalatis, MSA Consulting
From: Paul Herrmann, P.E., Saima Musharrat, AICP
Subject: Rancho Monterey Section 30 Specific Plan Roadway Capacity Assessment OC21-0816
Fehr & Peers is assisting the project applicant for a Specific Plan Amendment (SP Amendment) to the Rancho Monterey Section 30 Specific Plan (Section 30 SP) located in Rancho Mirage, California.
The project applicant has identified difficulties in constructing a proposed roadway (Street A) planned as part of the Section 30 SP and desires to eliminate the roadway as part of their SP Amendment. Our assessment below reviewed the buildout of the Section 30 SP, including the SP Amendment with and without Street A, and concludes that there will be enough roadway capacity to provide access without Street A.
The remainder of this memorandum is separated into the following sections: Background, Study Purpose, Proposed Amendment, Study Area, Data Collection, Trip Generation, Trip Distribution, Analysis Methodology, Network Capacity Assessment Results and Conclusions.
Background
The Section 30 SP area includes existing residential, commercial, and office uses. Potential development includes the expansion of new residential, commercial, and office uses. The total potential development for the area is over 700,000 square feet of new development space. The Section 30 land use and zoning overlay is shown in Appendix A. Table 1 provides a summary of the maximum development potential of the vacant parcels based on zoning density and/or a 0.35 floor-to-area (FAR) ratio.
The buildout of the Section 30 SP includes roadway extensions of Via Vail to the extension of Dick Kelly Drive, and a new roadway, Street A, that would connect Monterey Avenue to Via Vail midway between Dinah Shore Drive and Dick Kelly Drive. The intersection of Monterey Avenue at Dick Kelly Drive is currently signalized and would provide signalized access to the Section 30 SP area. The Monterey Avenue intersection locations reflect the existing memorandum of understanding (MOU) between the City of Rancho Mirage and the City of Palm Desert that establishes the location and geometry of the intersections at Home Depot, the SP Amendment project center, and at Dick Kelly Drive. The proposed intersection of Monterey Avenue at A Street is assumed to only provide right- in/right-out access; this is due to the existing raised median on Monterey Avenue, and Street A’s 8-542
Paul Depalatis
November 30, 2021
proximity to existing Home Depot driveway and signalized intersection of Monterey Avenue at Market Place, as shown in Appendix B.
Within the Section 30 SP area, a project application is currently in place to amend land use. The proposed SP Amendment is a 35-acre planning area that would replace approximately 222 KSF of general retail with up to 400 multi-family dwelling units, as shown in Appendix C. A summary of the approved and proposed land uses for the undeveloped parcels on Section 30 is provided in Table 1.
Notes:
1. KSF = 1,000 square feet, DUs = Dwelling Units
Study Purpose
Street A is proposed on the northern border of this SP Amendment. The SP Amendment applicant has identified difficulties in constructing Street A due to existing site conditions related to grade and the proximity to the loading zone access from Monterey Avenue behind the existing Home Depot. Their alternative proposal would eliminate Street A and rely on Dick Kelly Drive to provide access to Via Vail from Monterey Avenue. In addition, a new signalized intersection and two right- in/right-out driveways would provide additional direct access from the project site to Monterey Avenue (Appendix D). The analysis in this memo reviews roadway capacity of a built-out Section 30 SP, including the SP Amendment land uses, to review if Street A is needed.
Study Area
The following roadway segments provide access to Section 30 and were evaluated to review the build-out of Section 30’s roadway capacity:
1. Key Largo Avenue south of Dinah Shore Drive
2. Oasis Way north of Gerald Ford Drive
3. Via Marta east of Bob Hope Drive
4. Ginger Rogers Road east of Bob Hope Drive
5. Victory Lane east of Bob Hope Drive
Table 1: Proposed Section 30 Land Use Amendment Summary ITE Land Use Approved Land Use Plan Specific Plan Amendment Shopping Plaza (40-150k) 310 KSF 310 KSF
Shopping Center (>150k) 372 KSF 150 KSF
General Office Building 464 KSF 464 KSF
Public Park 18 acres 18 acres
Single-Family Detached Housing 368 DUs 368 DUs
Multifamily Housing (Medium-Rise) 1,004 DUs 1,004 DUs
Multifamily Housing (Low-Rise) - 400 DUs
8-543
Paul Depalatis
November 30, 2021
6. Via Vail east of Bob Hope Drive
7. Proposed Extension of Dick Kelley Road west of Monterey Avenue
8. Proposed Street A west of Monterey Avenue
Data Collection
Fehr & Peers collected 24-hour roadway segment count data at the above study locations. Due to the seasonal nature of the Coachella Valley, traffic counts are known to be highest in the months of January through April. Fehr & Peers collected counts in October of 2021. These counts were compared to historical counts from January 2019 and Fehr & Peers applied adjustments to reflect the peak season. Fehr & Peers measured approximately a 10-15% reduction in traffic from January 2019, so a 20% growth factor was applied to the traffic counts to conservatively represent traffic conditions in Winter 2022. To validate the accuracy of the October 2021 traffic count forecasts, all study locations will be recounted in January 2022.
Trip Generation
Fehr & Peers estimated the build-out of the Section 30 SP by forecasting daily trips associated with the build-out of all vacant parcels within the Section 30 SP. These forecasts were based on the maximum allowable zoning on each parcel.
Trip Generation Rates
Trip generation rates from Trip Generation, 11th Edition (Institute of Transportation Engineers [ITE], 2021) were used to estimate the number of net new trips associated with the build-out of the SP.
Trip generation rates and trip generation estimates are presented in Table 2.
Multi-Family Housing (Low-Rise containing one to three floors, Not Close to Transit) (ITE Code 220) was chosen to represent the housing units on the SP Amendment site. Single-Family Detached Housing (ITE Code 210) was chosen to represent the Very Low Density Residential and Medium Density Residential housing units. Multi-Family Housing (Med-Rise containing four to ten floors, Not Close to Transit) (ITE Code 221) was chosen to represent the High-Density Residential housing units.
There are three shopping plazas located in Section 30 that will use the ITE trip generation rates for Shopping Plaza (40-150k - No Supermarket) (ITE Code 821) to represent the Commercial land use.
When disaggregated, the individual shopping plazas have a square footage between 40-150k. The Shopping Center (>150k) (ITE Code 820) was chosen to represent the SP Amendment Commercial land use. General Office Building (ITE Code 710) was chosen to represent the office use. Public Park (ITE Code 411) was chosen to represent the Open Space/Public Park land use.
Please note that no pass-by reductions were applied to the daily forecasts for this assessment. 8-544
Paul Depalatis
November 30, 2021
Notes:
1. KSF = 1,000 square feet, DUs = Dwelling Units
Sources:
1. Trip Generation Manual 11th Edition (Institute of Transportation Engineers, 2021)
2. Trip Generation Handbook 3rd Edition (Institute of Transportation Engineers, 2017)
3. MainStreet+, MXD+ (Fehr & Peers, 2021)
Table 2: Rancho Monterey Section 30 Trip Generation Estimates Proposed Use
ITE
Land
Use
Quantity Units
AM Peak PM Peak
Daily
Total
AM Peak PM Peak
Trip
Rate
In/
Out
%
Trip
Rate
In/
Out
%
In Out Total In Out Total
Section 30 Land Uses
Shopping Plaza (40-150k) (No
Supermarket) 821 310 KSF 1.73 62/38 5.19 49/51 20,931 333 203 536 788 821 1,609 Shopping Center (>150k) 820 150 KSF 0.84 62/38 3.40 48/52 5,552 78 48 126 245 265 510 General Office Building 710 464 KSF 1.52 88/12 1.44 17/83 5,034 621 85 706 114 555 669 Public Park 411 18 acre 0.02 59/41 0.11 55/45 14 0 0 0 1 1 2 Single-Family Detached Housing 210 368 DUs 0.70 26/74 0.94 63/37 3,470 67 191 258 218 128 346 Multifamily Housing (Medium-
Rise) 221 1,004 DUs 0.37 23/77 0.39 61/39 4,558 85 286 371 239 153 392 Multifamily Housing (Low-Rise) 220 400 DUs 0.40 24/76 0.51 63/37 2,696 38 122 160 129 75 204 Section 30 Gross Trips 42,255 1,222 936 2,158 1,734 1,998 3,732 Pass-By Reduction (Shopping Center 34% PM) 0 0 0 0 (351) (369) (720) Internal Capture Reduction (10% Daily, 12% AM, 15.2% PM) (4,225) (147) (113) (259) (264) (304) (568) Section 30 Net External Trips 38,030 1,075 823 1,899 1,119 1,325 2,444 8-545
Paul Depalatis
November 30, 2021
Trip Generation Estimates
As presented in Table 1, the build-out of the vacant parcels in the Section 30 SP area is expected to generate approximately 38,030 daily trips, including the trips from SP Amendment.
Trip Distribution
Project trip distribution refers to the directions of approach and departure that vehicles would use to travel to and from the project site. Surrounding land uses, existing roadway network characteristics, existing traffic counts, local knowledge of the study area, and professional judgement were used to develop the trip distribution. Each vacant area of land within Section 30 was assigned a zone and classified under a land use category to perform trip distribution and trip assignment. The trip distribution zones are shown in Appendix E. The estimated project trips were proportionally distributed to the path(s) of each zone and assigned a percentage. Please note that some zones provide direct access to the surrounding arterials so 100% of traffic was not assumed to use Section 30 access roadways.
The Section 30 SP trip generation estimates were then applied to the trip distribution to estimate the Project trip assignment. A detailed breakdown of the Section 30 trip assignment can be found in the Appendices F and G.
8-546
Paul Depalatis
November 30, 2021
Analysis Methodology
Roadway segment operations were evaluated using the roadway capacities provided in City of Rancho Mirage General Plan Update (June 2017) shown in Table 3. The roadway segments that access Section 30 are most similar in nature with the 2-lane Collector roadway classification the General Plan.
Table 3: City of Rancho Mirage Roadway Capacity
Roadway
Classification
Number of
Lanes
Two-Way Traffic Volume (ADT)
LOS C LOS D LOS E
Collector 2 10,400 11,700 13,000
Secondary 4 20,700 23,300 25,900
Major 4 27,300 30,700 34,100
Arterial 2 14,400 16,200 18,000
Arterial 4 28,700 32,300 35,900
Urban Arterial 4 28,700 32,300 35,900
Urban Arterial 6 43,100 48,500 53,900
Urban Arterial 8 57,400 64,600 71,800
Expressway 4 32,700 36,800 40,900
Expressway 6 49,000 55,200 61,300
Expressway 8 65,400 73,500 76,500
Source: City of Rancho Mirage General Plan Update (June 2017)
Network Capacity Assessment Results
The capacity assessment reviewed the need for Street A. The assessment illustrates that the Project can be constructed without this roadway and that the Section 30 circulation network will have available capacity and operate at acceptable conditions. Table 4 shows the capacity of the roadway segments, the forecasted traffic of each roadway segment, and the Level of Service (LOS) of each roadway segment. Table 4 includes the roadway analysis with Street A and without the proposed roadway. With the removal of Street A, the daily trips would mostly be redistributed to Dick Kelly Drive, except for commercial trips at the SP Amendment site that would redistribute to driveways and the new signalized intersection on Monterey Avenue. The roadway segment LOS analysis determined that Section 30 will not result in deficient operations on any roadway within Section 30.
Please note that since internal Section 30 roadways do not provide regional access, no additional growth factors were applied to the access roadway segment ADT and this analysis is assumed to represent cumulative buildout conditions.
8-547
Paul Depalatis
November 30, 2021
Table 4: Section 30 SP Buildout Roadway Capacity Analysis
With Street A Without Street A
Roadway Segments ADT
Build-out
Forecast
Volumes
Roadway
Capacity LOS 2021
ADT
Build-out
Forecast
Volumes
Roadway
Capacity LOS
Key Largo Avenue s/o Dinah Shore
Drive 1,700 11,353 13,000 D 1,700 11,353 13,000 D
Via Vail e/o Bob Hope Drive 200 7,210 13,000 C or
Better 200 7,210 13,000 C or
Better
Victory Lane e/o Bob Hope Drive 800 1,158 13,000 C or
Better 800 1,158 13,000 C or
Better
Ginger Rogers Rd e/o Bob Hope Drive 1,700 4,489 13,000 C or Better 1,700 4,489 13,000 C or
Better
Via Marta e/o Bob Hope Drive 1,100 1,482 13,000 C or
Better 1,100 1,482 13,000 C or
Better
Oasis Way n/o Gerald Ford Drive 1,600 1,828 13,000 C or Better 1,600 1,828 13,000 C or
Better
Dick Kelly Drive w/o Monterey
Avenue - 8,760 13,000 C or
Better - 10,858 13,000 D
Proposed Street A w/o Monterey
Avenue - 3,486 13,000 C or
Better - - - -
Note: October 2021 counts were adjusted up to 20% to reflect Winter 2022 conditions 8-548
Paul Depalatis
November 30, 2021
Conclusions
The assessment concludes that there will be enough roadway capacity to provide access to a built- out Section 30 SP with or without Street A. Street A is forecast to carry less than 4,000 daily trips, which can be absorbed by Dick Kelly Drive, and thus is not a critical piece of infrastructure for Section 30 SP.
Appendix
Appendix A : Section 30 General Plan Land Use & Zoning Overlay Appendix B : Section 30 Circulation Plan
Appendix C : Monterey Specific Plan Amendment Proposed Land Use Plan Appendix D : Monterey Ave - Access and Circulation
Appendix E : Section 30 Trip Distribution Zones
Appendix F : Section Trip Assignment (Percentage)
Appendix G : Section Trip Assignment (Trips)
8-549
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Dick Kelly Drive
Dinah Shore Drive
Gerald Ford Drive
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RANCHO MONTEREY SPA
City of Rancho MirageDog Park
RegalCinemas 16
MontereyMarketplace
Home Depot
Chabad of RM(Synagogue)
EquestrianCentersInternational Inc.
NO
PAR
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NOPARK
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General Commercial
Office
Office
Office
OfficeOffice
Office Very Low Density Very Low Density
Very Low Density
Very Low Density
Very LowDensity
Very Low DensityResidential
Residential
Residential
Residential Residential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
DensityResidential
Very Low
CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
DensityResidential
Medium
DensityResidential
Medium
Medium Density Residential
DensityResidential
Medium
Medium Density Residential
DensityResidential
Medium
Office
Open Space /Public Park
High DensityResidential
Low DensityResidential
Low DensityResidential
Low DensityResidential
Low DensityResidential Low DensityResidential
Low DensityResidential
Low DensityResidential
Low DensityResidential
Residential
Ginger Rogers Road
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TR NO. 37976
TR NO. 36621TR NO. 35809
TR NO. 35619
TR NO. 36620(98 Residential Lots)
(9 Residential Lots)
(18 Residential (10 Residential Lots)Lots)
34200 Bob Hope Drive, Rancho Mirage, CA 92270
760.320.9811 msaconsultinginc.com
MSA CONSULTING, INC.> PLANNING > CIVIL ENGINEERING > LAND SURVEYING APPENDIX A: SECTION 30 GENERAL PLAN LAND USE & ZONING OVERLAY SECTION 30 / RANCHO MONTEREY SP
NOVEMBER 1, 2021
Legend
Community Commercial
General Commercial
Open Space / Public Park
Very Low Density Residential (2 du/ac. Max.)
Low Density Residential (3 du/ac. Max.)
Medium Density Residential (4 du/ac. Max.)
High Density Residential (9 du/ac. Max.)
Existing Assessors Parcel Lines
Rancho Monterey SPA Boundary
Existing General Plan Land Use / Zoning Lines
City of Rancho Mirage Property Boundary
Approved Development
Active Development
City of Rancho Mirage Section 30
Master Circulation Road Realignment
±180.3 AC.
Office
7,852,886 SF
±28.6 AC.1,243,694 SF
±49.0 AC.2,132,154 SF
±14.2 AC.620,202 SF
±90.7 AC.3,949,889 SF
±98.0 AC.4,267,923 SF
±76.4 AC.3,326,369 SF
±25.2 AC.1,098,347 SF
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8-550
DINAH SHORE MASTER CIRCULATION PLAN
ETS i ETS ETS ETS ETS
SECTION 30 TOWNSHIP 4 SOUTH RANGE 6 EAST
ET i ETS ETS ETS ETS ETS ETS j
LEGEND
1 MONTEREY MARKETPLACE
I VIA VAIL
MAJOR ARTERIAL 110 R W
MINOR ARTERIAL 100 R W
ETS ETS MAJOR COLLECTOR 100 R W
HOME ETS MINOR ARTERIAL 88 R W
COMMUNITY DEPOTVICT312YYLAKE
PARK LOCAL STREET 60 R W
I a I ETS EXISTING TRAFFIC SIGNAL
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RANCHO MIRAGE CA 92270 SECTION 30 MASTER CIRCULATION PLAN7607707373 Appendix B: Section 30 Circulation Plan
8-551
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Monterey Marketplace
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Home Depot
PA-1
(COMMERCIAL)PA-2
(MIXED USE)
PROPOSED LAND USE PLAN
FIGURE 2.1
PAGE 16
N.T.S.
Source: MSA Consulting, Inc.
RANCHO MONTEREY SPECIFIC PLAN AMENDMENT
MSA CONSULTING INC.
MSACONSULTINGINC.COM
,
>PLANNING >CIVIL ENGINEERING >LAND SURVEYING
Exhibit Date: June 14, 2022
Legend:
Project Boundary
City Limits
Planning Area Boundary
Commercial
Mixed Use
Mixed Use / Commercial Flex Zone
8-552
DINAH SHORE DR.
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Signalized quad intersection
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Signalized quad intersection
at 35th Ave.
Undeveloped Public
Street Network
PROJECT SITE
Unsignalized right-in, right-out
Appendix D: Monterey Ave - Access and Circulation 8-553
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City of Rancho MirageDog Park
RegalCinemas 16
MontereyMarketplace
Home Depot
Chabad of RM(Synagogue)
EquestrianCentersInternational Inc.
General Commercial
Office
Office
Office
OfficeOffice
Office Very Low Density Very Low Density
Very Low Density
Very Low Density
Very LowDensity
Very Low DensityResidential
Residential
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Residential Residential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
Very Low DensityResidential
DensityResidential
Very Low
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CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
CommunityCommercial
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Medium
DensityResidential
Medium
Medium Density Residential
DensityResidential
Medium
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DensityResidential
Medium
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Open Space /Public Park
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Low DensityResidential
Low DensityResidential
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Low DensityResidential
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Ginger Rogers Road
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TR NO. 37976
TR NO. 36621TR NO. 35809
TR NO. 35619
TR NO. 36620(98 Residential Lots)
(9 Residential Lots)
(18 Residential (10 Residential Lots)Lots)
Legend
Community Commercial
General Commercial
Open Space / Public Park
Very Low Density Residential (2 du/ac. Max.)
Low Density Residential (3 du/ac. Max.)
Medium Density Residential (4 du/ac. Max.)
High Density Residential (9 du/ac. Max.)
Existing Assessors Parcel Lines
Rancho Monterey SPA Boundary
Existing General Plan Land Use / Zoning Lines
City of Rancho Mirage Property Boundary
Approved Development
Active Development
City of Rancho Mirage Section 30
Master Circulation Road Realignment
±180.3 AC.
Office
7,852,886 SF
±28.6 AC.1,243,694 SF
±49.0 AC.2,132,154 SF
±14.2 AC.620,202 SF
±90.7 AC.3,949,889 SF
±98.0 AC.4,267,923 SF
±76.4 AC.3,326,369 SF
±25.2 AC.1,098,347 SF
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Trip Assignment Zone
Appendix E: Rancho Monterey Trip Distribution Zones
#
17 15 18 16
24 25 28
29 14 13
1911
12 10
9 1-327
21 22
4 6
8 5
26 23 7
20 30
8-554
Rancho Monterey Section 30 Specific Plan Roadway Capacity Assessment Appendix F: Section 30 Trip Assignment (Percentage)
Zone Land Use Type Daily Trip
Gen
Roadway Segments
Key Largo
Ave s/o Dinah
Shore Dr
Via Vail e/o Bob
Hope Dr
Victory
Lane e/o Bob
Hope Dr
Ginger Rogers
Rd e/o Bob
Hope Dr
Via
Marta e/o Bob
Hope Dr
Oasis Way
n/o Gerald
Ford Dr
Dick Kelly Dr
w/o Monterey
Ave
Street A w/o Monterey
Ave
Arterial
1-3 Single-Family
Detached Housing 906 20% - - 45% 20% 5% 10% - -
4 Single-Family
Detached Housing 175 20% - 45% 35% - - - - -
5 Single-Family
Detached Housing 164 20% - 45% - - 15% 20% - -
6 Single-Family
Detached Housing 113 20% 45% 10% 10% - 5% 10% - -
7 Single-Family
Detached Housing 22 25% 55% - - - - - 20% -
8 Single-Family
Detached Housing 202 20% 45% 10% 10% - 5% 10% - -
9 Single-Family
Detached Housing 67 10% - - - 45% 35% 10% - -
10 Single-Family
Detached Housing 51 10% - - 45% - 20% 25% - -
11 Single-Family
Detached Housing 515 10% - - 45% - 20% 25% - -
12 Single-Family
Detached Housing 455 20% 25% - - - - 45% 10% -
13 Single-Family
Detached Housing 340 20% 25% - - - - 45% 10% -
8-555
Rancho Monterey Section 30 Specific Plan Roadway Capacity Assessment 14 Single-Family
Detached Housing 360 20% 25% -- -- 55% - -
15 Single-Family
Detached Housing 81 -- -- -- -- 100%
16 Shopping Plaza (No Supermarket) 8,804 70% 10% -- -- 20% 10% 20% 17 Shopping Plaza (No Supermarket) 8,472 -50%-- -- - - 50% 18 Office 305 100% 20%-- -- 20% - -
19 Office 1,439 -- -- -- 10% - 90%
20 Office 845 -- -- 20%- - - -
21 & 27 Office 695 -- -20% -- -- -
22 Office 1,091 -- 10%10% -- -- -
23 &
26 Office 306 -80%20%-- -- - -
24 Public Park 14 40% 15%-10%-10%15% 10% -
25 Multifamily Housing Med-Rise 4,558 20% 25%-15%--30% 10% - 28 Shopping Plaza
(With Supermarket)
5,552 20% -- 10%- - 25% 25% 20%
29 Multifamily Housing Low-Rise 2,696 20% -- 20%- - 35% 25% - 30 Shopping Plaza
(No Supermarket) 3,714 -- -- - - 60% - 40%
Notes: 1.N/O = North of, S/O = South of, W/O = West of, E/O = East of 8-556
Appendix G: Section 30 Trip Assignment (Trips)
Zone Land Use Type Daily Trip Gen
Roadway Segments
Key Largo Ave s/o Dinah
Shore Dr
Via Vail e/o Bob
Hope Dr
Victory Lane e/o Bob Hope
Dr
Ginger
Rogers Rd e/o Bob Hope
Dr
Via Marta e/o Bob
Hope Dr
Oasis Way n/o Gerald
Ford Dr
Dick Kelly Dr w/o Monterey
Ave
Street A w/o Monterey
Ave
1-3 Single-Family
Detached Housing
906 182 - - 408 182 46 91 -
4 Single-Family
Detached Housing
175 35 - 79 62 - - - -
5 Single-Family
Detached Housing
164 33 - 74 - - 25 33 -
6 Single-Family
Detached Housing
113 23 51 12 12 - 6 12 -
7 Single-Family
Detached Housing
22 6 13 - - - - - 5
8 Single-Family
Detached Housing
202 41 91 21 21 - 11 21 -
9 Single-Family
Detached Housing
67 7 - - - 31 24 7 -
10 Single-Family
Detached Housing
51 6 - - 23 - 11 13 -
11 Single-Family
Detached Housing
515 52 - - 232 - 103 129 -
12 Single-Family
Detached Housing
455 91 114 - - - - 205 46
13 Single-Family
Detached Housing
340 68 85 - - - - 153 34
14 Single-FamilyDetached Housing
360 72 90 - - - - 198 -
8-557
Rancho Monterey Section 30 Specific Plan Roadway Capacity Assessment 15 Single-Family Detached Housing 81 -- -- - - - -
16 Shopping Plaza
(No Supermarket) 8,804 6,163 881 -- - - 1,761 881
17 Shopping Plaza (No Supermarket) 8,472 -4,236 -- - - - - 18 Office 305 305 61 -- - - 61 -
19 Office 1,439 - - -- - - 144 -
20 Office 845 - - -- 169 - - -
21 & 27 Office 695 - - - 139 - - - -
22 Office 1,091 - - 110 110 - - - -
23 & 26 Office 306 -245 62 - - - - -
24 Public Park 14 6 3 -2 -2 3 2
25 Multifamily Housing Med-Rise 4,558 912 1,140 -684 -- 1,368 456 28 Shopping Plaza (With
Supermarket)
5,552 1,111 - - 556 - - 1,388 1,388
29 Multifamily Housing Low-Rise 2,696 540 - - 540 - - 944 674 30 Shopping Plaza (No Supermarket) 3,714 - - - - - - 2,229 - Notes: 1.N/O = North of, S/O = South of, W/O = West of, E/O = East of 8-558
Appendix C:
Cumulative Projects List
8-559
Project Name Description
Carefield Senior Living
A Preliminary Development Plan for 80,000 square feet two‐story senior assisted living facility with 84 units and common amenities located on the southeast corner of Country Club Dr. and John L. Sinn Rd. APN: 682‐010‐ 022‐5
Veneto Multi‐Family
A (Major) Modification to build out an existing project into 34 units by adding a 1 one‐ story 6 unit condominiums and 15 villas 2 of which will be custom built to bring the total to 34 units.
Revelle @ Clancy Single Family
A Preliminary Development Plan to build 32 semi‐custom residences on 18 acres in a gated community at Revelle at Clancy Lane 72‐860 Clancy Lane
APN: 682‐250‐003. 682 ‐250‐054 / 055
Bella Clancy – Ranch Palmeras Single Family
Modification to Bella Clancy to allow 15 ft. setbacks for side entry garages. Construction of 20 single family homes, located at Rancho Palmeras east of Follansbee Rd.
Chase Bank
A Preliminary Development Plan to develop a 3,470 sq.ft. Chase Bank on the south side of Highway 111 at the signalized intersection of Highway 111 and Bob Hope Drive.
APN: 684‐421‐022 & 684‐421‐023.
In N Out
A Preliminary Development Plan to construction a 3,995 sq.ft. drive‐thru IN‐N‐OUT Burger restaurant to be located on southwest of the Rancho Las Palmas shopping center located at 42560 Bob Hope Drive.
APN: 682‐320‐019
Section 31 Specific Plan
Hotel: 400 rooms
Retail: 175,000 square feet
Single Family Residential: 1,100 dwelling units
Multi‐Family (Mid Rise) Residential :832 dwelling units Porcupine Creek Resort Hotel: 27 rooms
Agua Caliente Casino Expansion
Hotel: 310 rooms
Retail: 145,000 square feet
Entertainment: 63200 square feet
TTM 36620 82 single family dwelling units
Monterey Medical Center 75,184 square feet medical office space Pulte‐Del Webb Housing Development 1450 single family senior housing 8-560
Appendix D:
Level of Service (LOS)
Analysis Reports
8-561
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 1: Varner Rd & Monterey Ave Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 96 224 622 242 108 148 143 40 57 560 12Future Volume (veh/h) 13 96 224 622 242 108 148 143 40 57 560 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 15 110 25 715 278 84 170 164 0 66 644 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, %222222222222Cap, veh/h 64 312 132 778 760 225 685 1566 92 1013Arrive On Green 0.04 0.08 0.08 0.23 0.28 0.28 0.20 0.44 0.00 0.05 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2700 799 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 15 110 25 715 181 181 170 164 0 66 644 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1722 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.0 3.3 1.8 24.3 9.8 10.1 5.0 3.2 0.0 4.4 19.0 0.0Cycle Q Clear(g_c), s 1.0 3.3 1.8 24.3 9.8 10.1 5.0 3.2 0.0 4.4 19.0 0.0Prop In Lane 1.00 1.00 1.00 0.46 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 64 312 132 778 500 485 685 1566 92 1013V/C Ratio(X)0.23 0.35 0.19 0.92 0.36 0.37 0.25 0.10 0.71 0.64Avail Cap(c_a), veh/h 168 380 161 1112 585 567 685 1566 178 1013HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.2 51.9 51.2 45.4 34.5 34.6 40.6 19.7 0.0 56.0 37.5 0.0Incr Delay (d2), s/veh 0.7 0.7 0.7 7.5 0.2 0.2 0.1 0.1 0.0 3.8 3.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.5 0.7 10.7 4.0 4.1 2.0 1.3 0.0 2.0 8.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.9 52.6 51.9 52.9 34.7 34.8 40.7 19.8 0.0 59.8 40.5 0.0LnGrp LOS E DDDCCDB EDApproach Vol, veh/h 150 1077 334 A 710 AApproach Delay, s/veh 52.9 46.8 30.4 42.3Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 11.6 59.1 33.5 15.8 30.0 40.7 9.0 40.3Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 12.0 34.4 38.6 * 12 12.2 * 34 * 11 39.5Max Q Clear Time (g_c+I1), s 6.4 5.2 26.3 5.3 7.0 21.0 3.0 12.1Green Ext Time (p_c), s 0.0 0.8 0.7 0.3 0.2 3.2 0.0 1.1 Intersection SummaryHCM 6th Ctrl Delay 43.4HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-562
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 2: Monterey Ave & I-10 EB Ramps Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 2 1013 00005863451981162 0Future Volume (veh/h) 45 2 1013 00005863451981162 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 35 0 1142 0 674 95 228 1336 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 852 0 1516 0 1204 374 518 1510 0Arrive On Green 0.48 0.00 0.48 0.00 0.08 0.08 0.15 0.42 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 35 0 1142 0 674 95 228 1336 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.3 0.0 35.2 0.0 15.3 6.8 7.2 41.6 0.0Cycle Q Clear(g_c), s 1.3 0.0 35.2 0.0 15.3 6.8 7.2 41.6 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 852 0 1516 0 1204 374 518 1510 0V/C Ratio(X) 0.04 0.00 0.75 0.00 0.56 0.25 0.44 0.88 0.00Avail Cap(c_a), veh/h 852 0 1516 0 1204 374 518 1510 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.93 0.93 1.00 1.00 0.00Uniform Delay (d), s/veh16.7 0.0 25.5 0.0 49.3 45.4 46.4 31.8 0.0Incr Delay (d2), s/veh 0.1 0.0 3.5 0.0 1.8 1.5 2.7 7.9 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.5 0.0 13.7 0.0 7.1 2.8 3.2 18.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 16.7 0.0 29.0 0.0 51.1 46.9 49.1 39.7 0.0LnGrp LOS B A C A DDDDAApproach Vol, veh/h 1177 769 1564Approach Delay, s/veh 28.7 50.6 41.1Approach LOS C D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s22.7 34.1 63.2 56.8Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 18 28.3 57.4 51.0Max Q Clear Time (g_c+I1), s9.2 17.3 37.2 43.6Green Ext Time (p_c), s 0.5 3.2 6.9 4.7 Intersection SummaryHCM 6th Ctrl Delay 39.0HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-563
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 3: Key Largo Ave & Dinah Shore Dr Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 590 32 60 476 17 26Future Volume (veh/h) 10 590 32 60 476 17 26Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 641 30 65 517 18 3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, %222222Cap, veh/h 1504 70 127 1459 48 43Arrive On Green 0.30 0.30 0.07 0.29 0.03 0.03Sat Flow, veh/h 5166 233 1781 5274 1781 1585Grp Volume(v), veh/h 436 235 65 517 18 3Grp Sat Flow(s),veh/h/ln 1702 1826 1781 1702 1781 1585Q Serve(g_s), s 2.8 2.8 1.0 2.2 0.3 0.1Cycle Q Clear(g_c), s 2.8 2.8 1.0 2.2 0.3 0.1Prop In Lane 0.13 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1024 549 127 1459 48 43V/C Ratio(X) 0.43 0.43 0.51 0.35 0.37 0.07Avail Cap(c_a), veh/h 4959 2661 1298 7439 1298 1155HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.7 7.7 12.3 7.8 13.1 13.0Incr Delay (d2), s/veh 0.1 0.2 1.2 0.1 1.8 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.3 0.4 0.2 0.3 0.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 7.8 7.9 13.5 7.8 14.9 13.3LnGrp LOS AABABBApproach Vol, veh/h 671 582 21Approach Delay, s/veh 7.8 8.5 14.7Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 7.0 14.8 5.7 14.3Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 3.0 4.8 2.3 4.2Green Ext Time (p_c), s 0.0 2.3 0.0 2.0 Intersection SummaryHCM 6th Ctrl Delay 8.2HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-564
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 4: Monterey Ave & Dinah Shore Dr Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 300 246 140 28 216 366 139 372 13 371 1364 423Future Volume (veh/h) 300 246 140 28 216 366 139 372 13 371 1364 423Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 341 280 34 32 245 0 158 423 14 422 1550 0Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Percent Heavy Veh, % 2 22222222222Cap, veh/h 396 610 270 78 358 229 2356 78 483 2745Arrive On Green 0.11 0.17 0.17 0.04 0.10 0.00 0.07 0.46 0.46 0.05 0.18 0.00Sat Flow, veh/h 3456 3554 1571 1781 3554 1585 3456 5077 167 3456 5106 1585Grp Volume(v), veh/h 341 280 34 32 245 0 158 283 154 422 1550 0Grp Sat Flow(s),veh/h/ln1728 1777 1571 1781 1777 1585 1728 1702 1840 1728 1702 1585Q Serve(g_s), s 11.6 8.5 2.2 2.1 8.0 0.0 5.4 5.8 5.9 14.6 33.3 0.0Cycle Q Clear(g_c), s 11.6 8.5 2.2 2.1 8.0 0.0 5.4 5.8 5.9 14.6 33.3 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.09 1.00 1.00Lane Grp Cap(c), veh/h 396 610 270 78 358 229 1580 854 483 2745V/C Ratio(X) 0.86 0.46 0.13 0.41 0.69 0.69 0.18 0.18 0.87 0.56Avail Cap(c_a), veh/h 547 957 423 119 631 374 1580 854 691 2745HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 0.00 1.00 1.00 1.00 0.41 0.41 0.00Uniform Delay (d), s/veh52.2 44.7 42.1 55.9 52.1 0.0 54.8 18.8 18.8 56.2 36.5 0.0Incr Delay (d2), s/veh 7.6 0.2 0.1 1.3 0.9 0.0 1.4 0.2 0.5 2.9 0.3 0.0Initial 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/ln5.3 3.6 0.8 0.9 3.5 0.0 2.3 2.2 2.5 6.9 15.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 59.8 44.9 42.2 57.2 53.0 0.0 56.2 19.0 19.3 59.0 36.9 0.0LnGrp LOS E D D E D EBBEDApproach Vol, veh/h 655 277 A 595 1972 AApproach Delay, s/veh 52.5 53.5 29.0 41.6Approach LOS DDCD Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s10.2 26.3 13.0 70.5 18.8 17.8 21.8 61.7Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s4.1 10.5 7.4 35.3 13.6 10.0 16.6 7.9Green Ext Time (p_c), s 0.0 0.5 0.0 3.1 0.1 0.4 0.2 0.7 Intersection SummaryHCM 6th Ctrl Delay 42.4HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-565
HCM 6th TWSC Rancho Monterey Traffic Study Existing Conditions 6: Proposed Project Access Driveway & Monterey Ave Existing (2022) - AM Peak Hour Synchro 11 Report
IntersectionInt Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 6 594 51 54 1246Future Vol, veh/h 0 6 594 51 54 1246Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 - - 185 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 6 625 54 57 1312 Major/Minor Minor1 Major1 Major2Conflicting Flow All - 340 0 0 679 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 - - 5.34 -Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 - - 3.12 -Pot Cap-1 Maneuver 0 560 - - 558 - Stage 1 0 ----- Stage 2 0 -----Platoon blocked, %- --Mov Cap-1 Maneuver - 560 - - 558 -Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SBHCM Control Delay, s 11.5 0 0.5HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h)- - 560 558 -HCM Lane V/C Ratio - - 0.011 0.102 -HCM Control Delay (s) - - 11.5 12.2 -HCM Lane LOS - - B B -HCM 95th %tile Q(veh) - - 0 0.3 - 8-566
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 7: Monterey Ave & Dick Kelly Dr Existing (2022) - AM Peak Hour Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 69 21 10 624 49 16 1230Future Volume (veh/h) 69 21 10 624 49 16 1230Initial Q (Qb), veh 0 0 0000Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 77 0 671 29 17 1323Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 2 2 2222Cap, veh/h 283 126 1798 554 47 1703Arrive On Green 0.08 0.00 0.35 0.35 0.03 0.48Sat Flow, veh/h 3563 1585 5274 1574 1781 3647Grp Volume(v), veh/h 77 0 671 29 17 1323Grp Sat Flow(s),veh/h/ln 1781 1585 1702 1574 1781 1777Q Serve(g_s), s 0.6 0.0 2.9 0.4 0.3 9.1Cycle Q Clear(g_c), s 0.6 0.0 2.9 0.4 0.3 9.1Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 283 126 1798 554 47 1703V/C Ratio(X) 0.27 0.00 0.37 0.05 0.36 0.78Avail Cap(c_a), veh/h 2186 973 7833 2414 911 5451HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 12.7 0.0 7.1 6.3 14.0 6.3Incr Delay (d2), s/veh 0.5 0.0 0.0 0.0 1.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.0 0.3 0.0 0.1 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 13.2 0.0 7.1 6.3 15.7 6.6LnGrp LOS B A AABAApproach Vol, veh/h 77 700 1340Approach Delay, s/veh 13.2 7.1 6.8Approach LOS B A A Timer - Assigned Phs 2 5 6 8Phs Duration (G+Y+Rc), s 20.5 5.8 16.7 6.8Change Period (Y+Rc), s 6.4 5.0 6.4 4.5Max Green Setting (Gmax), s 45.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s 11.1 2.3 4.9 2.6Green Ext Time (p_c), s 3.0 0.0 1.4 0.1 Intersection SummaryHCM 6th Ctrl Delay 7.1HCM 6th LOS A NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement. 8-567
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 8: Monterey Ave & Gerald Ford Dr Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 73 261 142 120 476 71 102 542 29 48 1087 113Future Volume (veh/h) 73 261 142 120 476 71 102 542 29 48 1087 113Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 85 303 31 140 553 19 119 630 31 56 1264 0Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86Percent Heavy Veh, % 2 22222222222Cap, veh/h 136 626 277 196 688 304 174 2665 130 122 2652Arrive On Green 0.04 0.18 0.18 0.06 0.19 0.19 0.05 0.53 0.53 0.04 0.52 0.00Sat Flow, veh/h 3456 3554 1572 3456 3554 1573 3456 4986 244 3456 5106 1585Grp Volume(v), veh/h 85 303 31 140 553 19 119 429 232 56 1264 0Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1573 1728 1702 1826 1728 1702 1585Q Serve(g_s), s 2.9 9.2 2.0 4.8 17.8 1.2 4.1 8.1 8.1 1.9 19.0 0.0Cycle Q Clear(g_c), s 2.9 9.2 2.0 4.8 17.8 1.2 4.1 8.1 8.1 1.9 19.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00Lane Grp Cap(c), veh/h 136 626 277 196 688 304 174 1819 976 122 2652V/C Ratio(X) 0.63 0.48 0.11 0.71 0.80 0.06 0.68 0.24 0.24 0.46 0.48Avail Cap(c_a), veh/h 374 868 384 374 868 384 374 1819 976 346 2652HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.82 0.82 0.00Uniform Delay (d), s/veh56.8 44.5 41.6 55.6 46.2 39.5 56.0 14.9 14.9 56.8 18.4 0.0Incr Delay (d2), s/veh 1.8 0.6 0.2 1.8 4.4 0.1 1.7 0.3 0.6 0.8 0.5 0.0Initial 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/ln1.3 4.0 0.8 2.1 8.0 0.5 1.7 2.9 3.2 0.8 6.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.6 45.1 41.7 57.4 50.6 39.6 57.8 15.2 15.5 57.6 18.9 0.0LnGrp LOS E D D E D D EBBEBApproach Vol, veh/h 419 712 780 1320 AApproach Delay, s/veh 47.6 51.7 21.8 20.6Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.0 69.3 9.7 29.9 9.2 71.1 11.8 27.8Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s13.0 41.0 13.0 29.3 12.0 42.0 13.0 29.3Max Q Clear Time (g_c+I1), s6.1 21.0 4.9 19.8 3.9 10.1 6.8 11.2Green Ext Time (p_c), s 0.1 9.3 0.1 2.3 0.0 4.7 0.1 1.6 Intersection SummaryHCM 6th Ctrl Delay 31.2HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-568
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 9: Monterey Ave & Frank Sinatra Dr Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 17 166 63 121 480 64 49 576 41 53 1315 52Future Volume (veh/h) 17 166 63 121 480 64 49 576 41 53 1315 52Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 19 187 11 136 539 72 55 647 43 60 1478 33Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Percent Heavy Veh, % 2 22222222222Cap, veh/h 68 559 247 190 685 303 121 2841 188 125 2970 920Arrive On Green 0.02 0.16 0.16 0.06 0.19 0.19 0.04 0.58 0.58 0.04 0.58 0.58Sat Flow, veh/h 3456 3554 1570 3456 3554 1573 3456 4892 323 3456 5106 1581Grp Volume(v), veh/h 19 187 11 136 539 72 55 449 241 60 1478 33Grp Sat Flow(s),veh/h/ln1728 1777 1570 1728 1777 1573 1728 1702 1811 1728 1702 1581Q Serve(g_s), s 0.7 5.6 0.7 4.6 17.3 4.6 1.9 7.6 7.7 2.0 20.4 1.1Cycle Q Clear(g_c), s 0.7 5.6 0.7 4.6 17.3 4.6 1.9 7.6 7.7 2.0 20.4 1.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00Lane Grp Cap(c), veh/h 68 559 247 190 685 303 121 1977 1052 125 2970 920V/C Ratio(X) 0.28 0.33 0.04 0.72 0.79 0.24 0.45 0.23 0.23 0.48 0.50 0.04Avail Cap(c_a), veh/h 317 977 432 317 1007 446 346 1977 1052 346 2970 920HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.85 0.85 0.85Uniform Delay (d), s/veh58.0 45.0 42.9 55.8 46.1 41.0 56.8 12.1 12.2 56.7 14.8 10.7Incr Delay (d2), s/veh 0.8 0.1 0.0 1.9 1.4 0.1 1.0 0.3 0.5 0.9 0.5 0.1Initial 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/ln0.3 2.4 0.3 2.0 7.4 1.8 0.8 2.7 2.9 0.9 7.0 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.8 45.1 42.9 57.6 47.5 41.1 57.7 12.4 12.7 57.7 15.3 10.8LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 217 747 745 1571Approach Delay, s/veh 46.2 48.7 15.8 16.8Approach LOS D D B B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s8.2 76.3 6.3 29.1 8.3 76.2 10.6 24.9Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s12.0 43.5 11.0 * 34 12.0 43.5 11.0 33.0Max Q Clear Time (g_c+I1), s3.9 22.4 2.7 19.3 4.0 9.7 6.6 7.6Green Ext Time (p_c), s 0.0 6.5 0.0 1.8 0.0 2.4 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 25.8HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-569
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 10: Monterey Ave & Country Club Dr Existing (2022) - AM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 288 119 195 717 116 267 451 78 174 1042 174Future Volume (veh/h) 55 288 119 195 717 116 267 451 78 174 1042 174Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 60 316 0 214 788 0 293 496 39 191 1145 80Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, % 2 22222222222Cap, veh/h 174 812 269 951 348 2423 750 246 2273 703Arrive On Green 0.05 0.16 0.00 0.08 0.19 0.00 0.10 0.47 0.47 0.07 0.45 0.45Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 60 316 0 214 788 0 293 496 39 191 1145 80Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 2.0 6.7 0.0 7.3 17.8 0.0 10.0 6.8 1.6 6.5 19.2 3.6Cycle Q Clear(g_c), s 2.0 6.7 0.0 7.3 17.8 0.0 10.0 6.8 1.6 6.5 19.2 3.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 174 812 269 951 348 2423 750 246 2273 703V/C Ratio(X) 0.34 0.39 0.80 0.83 0.84 0.20 0.05 0.78 0.50 0.11Avail Cap(c_a), veh/h 259 1332 346 1459 432 2423 750 346 2273 703HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.87 0.87 0.87Uniform Delay (d), s/veh55.1 45.2 0.0 54.4 47.0 0.0 53.0 18.4 17.0 54.8 23.8 19.5Incr Delay (d2), s/veh 0.4 0.1 0.0 7.2 1.4 0.0 10.0 0.2 0.1 3.8 0.7 0.3Initial 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/ln0.9 2.8 0.0 3.3 7.4 0.0 4.6 2.5 0.6 2.9 7.3 1.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.5 45.4 0.0 61.6 48.3 0.0 63.0 18.5 17.1 58.5 24.5 19.7LnGrp LOS E D E D EBBECBApproach Vol, veh/h 376 A 1002 A 828 1416Approach Delay, s/veh 47.0 51.2 34.2 28.8Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s14.5 64.3 15.3 25.8 18.1 60.8 12.1 29.1Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s12.0 38.6 12.0 31.3 15.0 35.6 9.0 34.3Max Q Clear Time (g_c+I1), s8.5 8.8 9.3 8.7 12.0 21.2 4.0 19.8Green Ext Time (p_c), s 0.0 1.0 0.0 0.7 0.1 2.3 0.0 1.6 Intersection SummaryHCM 6th Ctrl Delay 38.1HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-570
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 1: Varner Rd & Monterey Ave Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 90 219 446 187 192 243 482 77 27 393 8Future Volume (veh/h) 23 90 219 446 187 192 243 482 77 27 393 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 95 22 469 197 46 256 507 0 28 414 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 90 312 132 529 560 128 902 1808 99 1045Arrive On Green 0.05 0.08 0.08 0.15 0.20 0.20 0.26 0.51 0.00 0.06 0.29 0.00Sat Flow, veh/h 1781 3741 1585 3456 2869 654 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 24 95 22 469 120 123 256 507 0 28 414 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1747 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.6 2.9 1.5 16.0 7.0 7.3 7.1 9.8 0.0 1.8 11.2 0.0Cycle Q Clear(g_c), s 1.6 2.9 1.5 16.0 7.0 7.3 7.1 9.8 0.0 1.8 11.2 0.0Prop In Lane 1.00 1.00 1.00 0.37 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 90 312 132 529 347 341 902 1808 99 1045V/C Ratio(X)0.27 0.30 0.17 0.89 0.35 0.36 0.28 0.28 0.28 0.40Avail Cap(c_a), veh/h 163 567 240 772 503 495 902 1808 163 1045HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 54.8 51.7 51.1 49.8 41.7 41.8 35.4 16.9 0.0 54.4 33.8 0.0Incr Delay (d2), s/veh 0.6 0.5 0.6 6.6 0.6 0.6 0.1 0.4 0.0 0.6 1.1 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.3 0.6 7.1 3.0 3.1 2.9 3.8 0.0 0.8 4.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.4 52.3 51.7 56.4 42.3 42.5 35.5 17.3 0.0 54.9 35.0 0.0LnGrp LOS E D D E D D D B D CApproach Vol, veh/h 141 712 763 A 442 AApproach Delay, s/veh 52.7 51.6 23.4 36.2Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 12.1 67.3 24.9 15.8 37.5 41.8 10.8 29.9Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 11.0 41.2 26.8 * 18 16.9 * 35 * 11 34.0Max Q Clear Time (g_c+I1), s 3.8 11.8 18.0 4.9 9.1 13.2 3.6 9.3Green Ext Time (p_c), s 0.0 3.0 0.4 0.4 0.4 2.3 0.0 1.1 Intersection SummaryHCM 6th Ctrl Delay 37.9HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.User approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-571
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 1: Varner Rd & Monterey Ave Existing (2022) - PM Peak Hour Synchro 11 Report
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-572
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 2: Monterey Ave & I-10 EB Ramps Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 35 2 659 00001620 652 173 838 0Future Volume (veh/h) 35 2 659 00001620 652 173 838 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 25 0 492 0 1670 361 178 864 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 335 0 596 0 3097 961 240 2542 0Arrive On Green 0.19 0.00 0.19 0.00 0.20 0.20 0.07 0.72 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 25 0 492 0 1670 361 178 864 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.4 0.0 17.9 0.0 35.2 23.6 6.1 11.0 0.0Cycle Q Clear(g_c), s 1.4 0.0 17.9 0.0 35.2 23.6 6.1 11.0 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 335 0 596 0 3097 961 240 2542 0V/C Ratio(X) 0.07 0.00 0.83 0.00 0.54 0.38 0.74 0.34 0.00Avail Cap(c_a), veh/h 644 0 1147 0 3097 961 461 2542 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.76 0.76 1.00 1.00 0.00Uniform Delay (d), s/veh40.1 0.0 46.8 0.0 33.0 28.3 54.8 6.4 0.0Incr Delay (d2), s/veh 0.1 0.0 3.6 0.0 0.5 0.9 4.4 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.6 0.0 7.3 0.0 16.0 10.2 2.7 3.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 40.2 0.0 50.4 0.0 33.5 29.2 59.2 6.8 0.0LnGrp LOS D A D A C C E A AApproach Vol, veh/h 517 2031 1042Approach Delay, s/veh 49.9 32.7 15.7Approach LOS D C B Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s13.0 78.6 28.4 91.6Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 16 44.3 43.4 65.0Max Q Clear Time (g_c+I1), s8.1 37.2 19.9 13.0Green Ext Time (p_c), s 0.3 5.6 2.7 6.3 Intersection SummaryHCM 6th Ctrl Delay 30.3HCM 6th LOS C NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-573
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 3: Key Largo Ave & Dinah Shore Dr Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 795 19 20 845 7 56Future Volume (veh/h) 10 795 19 20 845 7 56Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 828 19 21 880 7 4Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222Cap, veh/h 1696 39 48 1779 26 23Arrive On Green 0.33 0.33 0.03 0.35 0.01 0.01Sat Flow, veh/h 5303 118 1781 5274 1781 1585Grp Volume(v), veh/h 549 298 21 880 7 4Grp Sat Flow(s),veh/h/ln 1702 1848 1781 1702 1781 1585Q Serve(g_s), s 3.4 3.4 0.3 3.6 0.1 0.1Cycle Q Clear(g_c), s 3.4 3.4 0.3 3.6 0.1 0.1Prop In Lane 0.06 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1124 610 48 1779 26 23V/C Ratio(X) 0.49 0.49 0.44 0.49 0.27 0.17Avail Cap(c_a), veh/h 5182 2814 1356 7773 1356 1207HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.0 7.0 12.6 6.7 12.8 12.8Incr Delay (d2), s/veh 0.1 0.2 2.3 0.1 2.0 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.3 0.3 0.1 0.3 0.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 7.1 7.3 14.9 6.8 14.8 14.1LnGrp LOS AABABBApproach Vol, veh/h 847 901 11Approach Delay, s/veh 7.2 7.0 14.5Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 5.7 15.2 5.4 15.7Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 2.3 5.4 2.1 5.6Green Ext Time (p_c), s 0.0 3.0 0.0 3.6 Intersection SummaryHCM 6th Ctrl Delay 7.1HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-574
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 4: Monterey Ave & Dinah Shore Dr Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 598 338 301 51 348 597 357 1076 16 315 771 410Future Volume (veh/h) 598 338 301 51 348 597 357 1076 16 315 771 410Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 610 345 87 52 355 0 364 1098 16 321 787 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 665 901 399 98 412 420 2077 30 381 1988Arrive On Green 0.19 0.25 0.25 0.05 0.12 0.00 0.12 0.40 0.40 0.04 0.13 0.00Sat Flow, veh/h 3456 3554 1576 1781 3554 1585 3456 5185 76 3456 5106 1585Grp Volume(v), veh/h 610 345 87 52 355 0 364 721 393 321 787 0Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1585 1728 1702 1856 1728 1702 1585Q Serve(g_s), s 20.8 9.6 5.2 3.4 11.8 0.0 12.4 19.3 19.3 11.1 17.0 0.0Cycle Q Clear(g_c), s 20.8 9.6 5.2 3.4 11.8 0.0 12.4 19.3 19.3 11.1 17.0 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.04 1.00 1.00Lane Grp Cap(c), veh/h 665 901 399 98 412 420 1364 744 381 1988V/C Ratio(X) 0.92 0.38 0.22 0.53 0.86 0.87 0.53 0.53 0.84 0.40Avail Cap(c_a), veh/h 893 1045 464 148 423 662 1364 744 605 1988HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.99 0.99 0.99 1.00 1.00 0.00 1.00 1.00 1.00 0.88 0.88 0.00Uniform Delay (d), s/veh47.5 37.0 35.4 55.2 52.1 0.0 51.8 27.3 27.3 56.8 39.3 0.0Incr Delay (d2), s/veh 9.8 0.1 0.1 1.7 15.4 0.0 4.4 1.5 2.7 2.9 0.5 0.0Initial 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/ln9.5 4.0 2.0 1.5 6.0 0.0 5.4 7.7 8.6 5.2 7.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.3 37.1 35.5 56.9 67.5 0.0 56.2 28.8 30.0 59.7 39.9 0.0LnGrp LOS E D D E E E C C E DApproach Vol, veh/h 1042 407 A 1478 1108 AApproach Delay, s/veh 48.8 66.2 35.9 45.6Approach LOS D E D D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.6 36.1 19.6 52.7 28.1 19.6 18.2 54.1Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0Max Q Clear Time (g_c+I1), s5.4 11.6 14.4 19.0 22.8 13.8 13.1 21.3Green Ext Time (p_c), s 0.0 0.7 0.2 1.5 0.3 0.1 0.1 1.9 Intersection SummaryHCM 6th Ctrl Delay 44.9HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-575
HCM 6th TWSC Rancho Monterey Traffic Study Existing Conditions 6: Proposed Project Access Driveway & Monterey Ave Existing (2022) - PM Peak Hour Synchro 11 Report
IntersectionInt Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 146 1235 119 100 895Future Vol, veh/h 0 146 1235 119 100 895Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 - - 185 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 154 1300 125 105 942 Major/Minor Minor1 Major1 Major2Conflicting Flow All - 713 0 0 1425 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 - - 5.34 -Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 - - 3.12 -Pot Cap-1 Maneuver 0 321 - - 243 - Stage 1 0 ----- Stage 2 0 -----Platoon blocked, %- --Mov Cap-1 Maneuver - 321 - - 243 -Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SBHCM Control Delay, s 26.1 0 3.1HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h)- - 321 243 -HCM Lane V/C Ratio - - 0.479 0.433 -HCM Control Delay (s) - - 26.1 30.7 -HCM Lane LOS - - D D -HCM 95th %tile Q(veh) - - 2.5 2 - 8-576
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 7: Monterey Ave & Dick Kelly Dr Existing (2022) - PM Peak Hour Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 170 48 10 1306 114 22 873Future Volume (veh/h) 170 48 10 1306 114 22 873Initial Q (Qb), veh 0 0 0000Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 198 0 1360 49 23 909Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 2 2222Cap, veh/h 438 195 1953 602 61 1202Arrive On Green 0.12 0.00 0.38 0.38 0.03 0.34Sat Flow, veh/h 3563 1585 5274 1575 1781 3647Grp Volume(v), veh/h 198 0 1360 49 23 909Grp Sat Flow(s),veh/h/ln 1781 1585 1702 1575 1781 1777Q Serve(g_s), s 1.8 0.0 7.7 0.7 0.4 7.9Cycle Q Clear(g_c), s 1.8 0.0 7.7 0.7 0.4 7.9Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 438 195 1953 602 61 1202V/C Ratio(X) 0.45 0.00 0.70 0.08 0.38 0.76Avail Cap(c_a), veh/h 1856 826 6649 2051 773 4628HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.1 0.0 9.0 6.8 16.3 10.2Incr Delay (d2), s/veh 0.7 0.0 0.2 0.0 1.4 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 0.0 1.2 0.1 0.1 1.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 14.8 0.0 9.2 6.8 17.7 10.5LnGrp LOS B A AABBApproach Vol, veh/h 198 1409 932Approach Delay, s/veh 14.8 9.1 10.7Approach LOS B A B Timer - Assigned Phs 2 5 6 8Phs Duration (G+Y+Rc), s 18.1 6.2 19.6 8.8Change Period (Y+Rc), s 6.4 5.0 6.4 4.5Max Green Setting (Gmax), s 45.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s 9.9 2.4 9.7 3.8Green Ext Time (p_c), s 1.8 0.0 3.1 0.5 Intersection SummaryHCM 6th Ctrl Delay 10.1HCM 6th LOS B NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement. 8-577
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 8: Monterey Ave & Gerald Ford Dr Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 142 309 115 105 275 104 118 1159 70 45 823 102Future Volume (veh/h) 142 309 115 105 275 104 118 1159 70 45 823 102Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 148 322 20 109 286 15 123 1207 70 47 857 0Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222222222Cap, veh/h 205 497 220 163 454 200 178 2875 167 114 2880Arrive On Green 0.06 0.14 0.14 0.05 0.13 0.13 0.05 0.58 0.58 0.03 0.56 0.00Sat Flow, veh/h 3456 3554 1568 3456 3554 1566 3456 4936 286 3456 5106 1585Grp Volume(v), veh/h 148 322 20 109 286 15 123 832 445 47 857 0Grp Sat Flow(s),veh/h/ln1728 1777 1568 1728 1777 1566 1728 1702 1818 1728 1702 1585Q Serve(g_s), s 5.1 10.3 1.3 3.7 9.2 1.0 4.2 16.2 16.2 1.6 10.6 0.0Cycle Q Clear(g_c), s 5.1 10.3 1.3 3.7 9.2 1.0 4.2 16.2 16.2 1.6 10.6 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00Lane Grp Cap(c), veh/h 205 497 220 163 454 200 178 1983 1059 114 2880V/C Ratio(X) 0.72 0.65 0.09 0.67 0.63 0.07 0.69 0.42 0.42 0.41 0.30Avail Cap(c_a), veh/h 403 927 409 374 897 396 346 1983 1059 346 2880HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.84 0.84 0.84 0.84 0.84 0.00Uniform Delay (d), s/veh55.5 48.8 45.0 56.3 49.6 46.1 56.0 13.8 13.8 56.9 13.7 0.0Incr Delay (d2), s/veh 1.8 1.4 0.2 1.8 1.4 0.2 1.5 0.6 1.0 0.7 0.2 0.0Initial 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/ln2.2 4.5 0.5 1.6 4.0 0.4 1.8 5.6 6.1 0.7 3.7 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.3 50.2 45.1 58.0 51.1 46.2 57.5 14.4 14.9 57.6 13.9 0.0LnGrp LOS E D D E D D EBBEBApproach Vol, veh/h 490 410 1400 904 AApproach Delay, s/veh 52.1 52.8 18.3 16.2Approach LOS D D B B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.2 74.7 12.1 22.0 9.0 76.9 10.6 23.5Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s12.0 40.0 14.0 30.3 12.0 40.0 13.0 31.3Max Q Clear Time (g_c+I1), s6.2 12.6 7.1 11.2 3.6 18.2 5.7 12.3Green Ext Time (p_c), s 0.1 6.7 0.1 1.4 0.0 9.3 0.1 1.7 Intersection SummaryHCM 6th Ctrl Delay 27.3HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-578
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 9: Monterey Ave & Frank Sinatra Dr Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 130 472 83 122 249 61 92 1229 92 69 1006 36Future Volume (veh/h) 130 472 83 122 249 61 92 1229 92 69 1006 36Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 141 513 17 133 271 66 100 1336 95 75 1093 21Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 22222222222Cap, veh/h 195 636 282 187 628 278 151 2713 193 132 2819 873Arrive On Green 0.06 0.18 0.18 0.05 0.18 0.18 0.04 0.56 0.56 0.04 0.55 0.55Sat Flow, veh/h 3456 3554 1572 3456 3554 1572 3456 4865 346 3456 5106 1581Grp Volume(v), veh/h 141 513 17 133 271 66 100 935 496 75 1093 21Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1572 1728 1702 1807 1728 1702 1581Q Serve(g_s), s 4.8 16.6 1.1 4.5 8.2 4.3 3.4 20.1 20.1 2.6 14.6 0.7Cycle Q Clear(g_c), s 4.8 16.6 1.1 4.5 8.2 4.3 3.4 20.1 20.1 2.6 14.6 0.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00Lane Grp Cap(c), veh/h 195 636 282 187 628 278 151 1898 1008 132 2819 873V/C Ratio(X) 0.72 0.81 0.06 0.71 0.43 0.24 0.66 0.49 0.49 0.57 0.39 0.02Avail Cap(c_a), veh/h 317 859 380 317 888 393 317 1898 1008 317 2819 873HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.85 0.85 0.85 0.95 0.95 0.95Uniform Delay (d), s/veh55.7 47.3 40.9 55.8 44.0 42.5 56.5 16.2 16.2 56.7 15.3 12.2Incr Delay (d2), s/veh 1.9 2.9 0.0 1.9 0.2 0.2 1.6 0.8 1.5 1.3 0.4 0.0Initial 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/ln2.1 7.3 0.4 2.0 3.5 1.6 1.5 7.1 7.7 1.1 5.2 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.6 50.2 40.9 57.7 44.2 42.6 58.1 17.0 17.6 58.1 15.7 12.2LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 671 470 1531 1189Approach Delay, s/veh 51.5 47.8 19.9 18.3Approach LOS D D B B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s9.3 72.8 10.8 27.2 8.6 73.4 10.5 27.5Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0Max Q Clear Time (g_c+I1), s5.4 16.6 6.8 10.2 4.6 22.1 6.5 18.6Green Ext Time (p_c), s 0.0 4.7 0.0 1.0 0.0 5.9 0.0 1.5 Intersection SummaryHCM 6th Ctrl Delay 28.3HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-579
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study Existing Conditions 10: Monterey Ave & Country Club Dr Existing (2022) - PM Peak Hour Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 177 674 305 184 284 155 135 1076 146 233 935 85Future Volume (veh/h) 177 674 305 184 284 155 135 1076 146 233 935 85Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 181 688 0 188 290 0 138 1098 63 238 954 39Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 236 848 244 859 200 2355 729 293 2493 771Arrive On Green 0.07 0.17 0.00 0.07 0.17 0.00 0.06 0.46 0.46 0.08 0.49 0.49Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 181 688 0 188 290 0 138 1098 63 238 954 39Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 6.2 15.6 0.0 6.4 6.0 0.0 4.7 17.7 2.7 8.1 14.1 1.6Cycle Q Clear(g_c), s 6.2 15.6 0.0 6.4 6.0 0.0 4.7 17.7 2.7 8.1 14.1 1.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 236 848 244 859 200 2355 729 293 2493 771V/C Ratio(X) 0.77 0.81 0.77 0.34 0.69 0.47 0.09 0.81 0.38 0.05Avail Cap(c_a), veh/h 346 1332 432 1459 432 2355 729 374 2493 771HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.91 0.91 0.91Uniform Delay (d), s/veh55.0 48.2 0.0 54.8 44.0 0.0 55.5 22.2 18.1 54.0 19.3 16.1Incr Delay (d2), s/veh 3.0 1.0 0.0 2.0 0.1 0.0 1.6 0.7 0.2 7.4 0.4 0.1Initial 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/ln2.7 6.4 0.0 2.8 2.5 0.0 2.0 6.7 1.0 3.7 5.2 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.0 49.2 0.0 56.8 44.1 0.0 57.1 22.9 18.4 61.3 19.7 16.2LnGrp LOS E D E D E C B E B BApproach Vol, veh/h 869 A 478 A 1299 1231Approach Delay, s/veh 51.1 49.1 26.3 27.7Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s16.2 62.7 14.5 26.6 12.9 66.0 14.2 26.9Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s13.0 34.6 15.0 31.3 15.0 32.6 12.0 34.3Max Q Clear Time (g_c+I1), s10.1 19.7 8.4 17.6 6.7 16.1 8.2 8.0Green Ext Time (p_c), s 0.0 2.2 0.1 1.4 0.0 1.9 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 35.1HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-580
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 1: Varner Rd & Monterey Ave Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 106 249 657 252 118 158 153 50 77 560 12Future Volume (veh/h) 13 106 249 657 252 118 158 153 50 77 560 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 15 122 26 755 290 90 182 176 0 89 644 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, %222222222222Cap, veh/h 64 312 132 817 785 239 645 1486 112 1013Arrive On Green 0.04 0.08 0.08 0.24 0.29 0.29 0.19 0.42 0.00 0.06 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2680 815 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 15 122 26 755 190 190 182 176 0 89 644 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1719 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.0 3.7 1.8 25.6 10.2 10.5 5.4 3.6 0.0 5.9 19.0 0.0Cycle Q Clear(g_c), s 1.0 3.7 1.8 25.6 10.2 10.5 5.4 3.6 0.0 5.9 19.0 0.0Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 64 312 132 817 521 504 645 1486 112 1013V/C Ratio(X)0.23 0.39 0.20 0.92 0.37 0.38 0.28 0.12 0.80 0.64Avail Cap(c_a), veh/h 168 380 161 1112 585 566 645 1486 178 1013HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.2 52.1 51.3 44.7 33.6 33.7 41.9 21.4 0.0 55.5 37.5 0.0Incr Delay (d2), s/veh 0.7 0.8 0.7 8.7 0.2 0.2 0.2 0.2 0.0 4.8 3.0 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.7 0.7 11.3 4.2 4.2 2.2 1.5 0.0 2.7 8.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.9 52.9 52.0 53.5 33.7 33.9 42.1 21.5 0.0 60.3 40.5 0.0LnGrp LOS E DDDCCDC EDApproach Vol, veh/h 163 1135 358 A 733 AApproach Delay, s/veh 53.1 46.9 32.0 42.9Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 12.9 56.4 34.9 15.8 28.6 40.7 9.0 41.7Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 12.0 34.4 38.6 * 12 12.2 * 34 * 11 39.5Max Q Clear Time (g_c+I1), s 7.9 5.6 27.6 5.7 7.4 21.0 3.0 12.5Green Ext Time (p_c), s 0.0 0.9 0.8 0.3 0.2 3.2 0.0 1.1 Intersection SummaryHCM 6th Ctrl Delay 43.9HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-581
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 2: Monterey Ave & I-10 EB Ramps Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 12 1013 00006063651981202 0Future Volume (veh/h) 55 12 1013 00006063651981202 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 47 0 1151 0 697 99 228 1382 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 852 0 1516 0 1204 374 518 1510 0Arrive On Green 0.48 0.00 0.48 0.00 0.08 0.08 0.15 0.42 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 47 0 1151 0 697 99 228 1382 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.7 0.0 35.7 0.0 15.8 7.1 7.2 43.9 0.0Cycle Q Clear(g_c), s 1.7 0.0 35.7 0.0 15.8 7.1 7.2 43.9 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 852 0 1516 0 1204 374 518 1510 0V/C Ratio(X) 0.06 0.00 0.76 0.00 0.58 0.26 0.44 0.92 0.00Avail Cap(c_a), veh/h 852 0 1516 0 1204 374 518 1510 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.92 0.92 1.00 1.00 0.00Uniform Delay (d), s/veh16.8 0.0 25.6 0.0 49.6 45.5 46.4 32.5 0.0Incr Delay (d2), s/veh 0.1 0.0 3.6 0.0 1.9 1.6 2.7 10.1 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.7 0.0 13.9 0.0 7.4 2.9 3.2 19.5 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 16.9 0.0 29.3 0.0 51.4 47.1 49.1 42.6 0.0LnGrp LOS B A C A DDDDAApproach Vol, veh/h 1198 796 1610Approach Delay, s/veh 28.8 50.9 43.5Approach LOS C D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s22.7 34.1 63.2 56.8Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 18 28.3 57.4 51.0Max Q Clear Time (g_c+I1), s9.2 17.8 37.7 45.9Green Ext Time (p_c), s 0.5 3.3 7.0 3.5 Intersection SummaryHCM 6th Ctrl Delay 40.3HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-582
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 3: Key Largo Ave & Dinah Shore Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 620 42 70 496 27 36Future Volume (veh/h) 10 620 42 70 496 27 36Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 674 38 76 539 29 3Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, %222222Cap, veh/h 1456 82 142 1431 70 62Arrive On Green 0.29 0.29 0.08 0.28 0.04 0.04Sat Flow, veh/h 5113 277 1781 5274 1781 1585Grp Volume(v), veh/h 463 249 76 539 29 3Grp Sat Flow(s),veh/h/ln 1702 1818 1781 1702 1781 1585Q Serve(g_s), s 3.1 3.2 1.2 2.4 0.4 0.1Cycle Q Clear(g_c), s 3.1 3.2 1.2 2.4 0.4 0.1Prop In Lane 0.15 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1003 535 142 1431 70 62V/C Ratio(X) 0.46 0.47 0.54 0.38 0.41 0.05Avail Cap(c_a), veh/h 4840 2585 1266 7260 1266 1127HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 8.1 8.1 12.4 8.1 13.2 13.0Incr Delay (d2), s/veh 0.1 0.2 1.2 0.1 1.4 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 0.5 0.3 0.3 0.2 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.2 8.3 13.6 8.2 14.6 13.1LnGrp LOS AABABBApproach Vol, veh/h 712 615 32Approach Delay, s/veh 8.3 8.9 14.5Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 7.2 14.8 6.1 14.4Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 3.2 5.2 2.4 4.4Green Ext Time (p_c), s 0.1 2.5 0.0 2.1 Intersection SummaryHCM 6th Ctrl Delay 8.7HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-583
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 4: Monterey Ave & Dinah Shore Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 320 266 150 38 226 366 149 402 23 371 1394 423Future Volume (veh/h) 320 266 150 38 226 366 149 402 23 371 1394 423Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 364 302 35 43 257 0 169 457 23 422 1584 0Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Percent Heavy Veh, % 2 22222222222Cap, veh/h 419 618 273 90 368 230 2265 113 483 2696Arrive On Green 0.12 0.17 0.17 0.05 0.10 0.00 0.07 0.45 0.45 0.05 0.17 0.00Sat Flow, veh/h 3456 3554 1571 1781 3554 1585 3456 4980 249 3456 5106 1585Grp Volume(v), veh/h 364 302 35 43 257 0 169 311 169 422 1584 0Grp Sat Flow(s),veh/h/ln1728 1777 1571 1781 1777 1585 1728 1702 1825 1728 1702 1585Q Serve(g_s), s 12.4 9.2 2.3 2.8 8.4 0.0 5.8 6.6 6.7 14.6 34.2 0.0Cycle Q Clear(g_c), s 12.4 9.2 2.3 2.8 8.4 0.0 5.8 6.6 6.7 14.6 34.2 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 1.00Lane Grp Cap(c), veh/h 419 618 273 90 368 230 1548 830 483 2696V/C Ratio(X) 0.87 0.49 0.13 0.48 0.70 0.74 0.20 0.20 0.87 0.59Avail Cap(c_a), veh/h 547 957 423 119 631 374 1548 830 691 2696HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 0.00 1.00 1.00 1.00 0.35 0.35 0.00Uniform Delay (d), s/veh51.8 44.7 41.9 55.4 52.0 0.0 55.0 19.6 19.7 56.2 37.5 0.0Incr Delay (d2), s/veh 9.3 0.2 0.1 1.4 0.9 0.0 1.7 0.3 0.6 2.5 0.3 0.0Initial 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/ln5.7 3.9 0.9 1.3 3.7 0.0 2.5 2.5 2.8 6.9 15.6 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 61.1 45.0 42.0 56.8 52.9 0.0 56.7 19.9 20.2 58.6 37.9 0.0LnGrp LOS E D D E D E B C E DApproach Vol, veh/h 701 300 A 649 2006 AApproach Delay, s/veh 53.2 53.5 29.6 42.2Approach LOS DDCD Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.1 26.6 13.0 69.4 19.5 18.1 21.8 60.6Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s4.8 11.2 7.8 36.2 14.4 10.4 16.6 8.7Green Ext Time (p_c), s 0.0 0.6 0.0 3.0 0.1 0.4 0.2 0.8 Intersection SummaryHCM 6th Ctrl Delay 43.0HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-584
HCM 6th TWSC Rancho Monterey Traffic Study No Project Conditions 6: Proposed Project Access Driveway & Monterey Ave Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 16 624 61 64 1276Future Vol, veh/h 0 16 624 61 64 1276Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 - - 185 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 17 657 64 67 1343 Major/Minor Minor1 Major1 Major2Conflicting Flow All - 361 0 0 721 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 - - 5.34 -Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 - - 3.12 -Pot Cap-1 Maneuver 0 543 - - 533 - Stage 1 0 ----- Stage 2 0 -----Platoon blocked, %- --Mov Cap-1 Maneuver - 543 - - 533 -Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SBHCM Control Delay, s 11.8 0 0.6HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h)- - 543 533 -HCM Lane V/C Ratio - - 0.031 0.126 -HCM Control Delay (s) - - 11.8 12.7 -HCM Lane LOS - - B B -HCM 95th %tile Q(veh) - - 0.1 0.4 - 8-585
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 70 31 10 654 49 26 1250Future Volume (veh/h) 70 31 10 654 49 26 1250Initial Q (Qb), veh 0 0 0000Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 48 50 703 24 28 1344Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 2 2 2222Cap, veh/h 165 147 1742 537 74 1713Arrive On Green 0.09 0.09 0.34 0.34 0.04 0.48Sat Flow, veh/h 1781 1585 5274 1573 1781 3647Grp Volume(v), veh/h 48 50 703 24 28 1344Grp Sat Flow(s),veh/h/ln 1781 1585 1702 1573 1781 1777Q Serve(g_s), s 0.8 0.9 3.2 0.3 0.5 9.5Cycle Q Clear(g_c), s 0.8 0.9 3.2 0.3 0.5 9.5Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 165 147 1742 537 74 1713V/C Ratio(X) 0.29 0.34 0.40 0.04 0.38 0.78Avail Cap(c_a), veh/h 1058 941 7581 2336 882 5276HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 12.8 12.9 7.6 6.7 14.1 6.5Incr Delay (d2), s/veh 1.0 1.4 0.1 0.0 1.2 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.3 0.4 0.0 0.1 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 13.8 14.2 7.7 6.7 15.3 6.8LnGrp LOS B B AABAApproach Vol, veh/h 98 727 1372Approach Delay, s/veh 14.0 7.7 7.0Approach LOS B A A Timer - Assigned Phs 2 5 6 8Phs Duration (G+Y+Rc), s 21.0 6.3 16.7 7.3Change Period (Y+Rc), s 6.4 5.0 6.4 4.5Max Green Setting (Gmax), s 45.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s 11.5 2.5 5.2 2.9Green Ext Time (p_c), s 3.1 0.0 1.4 0.2 Intersection SummaryHCM 6th Ctrl Delay 7.5HCM 6th LOS A NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement. 8-586
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 8: Monterey Ave & Gerald Ford Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 93 281 152 130 506 81 112 562 39 58 1107 123Future Volume (veh/h) 93 281 152 130 506 81 112 562 39 58 1107 123Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 108 327 36 151 588 21 130 653 40 67 1287 0Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86Percent Heavy Veh, % 2 22222222222Cap, veh/h 162 669 296 208 716 317 186 2543 155 129 2555Arrive On Green 0.05 0.19 0.19 0.06 0.20 0.20 0.05 0.52 0.52 0.04 0.50 0.00Sat Flow, veh/h 3456 3554 1572 3456 3554 1573 3456 4920 300 3456 5106 1585Grp Volume(v), veh/h 108 327 36 151 588 21 130 451 242 67 1287 0Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1573 1728 1702 1815 1728 1702 1585Q Serve(g_s), s 3.7 9.9 2.3 5.2 19.0 1.3 4.4 8.8 8.9 2.3 20.2 0.0Cycle Q Clear(g_c), s 3.7 9.9 2.3 5.2 19.0 1.3 4.4 8.8 8.9 2.3 20.2 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00Lane Grp Cap(c), veh/h 162 669 296 208 716 317 186 1760 938 129 2555V/C Ratio(X) 0.67 0.49 0.12 0.73 0.82 0.07 0.70 0.26 0.26 0.52 0.50Avail Cap(c_a), veh/h 374 868 384 374 868 384 374 1760 938 346 2555HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.81 0.81 0.00Uniform Delay (d), s/veh56.3 43.5 40.5 55.4 45.8 38.8 55.8 16.1 16.2 56.7 20.0 0.0Incr Delay (d2), s/veh 1.8 0.6 0.2 1.8 5.3 0.1 1.8 0.3 0.7 1.0 0.6 0.0Initial 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/ln1.6 4.2 0.9 2.2 8.6 0.5 1.9 3.2 3.6 1.0 7.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.1 44.1 40.6 57.2 51.2 38.9 57.6 16.5 16.8 57.7 20.6 0.0LnGrp LOS E D D E D D EBBECApproach Vol, veh/h 471 760 823 1354 AApproach Delay, s/veh 47.0 52.0 23.1 22.4Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.4 67.0 10.6 30.9 9.5 69.0 12.2 29.3Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s13.0 41.0 13.0 29.3 12.0 42.0 13.0 29.3Max Q Clear Time (g_c+I1), s6.4 22.2 5.7 21.0 4.3 10.9 7.2 11.9Green Ext Time (p_c), s 0.1 9.2 0.1 2.2 0.0 5.0 0.1 1.7 Intersection SummaryHCM 6th Ctrl Delay 32.6HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-587
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 9: Monterey Ave & Frank Sinatra Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 27 186 83 141 510 74 59 606 51 63 1335 62Future Volume (veh/h) 27 186 83 141 510 74 59 606 51 63 1335 62Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 30 209 15 158 573 83 66 681 51 71 1500 39Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Percent Heavy Veh, % 2 22222222222Cap, veh/h 91 590 261 213 715 317 128 2733 203 130 2882 892Arrive On Green 0.03 0.17 0.17 0.06 0.20 0.20 0.04 0.56 0.56 0.04 0.56 0.56Sat Flow, veh/h 3456 3554 1571 3456 3554 1573 3456 4848 361 3456 5106 1581Grp Volume(v), veh/h 30 209 15 158 573 83 66 477 255 71 1500 39Grp Sat Flow(s),veh/h/ln1728 1777 1571 1728 1777 1573 1728 1702 1804 1728 1702 1581Q Serve(g_s), s 1.0 6.3 1.0 5.4 18.4 5.3 2.2 8.5 8.6 2.4 21.7 1.3Cycle Q Clear(g_c), s 1.0 6.3 1.0 5.4 18.4 5.3 2.2 8.5 8.6 2.4 21.7 1.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00Lane Grp Cap(c), veh/h 91 590 261 213 715 317 128 1919 1017 130 2882 892V/C Ratio(X) 0.33 0.35 0.06 0.74 0.80 0.26 0.52 0.25 0.25 0.54 0.52 0.04Avail Cap(c_a), veh/h 317 977 432 317 1007 446 346 1919 1017 346 2882 892HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.98 0.98 0.98 0.82 0.82 0.82Uniform Delay (d), s/veh57.4 44.3 42.1 55.4 45.6 40.4 56.7 13.3 13.3 56.7 16.1 11.7Incr Delay (d2), s/veh 0.8 0.1 0.0 1.9 2.1 0.2 1.2 0.3 0.6 1.1 0.6 0.1Initial 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/ln0.4 2.7 0.4 2.3 7.9 2.0 1.0 3.0 3.3 1.0 7.6 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.2 44.5 42.2 57.3 47.7 40.6 57.9 13.6 13.9 57.8 16.7 11.7LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 254 814 798 1610Approach Delay, s/veh 45.9 48.8 17.3 18.4Approach LOS D D B B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s8.4 74.2 7.2 30.2 8.5 74.2 11.4 25.9Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s12.0 43.5 11.0 * 34 12.0 43.5 11.0 33.0Max Q Clear Time (g_c+I1), s4.2 23.7 3.0 20.4 4.4 10.6 7.4 8.3Green Ext Time (p_c), s 0.0 6.5 0.0 1.9 0.0 2.6 0.0 0.7 Intersection SummaryHCM 6th Ctrl Delay 27.3HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-588
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 10: Monterey Ave & Country Club Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 65 298 119 205 747 126 267 471 78 194 1072 184Future Volume (veh/h) 65 298 119 205 747 126 267 471 78 194 1072 184Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 71 327 0 225 821 0 293 518 38 213 1178 115Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, % 2 22222222222Cap, veh/h 183 839 280 983 348 2347 726 268 2229 690Arrive On Green 0.05 0.16 0.00 0.08 0.19 0.00 0.10 0.46 0.46 0.08 0.44 0.44Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 71 327 0 225 821 0 293 518 38 213 1178 115Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 2.4 6.9 0.0 7.7 18.6 0.0 10.0 7.3 1.6 7.3 20.3 5.3Cycle Q Clear(g_c), s 2.4 6.9 0.0 7.7 18.6 0.0 10.0 7.3 1.6 7.3 20.3 5.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 183 839 280 983 348 2347 726 268 2229 690V/C Ratio(X) 0.39 0.39 0.80 0.84 0.84 0.22 0.05 0.80 0.53 0.17Avail Cap(c_a), veh/h 259 1332 346 1459 432 2347 726 346 2229 690HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.85 0.85 0.85Uniform Delay (d), s/veh55.0 44.8 0.0 54.2 46.6 0.0 53.0 19.5 18.0 54.4 24.8 20.5Incr Delay (d2), s/veh 0.5 0.1 0.0 8.6 1.8 0.0 10.0 0.2 0.1 6.1 0.8 0.4Initial 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/ln1.0 2.8 0.0 3.6 7.7 0.0 4.6 2.7 0.6 3.3 7.7 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.5 44.9 0.0 62.8 48.4 0.0 63.0 19.7 18.1 60.5 25.5 21.0LnGrp LOS E D E D EBBECCApproach Vol, veh/h 398 A 1046 A 849 1506Approach Delay, s/veh 46.8 51.5 34.6 30.1Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s15.3 62.6 15.7 26.4 18.1 59.8 12.3 29.8Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s12.0 38.6 12.0 31.3 15.0 35.6 9.0 34.3Max Q Clear Time (g_c+I1), s9.3 9.3 9.7 8.9 12.0 22.3 4.4 20.6Green Ext Time (p_c), s 0.0 1.0 0.0 0.7 0.1 2.4 0.0 1.7 Intersection SummaryHCM 6th Ctrl Delay 38.7HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-589
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 1: Varner Rd & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 100 229 466 197 202 268 487 87 37 393 8Future Volume (veh/h) 23 100 229 466 197 202 268 487 87 37 393 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 105 23 491 207 51 282 513 0 39 414 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 90 312 132 551 571 137 880 1746 119 1045Arrive On Green 0.05 0.08 0.08 0.16 0.20 0.20 0.25 0.49 0.00 0.07 0.29 0.00Sat Flow, veh/h 1781 3741 1585 3456 2836 682 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 24 105 23 491 128 130 282 513 0 39 414 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1741 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.6 3.2 1.6 16.7 7.4 7.7 7.9 10.3 0.0 2.5 11.2 0.0Cycle Q Clear(g_c), s 1.6 3.2 1.6 16.7 7.4 7.7 7.9 10.3 0.0 2.5 11.2 0.0Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 90 312 132 551 358 351 880 1746 119 1045V/C Ratio(X)0.27 0.34 0.17 0.89 0.36 0.37 0.32 0.29 0.33 0.40Avail Cap(c_a), veh/h 163 567 240 772 503 493 880 1746 163 1045HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 54.8 51.9 51.2 49.4 41.2 41.4 36.3 18.1 0.0 53.4 33.8 0.0Incr Delay (d2), s/veh 0.6 0.6 0.6 7.7 0.6 0.7 0.2 0.4 0.0 0.6 1.1 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.5 0.6 7.5 3.2 3.2 3.2 4.0 0.0 1.1 4.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.4 52.5 51.8 57.1 41.8 42.0 36.4 18.6 0.0 54.0 35.0 0.0LnGrp LOS E D D E D D D B D CApproach Vol, veh/h 152 749 795 A 453 AApproach Delay, s/veh 52.9 51.9 24.9 36.6Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 13.4 65.2 25.6 15.8 36.8 41.8 10.8 30.7Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 11.0 41.2 26.8 * 18 16.9 * 35 * 11 34.0Max Q Clear Time (g_c+I1), s 4.5 12.3 18.7 5.2 9.9 13.2 3.6 9.7Green Ext Time (p_c), s 0.0 3.0 0.4 0.4 0.4 2.3 0.0 1.2 Intersection SummaryHCM 6th Ctrl Delay 38.7HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.User approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-590
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 1: Varner Rd & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-591
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 2: Monterey Ave & I-10 EB Ramps Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 2 679 00001640 672 173 858 0Future Volume (veh/h) 45 2 679 00001640 672 173 858 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 31 0 531 0 1691 362 178 885 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 359 0 639 0 3029 940 240 2494 0Arrive On Green 0.20 0.00 0.20 0.00 0.20 0.20 0.07 0.70 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 31 0 531 0 1691 362 178 885 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.7 0.0 19.3 0.0 35.9 23.8 6.1 11.9 0.0Cycle Q Clear(g_c), s 1.7 0.0 19.3 0.0 35.9 23.8 6.1 11.9 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 359 0 639 0 3029 940 240 2494 0V/C Ratio(X) 0.09 0.00 0.83 0.00 0.56 0.39 0.74 0.35 0.00Avail Cap(c_a), veh/h 644 0 1147 0 3029 940 461 2494 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.73 0.73 1.00 1.00 0.00Uniform Delay (d), s/veh38.9 0.0 46.0 0.0 34.1 29.2 54.8 7.1 0.0Incr Delay (d2), s/veh 0.1 0.0 3.5 0.0 0.5 0.9 4.4 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.8 0.0 7.9 0.0 16.3 10.2 2.7 3.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 39.1 0.0 49.4 0.0 34.6 30.1 59.2 7.5 0.0LnGrp LOS D A D A C C E A AApproach Vol, veh/h 562 2053 1063Approach Delay, s/veh 48.9 33.8 16.2Approach LOS D C B Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s13.0 77.0 30.0 90.0Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 16 44.3 43.4 65.0Max Q Clear Time (g_c+I1), s8.1 37.9 21.3 13.9Green Ext Time (p_c), s 0.3 5.1 2.9 6.5 Intersection SummaryHCM 6th Ctrl Delay 31.0HCM 6th LOS C NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-592
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 3: Key Largo Ave & Dinah Shore Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 815 29 30 855 17 66Future Volume (veh/h) 10 815 29 30 855 17 66Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 849 27 31 891 18 7Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222Cap, veh/h 1684 53 68 1755 56 50Arrive On Green 0.33 0.33 0.04 0.34 0.03 0.03Sat Flow, veh/h 5251 161 1781 5274 1781 1585Grp Volume(v), veh/h 568 308 31 891 18 7Grp Sat Flow(s),veh/h/ln 1702 1840 1781 1702 1781 1585Q Serve(g_s), s 3.7 3.7 0.5 3.8 0.3 0.1Cycle Q Clear(g_c), s 3.7 3.7 0.5 3.8 0.3 0.1Prop In Lane 0.09 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1128 610 68 1755 56 50V/C Ratio(X) 0.50 0.50 0.45 0.51 0.32 0.14Avail Cap(c_a), veh/h 4940 2670 1293 7410 1293 1150HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 7.4 7.4 13.0 7.2 13.1 13.0Incr Delay (d2), s/veh 0.1 0.2 1.7 0.1 1.2 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 0.5 0.1 0.4 0.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 7.5 7.6 14.7 7.3 14.3 13.4LnGrp LOS AABABBApproach Vol, veh/h 876 922 25Approach Delay, s/veh 7.6 7.5 14.0Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 6.1 15.6 5.9 16.0Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 2.5 5.7 2.3 5.8Green Ext Time (p_c), s 0.0 3.1 0.0 3.7 Intersection SummaryHCM 6th Ctrl Delay 7.6HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-593
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 4: Monterey Ave & Dinah Shore Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 618 348 311 61 358 597 367 1116 26 315 806 415Future Volume (veh/h) 618 348 311 61 358 597 367 1116 26 315 806 415Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 631 355 91 62 365 0 374 1139 26 321 822 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 686 918 407 104 419 430 2016 46 381 1931Arrive On Green 0.20 0.26 0.26 0.06 0.12 0.00 0.12 0.39 0.39 0.04 0.12 0.00Sat Flow, veh/h 3456 3554 1576 1781 3554 1585 3456 5136 117 3456 5106 1585Grp Volume(v), veh/h 631 355 91 62 365 0 374 755 410 321 822 0Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1585 1728 1702 1849 1728 1702 1585Q Serve(g_s), s 21.5 9.9 5.5 4.1 12.1 0.0 12.8 20.8 20.8 11.1 17.9 0.0Cycle Q Clear(g_c), s 21.5 9.9 5.5 4.1 12.1 0.0 12.8 20.8 20.8 11.1 17.9 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 686 918 407 104 419 430 1336 726 381 1931V/C Ratio(X) 0.92 0.39 0.22 0.60 0.87 0.87 0.57 0.57 0.84 0.43Avail Cap(c_a), veh/h 893 1045 464 148 423 662 1336 726 605 1931HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 0.00 1.00 1.00 1.00 0.87 0.87 0.00Uniform Delay (d), s/veh47.2 36.7 35.0 55.1 52.0 0.0 51.6 28.5 28.5 56.8 40.5 0.0Incr Delay (d2), s/veh 10.5 0.1 0.1 2.0 16.7 0.0 5.1 1.7 3.2 2.9 0.6 0.0Initial 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/ln9.9 4.1 2.0 1.8 6.2 0.0 5.6 8.3 9.3 5.2 8.2 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.7 36.8 35.1 57.2 68.7 0.0 56.7 30.2 31.6 59.7 41.1 0.0LnGrp LOS E D D E E E C C E DApproach Vol, veh/h 1077 427 A 1539 1143 AApproach Delay, s/veh 48.9 67.1 37.0 46.3Approach LOS D E D D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s12.0 36.7 19.9 51.4 28.8 19.9 18.2 53.1Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0Max Q Clear Time (g_c+I1), s6.1 11.9 14.8 19.9 23.5 14.1 13.1 22.8Green Ext Time (p_c), s 0.0 0.7 0.2 1.5 0.3 0.0 0.1 1.9 Intersection SummaryHCM 6th Ctrl Delay 45.7HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-594
HCM 6th TWSC Rancho Monterey Traffic Study No Project Conditions 6: Proposed Project Access Driveway & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 3.2
Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 156 1255 129 110 935Future Vol, veh/h 0 156 1255 129 110 935Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 - - 185 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 164 1321 136 116 984 Major/Minor Minor1 Major1 Major2Conflicting Flow All - 729 0 0 1457 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 - - 5.34 -Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 - - 3.12 -Pot Cap-1 Maneuver 0 313 - - 234 - Stage 1 0 ----- Stage 2 0 -----Platoon blocked, %- --Mov Cap-1 Maneuver - 313 - - 234 -Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SBHCM Control Delay, s 28.5 0 3.6HCM LOS D Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h)- - 313 234 -HCM Lane V/C Ratio - - 0.525 0.495 -HCM Control Delay (s) - - 28.5 34.6 -HCM Lane LOS - - D D -HCM 95th %tile Q(veh) - - 2.9 2.5 - 8-595
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement WBL WBR NBU NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 210 58 10 1326 114 32 903Future Volume (veh/h) 210 58 10 1326 114 32 903Initial Q (Qb), veh 0 0 0000Ped-Bike Adj(A_pbT) 1.00 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 251 0 1381 48 33 941Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 2 2222Cap, veh/h 458 204 1954 602 83 1225Arrive On Green 0.13 0.00 0.38 0.38 0.05 0.34Sat Flow, veh/h 3563 1585 5274 1575 1781 3647Grp Volume(v), veh/h 251 0 1381 48 33 941Grp Sat Flow(s),veh/h/ln 1781 1585 1702 1575 1781 1777Q Serve(g_s), s 2.4 0.0 8.2 0.7 0.6 8.5Cycle Q Clear(g_c), s 2.4 0.0 8.2 0.7 0.6 8.5Prop In Lane 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 458 204 1954 602 83 1225V/C Ratio(X) 0.55 0.00 0.71 0.08 0.40 0.77Avail Cap(c_a), veh/h 1782 793 6387 1970 743 4445HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.7 0.0 9.4 7.1 16.7 10.5Incr Delay (d2), s/veh 1.0 0.0 0.2 0.0 1.1 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 1.4 0.1 0.2 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 15.7 0.0 9.6 7.1 17.8 10.9LnGrp LOS B A AABBApproach Vol, veh/h 251 1429 974Approach Delay, s/veh 15.7 9.5 11.1Approach LOS B A B Timer - Assigned Phs 2 5 6 8Phs Duration (G+Y+Rc), s 18.8 6.7 20.2 9.1Change Period (Y+Rc), s 6.4 5.0 6.4 4.5Max Green Setting (Gmax), s 45.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s 10.5 2.6 10.2 4.4Green Ext Time (p_c), s 1.9 0.0 3.2 0.7 Intersection SummaryHCM 6th Ctrl Delay 10.7HCM 6th LOS B NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement. 8-596
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 8: Monterey Ave & Gerald Ford Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 152 339 135 115 295 114 138 1179 80 55 833 122Future Volume (veh/h) 152 339 135 115 295 114 138 1179 80 55 833 122Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 158 353 23 120 307 19 144 1228 80 57 868 0Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222222222Cap, veh/h 215 523 231 175 481 212 200 2789 182 122 2793Arrive On Green 0.06 0.15 0.15 0.05 0.14 0.14 0.06 0.57 0.57 0.04 0.55 0.00Sat Flow, veh/h 3456 3554 1569 3456 3554 1567 3456 4897 319 3456 5106 1585Grp Volume(v), veh/h 158 353 23 120 307 19 144 854 454 57 868 0Grp Sat Flow(s),veh/h/ln1728 1777 1569 1728 1777 1567 1728 1702 1812 1728 1702 1585Q Serve(g_s), s 5.4 11.3 1.5 4.1 9.8 1.3 4.9 17.3 17.3 1.9 11.1 0.0Cycle Q Clear(g_c), s 5.4 11.3 1.5 4.1 9.8 1.3 4.9 17.3 17.3 1.9 11.1 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00Lane Grp Cap(c), veh/h 215 523 231 175 481 212 200 1938 1032 122 2793V/C Ratio(X) 0.73 0.68 0.10 0.69 0.64 0.09 0.72 0.44 0.44 0.47 0.31Avail Cap(c_a), veh/h 403 927 409 374 897 396 346 1938 1032 346 2793HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 0.84 0.84 0.00Uniform Delay (d), s/veh55.3 48.5 44.3 56.0 49.1 45.4 55.6 14.8 14.8 56.8 14.8 0.0Incr Delay (d2), s/veh 1.8 1.5 0.2 1.8 1.4 0.2 1.5 0.6 1.1 0.9 0.2 0.0Initial 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/ln2.3 4.9 0.6 1.8 4.3 0.5 2.1 6.0 6.6 0.8 3.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.1 50.0 44.5 57.8 50.5 45.6 57.1 15.4 16.0 57.6 15.1 0.0LnGrp LOS E D D E D D EBBEBApproach Vol, veh/h 534 446 1452 925 AApproach Delay, s/veh 51.9 52.3 19.7 17.7Approach LOS D D B B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.9 72.6 12.5 22.9 9.3 75.3 11.1 24.3Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s12.0 40.0 14.0 30.3 12.0 40.0 13.0 31.3Max Q Clear Time (g_c+I1), s6.9 13.1 7.4 11.8 3.9 19.3 6.1 13.3Green Ext Time (p_c), s 0.1 6.8 0.1 1.6 0.0 9.4 0.1 1.9 Intersection SummaryHCM 6th Ctrl Delay 28.6HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-597
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 9: Monterey Ave & Frank Sinatra Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 140 502 93 132 269 71 102 1259 112 79 1036 46Future Volume (veh/h) 140 502 93 132 269 71 102 1259 112 79 1036 46Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 152 546 21 143 292 77 111 1368 115 86 1126 25Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 22222222222Cap, veh/h 207 665 294 197 655 290 164 2618 220 136 2746 850Arrive On Green 0.06 0.19 0.19 0.06 0.18 0.18 0.05 0.55 0.55 0.04 0.54 0.54Sat Flow, veh/h 3456 3554 1572 3456 3554 1572 3456 4797 403 3456 5106 1581Grp Volume(v), veh/h 152 546 21 143 292 77 111 971 512 86 1126 25Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1572 1728 1702 1796 1728 1702 1581Q Serve(g_s), s 5.2 17.7 1.3 4.9 8.8 5.0 3.8 21.7 21.7 2.9 15.7 0.9Cycle Q Clear(g_c), s 5.2 17.7 1.3 4.9 8.8 5.0 3.8 21.7 21.7 2.9 15.7 0.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00Lane Grp Cap(c), veh/h 207 665 294 197 655 290 164 1858 980 136 2746 850V/C Ratio(X) 0.74 0.82 0.07 0.72 0.45 0.27 0.68 0.52 0.52 0.63 0.41 0.03Avail Cap(c_a), veh/h 317 859 380 317 888 393 317 1858 980 317 2746 850HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.83 0.83 0.83 0.94 0.94 0.94Uniform Delay (d), s/veh55.5 46.9 40.2 55.6 43.5 42.0 56.3 17.3 17.3 56.8 16.5 13.0Incr Delay (d2), s/veh 1.9 3.9 0.0 1.9 0.2 0.2 1.5 0.9 1.7 1.7 0.4 0.1Initial 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/ln2.2 7.9 0.5 2.1 3.7 1.9 1.6 7.8 8.4 1.3 5.6 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.4 50.8 40.2 57.5 43.7 42.2 57.8 18.2 19.0 58.5 16.9 13.1LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 719 512 1594 1237Approach Delay, s/veh 51.9 47.3 21.2 19.7Approach LOS D D C B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s9.7 71.0 11.2 28.1 8.7 72.0 10.9 28.4Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0Max Q Clear Time (g_c+I1), s5.8 17.7 7.2 10.8 4.9 23.7 6.9 19.7Green Ext Time (p_c), s 0.0 4.9 0.0 1.1 0.0 6.1 0.0 1.5 Intersection SummaryHCM 6th Ctrl Delay 29.5HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-598
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study No Project Conditions 10: Monterey Ave & Country Club Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 187 694 305 184 294 175 135 1106 146 243 955 95Future Volume (veh/h) 187 694 305 184 294 175 135 1106 146 243 955 95Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 191 708 0 188 300 0 138 1129 62 248 974 44Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 246 867 244 863 200 2321 718 303 2474 766Arrive On Green 0.07 0.17 0.00 0.07 0.17 0.00 0.06 0.45 0.45 0.09 0.48 0.48Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 191 708 0 188 300 0 138 1129 62 248 974 44Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 6.5 16.0 0.0 6.4 6.2 0.0 4.7 18.6 2.7 8.5 14.6 1.8Cycle Q Clear(g_c), s 6.5 16.0 0.0 6.4 6.2 0.0 4.7 18.6 2.7 8.5 14.6 1.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 246 867 244 863 200 2321 718 303 2474 766V/C Ratio(X) 0.78 0.82 0.77 0.35 0.69 0.49 0.09 0.82 0.39 0.06Avail Cap(c_a), veh/h 346 1332 432 1459 432 2321 718 374 2474 766HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.90 0.90 0.90Uniform Delay (d), s/veh54.8 48.0 0.0 54.8 44.0 0.0 55.5 22.9 18.6 53.8 19.7 16.4Incr Delay (d2), s/veh 4.3 1.3 0.0 2.0 0.1 0.0 1.6 0.7 0.2 8.3 0.4 0.1Initial 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/ln2.9 6.7 0.0 2.8 2.5 0.0 2.0 7.0 1.0 3.9 5.4 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 59.1 49.3 0.0 56.8 44.1 0.0 57.1 23.6 18.8 62.2 20.1 16.5LnGrp LOS E D E D E C B E C BApproach Vol, veh/h 899 A 488 A 1329 1266Approach Delay, s/veh 51.4 49.0 26.9 28.2Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s16.5 62.0 14.5 27.1 12.9 65.5 14.5 27.0Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s13.0 34.6 15.0 31.3 15.0 32.6 12.0 34.3Max Q Clear Time (g_c+I1), s10.5 20.6 8.4 18.0 6.7 16.6 8.5 8.2Green Ext Time (p_c), s 0.0 2.3 0.1 1.4 0.0 2.0 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 35.6HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-599
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 1: Varner Rd & Monterey Ave Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 106 249 673 252 118 158 156 50 77 564 12Future Volume (veh/h) 13 106 249 673 252 118 158 156 50 77 564 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 15 122 26 774 290 90 182 179 0 89 648 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, %222222222222Cap, veh/h 64 312 132 836 800 243 627 1467 112 1013Arrive On Green 0.04 0.08 0.08 0.24 0.30 0.30 0.18 0.41 0.00 0.06 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2680 815 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 15 122 26 774 190 190 182 179 0 89 648 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1719 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.0 3.7 1.8 26.3 10.1 10.4 5.5 3.7 0.0 5.9 19.1 0.0Cycle Q Clear(g_c), s 1.0 3.7 1.8 26.3 10.1 10.4 5.5 3.7 0.0 5.9 19.1 0.0Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 64 312 132 836 530 513 627 1467 112 1013V/C Ratio(X)0.23 0.39 0.20 0.93 0.36 0.37 0.29 0.12 0.80 0.64Avail Cap(c_a), veh/h 168 380 161 1112 585 566 627 1467 178 1013HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.2 52.1 51.3 44.4 33.1 33.2 42.4 21.8 0.0 55.5 37.5 0.0Incr Delay (d2), s/veh 0.7 0.8 0.7 9.2 0.2 0.2 0.2 0.2 0.0 4.8 3.1 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.7 0.7 11.7 4.1 4.2 2.3 1.5 0.0 2.7 8.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.9 52.9 52.0 53.7 33.2 33.4 42.6 22.0 0.0 60.3 40.6 0.0LnGrp LOS E DDDCCDC EDApproach Vol, veh/h 163 1154 361 A 737 AApproach Delay, s/veh 53.1 47.0 32.4 43.0Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 12.9 55.7 35.5 15.8 28.0 40.7 9.0 42.3Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 12.0 34.4 38.6 * 12 12.2 * 34 * 11 39.5Max Q Clear Time (g_c+I1), s 7.9 5.7 28.3 5.7 7.5 21.1 3.0 12.4Green Ext Time (p_c), s 0.0 0.9 0.8 0.3 0.2 3.2 0.0 1.1 Intersection SummaryHCM 6th Ctrl Delay 44.0HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-600
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 2: Monterey Ave & I-10 EB Ramps Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 12 1049 00006753971981222 0Future Volume (veh/h) 55 12 1049 00006753971981222 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 47 0 1193 0 776 109 228 1405 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 852 0 1516 0 1204 374 518 1510 0Arrive On Green 0.48 0.00 0.48 0.00 0.08 0.08 0.15 0.42 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 47 0 1193 0 776 109 228 1405 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.7 0.0 37.8 0.0 17.7 7.8 7.2 45.1 0.0Cycle Q Clear(g_c), s 1.7 0.0 37.8 0.0 17.7 7.8 7.2 45.1 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 852 0 1516 0 1204 374 518 1510 0V/C Ratio(X) 0.06 0.00 0.79 0.00 0.64 0.29 0.44 0.93 0.00Avail Cap(c_a), veh/h 852 0 1516 0 1204 374 518 1510 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.90 0.90 1.00 1.00 0.00Uniform Delay (d), s/veh16.8 0.0 26.2 0.0 50.4 45.9 46.4 32.8 0.0Incr Delay (d2), s/veh 0.1 0.0 4.2 0.0 2.4 1.8 2.7 11.6 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.7 0.0 14.7 0.0 8.3 3.3 3.2 20.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 16.9 0.0 30.4 0.0 52.8 47.6 49.1 44.4 0.0LnGrp LOS B A C A DDDDAApproach Vol, veh/h 1240 885 1633Approach Delay, s/veh 29.9 52.2 45.1Approach LOS C D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s22.7 34.1 63.2 56.8Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 18 28.3 57.4 51.0Max Q Clear Time (g_c+I1), s9.2 19.7 39.8 47.1Green Ext Time (p_c), s 0.5 3.2 6.9 2.8 Intersection SummaryHCM 6th Ctrl Delay 41.7HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-601
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 3: Key Largo Ave & Dinah Shore Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 620 52 76 496 39 96Future Volume (veh/h) 10 620 52 76 496 39 96Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 674 46 83 539 42 17Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, %222222Cap, veh/h 1390 94 150 1384 116 103Arrive On Green 0.28 0.28 0.08 0.27 0.07 0.07Sat Flow, veh/h 5049 331 1781 5274 1781 1585Grp Volume(v), veh/h 469 251 83 539 42 17Grp Sat Flow(s),veh/h/ln 1702 1807 1781 1702 1781 1585Q Serve(g_s), s 3.3 3.4 1.3 2.5 0.7 0.3Cycle Q Clear(g_c), s 3.3 3.4 1.3 2.5 0.7 0.3Prop In Lane 0.18 1.00 1.00 1.00Lane Grp Cap(c), veh/h 970 515 150 1384 116 103V/C Ratio(X) 0.48 0.49 0.56 0.39 0.36 0.16Avail Cap(c_a), veh/h 4671 2480 1222 7007 1222 1088HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 8.6 8.7 12.8 8.7 13.0 12.9Incr Delay (d2), s/veh 0.1 0.3 1.2 0.1 0.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.6 0.3 0.4 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.8 8.9 14.0 8.7 13.7 13.2LnGrp LOS AABABBApproach Vol, veh/h 720 622 59Approach Delay, s/veh 8.8 9.4 13.6Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 7.4 14.8 6.9 14.4Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 3.3 5.4 2.7 4.5Green Ext Time (p_c), s 0.1 2.5 0.1 2.1 Intersection SummaryHCM 6th Ctrl Delay 9.3HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-602
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 4: Monterey Ave & Dinah Shore Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 380 266 150 38 226 366 149 443 23 371 1444 429Future Volume (veh/h) 380 266 150 38 226 366 149 443 23 371 1444 429Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 432 302 37 43 257 0 169 503 23 422 1641 0Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Percent Heavy Veh, % 2 22222222222Cap, veh/h 485 686 304 90 368 230 2180 99 483 2599Arrive On Green 0.14 0.19 0.19 0.05 0.10 0.00 0.07 0.44 0.44 0.05 0.17 0.00Sat Flow, veh/h 3456 3554 1573 1781 3554 1585 3456 5005 227 3456 5106 1585Grp Volume(v), veh/h 432 302 37 43 257 0 169 341 185 422 1641 0Grp Sat Flow(s),veh/h/ln1728 1777 1573 1781 1777 1585 1728 1702 1828 1728 1702 1585Q Serve(g_s), s 14.7 9.0 2.3 2.8 8.4 0.0 5.8 7.5 7.6 14.6 35.9 0.0Cycle Q Clear(g_c), s 14.7 9.0 2.3 2.8 8.4 0.0 5.8 7.5 7.6 14.6 35.9 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00Lane Grp Cap(c), veh/h 485 686 304 90 368 230 1483 797 483 2599V/C Ratio(X) 0.89 0.44 0.12 0.48 0.70 0.74 0.23 0.23 0.87 0.63Avail Cap(c_a), veh/h 547 957 423 119 631 374 1483 797 691 2599HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.96 0.96 0.96 1.00 1.00 0.00 1.00 1.00 1.00 0.32 0.32 0.00Uniform Delay (d), s/veh50.7 42.7 40.0 55.4 52.0 0.0 55.0 21.2 21.3 56.2 39.5 0.0Incr Delay (d2), s/veh 13.9 0.2 0.1 1.4 0.9 0.0 1.7 0.4 0.7 2.3 0.4 0.0Initial 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/ln7.1 3.8 0.9 1.3 3.7 0.0 2.5 2.9 3.2 6.9 16.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 64.6 42.9 40.1 56.8 52.9 0.0 56.7 21.6 21.9 58.4 39.8 0.0LnGrp LOS E D D E D E C C E DApproach Vol, veh/h 771 300 A 695 2063 AApproach Delay, s/veh 54.9 53.5 30.2 43.6Approach LOS DDCD Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.1 28.9 13.0 67.1 21.8 18.1 21.8 58.3Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s4.8 11.0 7.8 37.9 16.7 10.4 16.6 9.6Green Ext Time (p_c), s 0.0 0.6 0.0 2.8 0.1 0.4 0.2 0.9 Intersection SummaryHCM 6th Ctrl Delay 44.2HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-603
HCM 6th TWSC Rancho Monterey Traffic Study plus Alternative 1 5: Monterey Ave & Proposed Roadway Connection Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 35 0 681 1338 38Future Vol, veh/h 0 35 0 681 1338 38Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 ----Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 22222Mvmt Flow 0 38 0 740 1454 41 Major/Minor Minor2 Major1 Major2Conflicting Flow All - 748 - 0 - 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 ----Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 ----Pot Cap-1 Maneuver 0 305 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -Platoon blocked, %- - -Mov Cap-1 Maneuver - 305 ----Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SBHCM Control Delay, s 18.5 0 0HCM LOS C Minor Lane/Major Mvmt NBTEBLn1 SBT SBRCapacity (veh/h)- 305 - -HCM Lane V/C Ratio - 0.125 - -HCM Control Delay (s) - 18.5 - -HCM Lane LOS - C - -HCM 95th %tile Q(veh) - 0.4 - - 8-604
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 6: Proposed Project Access Driveway & Monterey Ave Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 18 0900162864761641301 8Future Volume (veh/h) 18 0900162864761641301 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 0.96 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 19 020012968153671369 8Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 355 0 62 302 0 62 432 2815 218 673 2110 12Arrive On Green 0.04 0.00 0.04 0.00 0.00 0.04 0.58 0.58 0.58 0.58 0.58 0.58Sat Flow, veh/h 1363 0 1574 1415 0 1574 394 4832 374 722 3622 21Grp Volume(v), veh/h 19 020012947825667671706Grp Sat Flow(s),veh/h/ln 1363 0 1574 1415 0 1574 394 1702 1801 722 1777 1866Q Serve(g_s), s 0.3 0.0 0.0 0.0 0.0 0.0 1.3 1.6 1.6 1.2 6.0 6.0Cycle Q Clear(g_c), s 0.3 0.0 0.0 0.0 0.0 0.0 7.3 1.6 1.6 2.8 6.0 6.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 0.01Lane Grp Cap(c), veh/h 355 0 62 302 0 62 432 1983 1049 673 1035 1087V/C Ratio(X) 0.05 0.00 0.03 0.00 0.00 0.02 0.07 0.24 0.24 0.10 0.65 0.65Avail Cap(c_a), veh/h 1332 0 1190 1316 0 1190 500 2573 1362 798 1343 1411HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 11.2 0.0 11.0 0.0 0.0 11.0 5.8 2.4 2.4 3.1 3.3 3.3Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.1 0.1 0.1 0.1 0.1 0.7 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 11.2 0.0 11.2 0.0 0.0 11.1 5.9 2.5 2.5 3.2 4.0 4.0LnGrp LOS BABAABAAAAAAApproach Vol, veh/h 21 1 763 1444Approach Delay, s/veh 11.2 11.1 2.6 4.0Approach LOS BBAA Timer - Assigned Phs 2468Phs Duration (G+Y+Rc), s 18.4 5.4 18.4 5.4Change Period (Y+Rc), s 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0Max Q Clear Time (g_c+I1), s 9.3 2.3 8.0 2.0Green Ext Time (p_c), s 2.9 0.0 5.8 0.0 Intersection SummaryHCM 6th Ctrl Delay 3.6HCM 6th LOS A 8-605
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 22 9 48 76 6 31 10 25 683 49 26 1278 6Future Volume (veh/h) 22 9 48 76 6 31 10 25 683 49 26 1278 6Initial Q (Qb), veh 0 00000 000000Ped-Bike Adj(A_pbT) 0.98 0.99 0.99 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 10 13 82 6 8 27 734 26 28 1374 6Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, % 2 22222 222222Cap, veh/h 294 68 88 286 67 89 69 2435 752 71 1610 7Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.48 0.48 0.04 0.44 0.44Sat Flow, veh/h 1378 733 952 1368 721 962 1781 5106 1577 1781 3628 16Grp Volume(v), veh/h 24 0 23 82 0 14 27 734 26 28 673 707Grp Sat Flow(s),veh/h/ln1378 0 1685 1368 0 1683 1781 1702 1577 1781 1777 1867Q Serve(g_s), s 0.7 0.0 0.5 2.4 0.0 0.3 0.6 3.6 0.4 0.6 13.8 13.8Cycle Q Clear(g_c), s 1.0 0.0 0.5 2.9 0.0 0.3 0.6 3.6 0.4 0.6 13.8 13.8Prop In Lane 1.00 0.57 1.00 0.57 1.00 1.00 1.00 0.01Lane Grp Cap(c), veh/h 294 0 156 286 0 156 69 2435 752 71 789 829V/C Ratio(X) 0.08 0.00 0.15 0.29 0.00 0.09 0.39 0.30 0.03 0.39 0.85 0.85Avail Cap(c_a), veh/h 775 0 745 764 0 744 656 5641 1742 656 1963 2063HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh17.3 0.0 17.0 18.3 0.0 16.9 19.1 6.5 5.7 19.1 10.1 10.1Incr Delay (d2), s/veh 0.1 0.0 0.4 0.5 0.0 0.2 3.6 0.0 0.0 1.3 1.0 1.0Initial 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/ln0.2 0.0 0.2 0.6 0.0 0.1 0.3 0.5 0.1 0.2 2.7 2.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 17.5 0.0 17.4 18.9 0.0 17.2 22.7 6.5 5.7 20.4 11.2 11.1LnGrp LOS B ABBAB CAACBBApproach Vol, veh/h 47 96 787 1408Approach Delay, s/veh 17.4 18.6 7.1 11.3Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s8.0 24.5 8.3 6.6 25.8 8.3Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s15.0 * 45 18.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s2.6 15.8 3.0 2.6 5.6 4.9Green Ext Time (p_c), s 0.0 2.3 0.1 0.0 1.5 0.2 Intersection SummaryHCM 6th Ctrl Delay 10.3HCM 6th LOS B NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-606
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 8: Monterey Ave & Gerald Ford Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 103 281 152 130 506 87 112 595 39 70 1149 132Future Volume (veh/h) 103 281 152 130 506 87 112 595 39 70 1149 132Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 120 327 37 151 588 23 130 692 40 81 1336 0Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86Percent Heavy Veh, % 2 22222222222Cap, veh/h 175 683 302 208 717 317 186 2525 145 134 2535Arrive On Green 0.05 0.19 0.19 0.06 0.20 0.20 0.05 0.51 0.51 0.04 0.50 0.00Sat Flow, veh/h 3456 3554 1573 3456 3554 1573 3456 4938 284 3456 5106 1585Grp Volume(v), veh/h 120 327 37 151 588 23 130 476 256 81 1336 0Grp Sat Flow(s),veh/h/ln1728 1777 1573 1728 1777 1573 1728 1702 1818 1728 1702 1585Q Serve(g_s), s 4.1 9.8 2.3 5.2 19.0 1.4 4.4 9.5 9.6 2.8 21.4 0.0Cycle Q Clear(g_c), s 4.1 9.8 2.3 5.2 19.0 1.4 4.4 9.5 9.6 2.8 21.4 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00Lane Grp Cap(c), veh/h 175 683 302 208 717 317 186 1741 930 134 2535V/C Ratio(X) 0.69 0.48 0.12 0.73 0.82 0.07 0.70 0.27 0.28 0.60 0.53Avail Cap(c_a), veh/h 374 868 384 374 868 384 374 1741 930 346 2535HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.74 0.74 0.00Uniform Delay (d), s/veh56.0 43.1 40.1 55.4 45.8 38.8 55.8 16.7 16.7 56.8 20.6 0.0Incr Delay (d2), s/veh 1.8 0.5 0.2 1.8 5.3 0.1 1.7 0.4 0.7 1.2 0.6 0.0Initial 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/ln1.8 4.2 0.9 2.2 8.6 0.5 1.9 3.5 3.8 1.2 7.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.8 43.7 40.3 57.2 51.2 38.9 57.6 17.0 17.4 58.0 21.2 0.0LnGrp LOS E D D E D D EBBECApproach Vol, veh/h 484 762 862 1417 AApproach Delay, s/veh 46.9 52.0 23.2 23.3Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.4 66.6 11.1 30.9 9.7 68.4 12.2 29.8Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s13.0 41.0 13.0 29.3 12.0 42.0 13.0 29.3Max Q Clear Time (g_c+I1), s6.4 23.4 6.1 21.0 4.8 11.6 7.2 11.8Green Ext Time (p_c), s 0.1 9.2 0.1 2.3 0.0 5.3 0.1 1.8 Intersection SummaryHCM 6th Ctrl Delay 32.7HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-607
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 9: Monterey Ave & Frank Sinatra Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 33 186 83 141 510 80 59 627 51 72 1359 71Future Volume (veh/h) 33 186 83 141 510 80 59 627 51 72 1359 71Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 37 209 15 158 573 90 66 704 53 81 1527 44Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Percent Heavy Veh, % 2 22222222222Cap, veh/h 102 602 266 213 716 317 128 2710 203 134 2866 887Arrive On Green 0.03 0.17 0.17 0.06 0.20 0.20 0.04 0.56 0.56 0.04 0.56 0.56Sat Flow, veh/h 3456 3554 1571 3456 3554 1573 3456 4845 363 3456 5106 1581Grp Volume(v), veh/h 37 209 15 158 573 90 66 493 264 81 1527 44Grp Sat Flow(s),veh/h/ln1728 1777 1571 1728 1777 1573 1728 1702 1804 1728 1702 1581Q Serve(g_s), s 1.3 6.2 1.0 5.4 18.4 5.8 2.2 9.0 9.0 2.8 22.5 1.5Cycle Q Clear(g_c), s 1.3 6.2 1.0 5.4 18.4 5.8 2.2 9.0 9.0 2.8 22.5 1.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00Lane Grp Cap(c), veh/h 102 602 266 213 716 317 128 1904 1009 134 2866 887V/C Ratio(X) 0.36 0.35 0.06 0.74 0.80 0.28 0.52 0.26 0.26 0.60 0.53 0.05Avail Cap(c_a), veh/h 317 977 432 317 1007 446 346 1904 1009 346 2866 887HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.80 0.80 0.80Uniform Delay (d), s/veh57.1 44.0 41.8 55.4 45.6 40.6 56.7 13.6 13.6 56.8 16.5 11.9Incr Delay (d2), s/veh 0.8 0.1 0.0 1.9 2.0 0.2 1.2 0.3 0.6 1.3 0.6 0.1Initial 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/ln0.5 2.7 0.4 2.3 7.9 2.2 1.0 3.2 3.5 1.2 7.9 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.9 44.1 41.8 57.3 47.7 40.8 57.9 13.9 14.3 58.1 17.1 12.0LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 261 821 823 1652Approach Delay, s/veh 45.9 48.8 17.6 18.9Approach LOS D D B B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s8.4 73.8 7.5 30.2 8.7 73.6 11.4 26.3Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s12.0 43.5 11.0 * 34 12.0 43.5 11.0 33.0Max Q Clear Time (g_c+I1), s4.2 24.5 3.3 20.4 4.8 11.0 7.4 8.2Green Ext Time (p_c), s 0.0 6.6 0.0 1.9 0.0 2.7 0.0 0.7 Intersection SummaryHCM 6th Ctrl Delay 27.5HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-608
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 10: Monterey Ave & Country Club Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 71 298 119 205 747 130 267 482 78 197 1084 193Future Volume (veh/h) 71 298 119 205 747 130 267 482 78 197 1084 193Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 78 327 0 225 821 0 293 530 38 216 1191 122Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, % 2 22222222222Cap, veh/h 187 845 280 983 348 2337 723 271 2223 688Arrive On Green 0.05 0.17 0.00 0.08 0.19 0.00 0.10 0.46 0.46 0.08 0.44 0.44Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 78 327 0 225 821 0 293 530 38 216 1191 122Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 2.6 6.9 0.0 7.7 18.6 0.0 10.0 7.5 1.6 7.4 20.6 5.7Cycle Q Clear(g_c), s 2.6 6.9 0.0 7.7 18.6 0.0 10.0 7.5 1.6 7.4 20.6 5.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 187 845 280 983 348 2337 723 271 2223 688V/C Ratio(X) 0.42 0.39 0.80 0.84 0.84 0.23 0.05 0.80 0.54 0.18Avail Cap(c_a), veh/h 259 1332 346 1459 432 2337 723 346 2223 688HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.84 0.84 0.84Uniform Delay (d), s/veh54.9 44.6 0.0 54.2 46.6 0.0 53.0 19.7 18.1 54.4 24.9 20.7Incr Delay (d2), s/veh 0.6 0.1 0.0 8.6 1.8 0.0 10.0 0.2 0.1 6.4 0.8 0.5Initial 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/ln1.1 2.8 0.0 3.6 7.7 0.0 4.6 2.8 0.6 3.3 7.8 2.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.5 44.7 0.0 62.8 48.4 0.0 63.0 19.9 18.2 60.7 25.7 21.2LnGrp LOS E D E D EBBECCApproach Vol, veh/h 405 A 1046 A 861 1529Approach Delay, s/veh 46.8 51.5 34.5 30.3Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s15.4 62.3 15.7 26.6 18.1 59.7 12.5 29.8Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s12.0 38.6 12.0 31.3 15.0 35.6 9.0 34.3Max Q Clear Time (g_c+I1), s9.4 9.5 9.7 8.9 12.0 22.6 4.6 20.6Green Ext Time (p_c), s 0.0 1.1 0.0 0.7 0.1 2.4 0.0 1.7 Intersection SummaryHCM 6th Ctrl Delay 38.8HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-609
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 1: Varner Rd & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 100 229 504 197 202 268 497 87 37 402 8Future Volume (veh/h) 23 100 229 504 197 202 268 497 87 37 402 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 105 23 531 207 53 282 523 0 39 423 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 90 312 132 590 598 150 841 1706 119 1045Arrive On Green 0.05 0.08 0.08 0.17 0.21 0.21 0.24 0.48 0.00 0.07 0.29 0.00Sat Flow, veh/h 1781 3741 1585 3456 2812 703 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 24 105 23 531 129 131 282 523 0 39 423 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1738 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.6 3.2 1.6 18.1 7.4 7.7 8.1 10.8 0.0 2.5 11.4 0.0Cycle Q Clear(g_c), s 1.6 3.2 1.6 18.1 7.4 7.7 8.1 10.8 0.0 2.5 11.4 0.0Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 90 312 132 590 378 370 841 1706 119 1045V/C Ratio(X)0.27 0.34 0.17 0.90 0.34 0.35 0.34 0.31 0.33 0.40Avail Cap(c_a), veh/h 163 567 240 772 503 492 841 1706 163 1045HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 54.8 51.9 51.2 48.7 40.1 40.2 37.4 19.0 0.0 53.4 33.9 0.0Incr Delay (d2), s/veh 0.6 0.6 0.6 9.6 0.5 0.6 0.2 0.5 0.0 0.6 1.2 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.5 0.6 8.2 3.1 3.2 3.3 4.2 0.0 1.1 4.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.4 52.5 51.8 58.4 40.6 40.8 37.6 19.5 0.0 54.0 35.1 0.0LnGrp LOS E D D E D D D B D DApproach Vol, veh/h 152 791 805 A 462 AApproach Delay, s/veh 52.9 52.6 25.8 36.7Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 13.4 63.8 27.0 15.8 35.4 41.8 10.8 32.0Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 11.0 41.2 26.8 * 18 16.9 * 35 * 11 34.0Max Q Clear Time (g_c+I1), s 4.5 12.8 20.1 5.2 10.1 13.4 3.6 9.7Green Ext Time (p_c), s 0.0 3.1 0.4 0.4 0.4 2.4 0.0 1.2 Intersection SummaryHCM 6th Ctrl Delay 39.5HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.User approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-610
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 1: Varner Rd & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-611
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 2: Monterey Ave & I-10 EB Ramps Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 2 765 00001720 702 173 905 0Future Volume (veh/h) 45 2 765 00001720 702 173 905 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 31 0 651 0 1773 353 178 933 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 430 0 765 0 2825 877 240 2353 0Arrive On Green 0.24 0.00 0.24 0.00 0.18 0.18 0.07 0.66 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 31 0 651 0 1773 353 178 933 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.6 0.0 23.5 0.0 38.5 23.6 6.1 14.4 0.0Cycle Q Clear(g_c), s 1.6 0.0 23.5 0.0 38.5 23.6 6.1 14.4 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 430 0 765 0 2825 877 240 2353 0V/C Ratio(X) 0.07 0.00 0.85 0.00 0.63 0.40 0.74 0.40 0.00Avail Cap(c_a), veh/h 644 0 1147 0 2825 877 461 2353 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.69 0.69 1.00 1.00 0.00Uniform Delay (d), s/veh35.2 0.0 43.5 0.0 37.6 31.5 54.8 9.3 0.0Incr Delay (d2), s/veh 0.1 0.0 4.6 0.0 0.7 1.0 4.4 0.5 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.7 0.0 9.7 0.0 17.5 10.1 2.7 4.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 35.2 0.0 48.0 0.0 38.4 32.5 59.2 9.8 0.0LnGrp LOS D A D A D C E A AApproach Vol, veh/h 682 2126 1111Approach Delay, s/veh 47.4 37.4 17.7Approach LOS D D B Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s13.0 72.2 34.7 85.3Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 16 44.3 43.4 65.0Max Q Clear Time (g_c+I1), s8.1 40.5 25.5 16.4Green Ext Time (p_c), s 0.3 3.3 3.4 7.0 Intersection SummaryHCM 6th Ctrl Delay 33.6HCM 6th LOS C NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-612
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 3: Key Largo Ave & Dinah Shore Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 815 53 45 855 39 90Future Volume (veh/h) 10 815 53 45 855 39 90Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 849 48 47 891 41 8Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222Cap, veh/h 1624 92 97 1701 100 89Arrive On Green 0.33 0.33 0.05 0.33 0.06 0.06Sat Flow, veh/h 5111 279 1781 5274 1781 1585Grp Volume(v), veh/h 584 313 47 891 41 8Grp Sat Flow(s),veh/h/ln 1702 1818 1781 1702 1781 1585Q Serve(g_s), s 4.1 4.1 0.8 4.1 0.7 0.1Cycle Q Clear(g_c), s 4.1 4.1 0.8 4.1 0.7 0.1Prop In Lane 0.15 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1118 597 97 1701 100 89V/C Ratio(X) 0.52 0.52 0.49 0.52 0.41 0.09Avail Cap(c_a), veh/h 4631 2473 1212 6946 1212 1078HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 8.0 8.0 13.5 7.9 13.4 13.2Incr Delay (d2), s/veh 0.1 0.3 1.4 0.1 1.0 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.6 0.2 0.5 0.2 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.1 8.3 14.9 8.0 14.4 13.3LnGrp LOS AABABBApproach Vol, veh/h 897 938 49Approach Delay, s/veh 8.2 8.4 14.2Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 6.6 16.2 6.6 16.3Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 2.8 6.1 2.7 6.1Green Ext Time (p_c), s 0.0 3.3 0.0 3.7 Intersection SummaryHCM 6th Ctrl Delay 8.4HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-613
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 4: Monterey Ave & Dinah Shore Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 642 348 311 61 358 597 367 1202 26 315 924 430Future Volume (veh/h) 642 348 311 61 358 597 367 1202 26 315 924 430Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 655 355 93 62 365 0 374 1227 26 321 943 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 709 942 418 104 419 430 1984 42 381 1897Arrive On Green 0.21 0.27 0.27 0.06 0.12 0.00 0.12 0.39 0.39 0.04 0.12 0.00Sat Flow, veh/h 3456 3554 1576 1781 3554 1585 3456 5145 109 3456 5106 1585Grp Volume(v), veh/h 655 355 93 62 365 0 374 812 441 321 943 0Grp Sat Flow(s),veh/h/ln1728 1777 1576 1781 1777 1585 1728 1702 1850 1728 1702 1585Q Serve(g_s), s 22.3 9.8 5.5 4.1 12.1 0.0 12.8 23.1 23.1 11.1 20.7 0.0Cycle Q Clear(g_c), s 22.3 9.8 5.5 4.1 12.1 0.0 12.8 23.1 23.1 11.1 20.7 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 709 942 418 104 419 430 1313 714 381 1897V/C Ratio(X) 0.92 0.38 0.22 0.60 0.87 0.87 0.62 0.62 0.84 0.50Avail Cap(c_a), veh/h 893 1045 464 148 423 662 1313 714 605 1897HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 0.00 1.00 1.00 1.00 0.83 0.83 0.00Uniform Delay (d), s/veh46.8 36.0 34.4 55.1 52.0 0.0 51.6 29.7 29.7 56.8 42.2 0.0Incr Delay (d2), s/veh 11.4 0.1 0.1 2.0 16.7 0.0 5.1 2.2 4.0 2.8 0.8 0.0Initial 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/ln10.3 4.1 2.1 1.8 6.2 0.0 5.6 9.3 10.5 5.1 9.5 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.1 36.1 34.5 57.2 68.7 0.0 56.7 31.9 33.7 59.5 43.0 0.0LnGrp LOS E D C E E E C C E DApproach Vol, veh/h 1103 427 A 1627 1264 AApproach Delay, s/veh 49.0 67.1 38.1 47.2Approach LOS D E D D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s12.0 37.5 19.9 50.6 29.6 19.9 18.2 52.3Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0Max Q Clear Time (g_c+I1), s6.1 11.8 14.8 22.7 24.3 14.1 13.1 25.1Green Ext Time (p_c), s 0.0 0.7 0.2 1.5 0.3 0.0 0.1 1.8 Intersection SummaryHCM 6th Ctrl Delay 46.2HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-614
HCM 6th TWSC Rancho Monterey Traffic Study plus Alternative 1 5: Monterey Ave & Proposed Roadway Connection Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 0.3
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 52 0 1506 1065 107Future Vol, veh/h 0 52 0 1506 1065 107Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 ----Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 92 92 92 92 92 92Heavy Vehicles, % 2 22222Mvmt Flow 0 57 0 1637 1158 116 Major/Minor Minor2 Major1 Major2Conflicting Flow All - 637 - 0 - 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 ----Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 ----Pot Cap-1 Maneuver 0 360 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -Platoon blocked, %- - -Mov Cap-1 Maneuver - 360 ----Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SBHCM Control Delay, s 16.9 0 0HCM LOS C Minor Lane/Major Mvmt NBTEBLn1 SBT SBRCapacity (veh/h)- 360 - -HCM Lane V/C Ratio - 0.157 - -HCM Control Delay (s) - 16.9 - -HCM Lane LOS - C - -HCM 95th %tile Q(veh) - 0.6 - - 8-615
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 6: Proposed Project Access Driveway & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 115 0 58 0 0 156 97 1235 129 110 965 42Future Volume (veh/h) 115 0 58 0 0 156 97 1235 129 110 965 42Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 121 0 34 0 0 137 102 1300 116 116 1016 40Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 362 0 304 217 0 304 401 2553 228 354 1865 73Arrive On Green 0.19 0.00 0.19 0.00 0.00 0.19 0.54 0.54 0.54 0.54 0.54 0.54Sat Flow, veh/h 1246 0 1573 1375 0 1573 534 4770 426 379 3485 137Grp Volume(v), veh/h 121 0 34 0 0 137 102 928 488 116 518 538Grp Sat Flow(s),veh/h/ln 1246 0 1573 1375 0 1573 534 1702 1791 379 1777 1845Q Serve(g_s), s 3.2 0.0 0.6 0.0 0.0 2.6 5.1 5.8 5.8 9.3 6.3 6.3Cycle Q Clear(g_c), s 5.7 0.0 0.6 0.0 0.0 2.6 11.5 5.8 5.8 15.1 6.3 6.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.07Lane Grp Cap(c), veh/h 362 0 304 217 0 304 401 1822 959 354 951 987V/C Ratio(X) 0.33 0.00 0.11 0.00 0.00 0.45 0.25 0.51 0.51 0.33 0.54 0.54Avail Cap(c_a), veh/h 798 0 854 698 0 854 405 1848 973 357 965 1002HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.3 0.0 11.0 0.0 0.0 11.8 8.8 4.9 4.9 9.8 5.1 5.1Incr Delay (d2), s/veh 0.5 0.0 0.2 0.0 0.0 1.0 0.3 0.2 0.4 0.5 0.6 0.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 0.2 0.0 0.0 0.8 0.3 0.2 0.3 0.4 0.4 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 14.9 0.0 11.2 0.0 0.0 12.9 9.2 5.1 5.3 10.3 5.7 5.7LnGrp LOS BABAABAAABAAApproach Vol, veh/h 155 137 1518 1172Approach Delay, s/veh 14.1 12.9 5.5 6.1Approach LOS BBAA Timer - Assigned Phs 2468Phs Duration (G+Y+Rc), s 22.2 10.9 22.2 10.9Change Period (Y+Rc), s 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0Max Q Clear Time (g_c+I1), s 13.5 7.7 17.1 4.6Green Ext Time (p_c), s 3.2 0.4 0.6 0.6 Intersection SummaryHCM 6th Ctrl Delay 6.5HCM 6th LOS A 8-616
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 22 17 51 210 12 60 10 76 1379 114 32 969 22Future Volume (veh/h) 22 17 51 210 12 60 10 76 1379 114 32 969 22Initial Q (Qb), veh 0 00000 000000Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 23 18 14 219 12 15 79 1436 54 33 1009 22Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222 222222Cap, veh/h 431 210 163 427 162 203 146 2068 638 79 1203 26Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.08 0.40 0.40 0.04 0.34 0.34Sat Flow, veh/h 1374 972 756 1368 753 941 1781 5106 1575 1781 3555 78Grp Volume(v), veh/h 23 0 32 219 0 27 79 1436 54 33 504 527Grp Sat Flow(s),veh/h/ln1374 0 1728 1368 0 1693 1781 1702 1575 1781 1777 1856Q Serve(g_s), s 0.6 0.0 0.7 7.2 0.0 0.6 2.0 11.1 1.0 0.9 12.5 12.5Cycle Q Clear(g_c), s 1.2 0.0 0.7 7.9 0.0 0.6 2.0 11.1 1.0 0.9 12.5 12.5Prop In Lane 1.00 0.44 1.00 0.56 1.00 1.00 1.00 0.04Lane Grp Cap(c), veh/h 431 0 373 427 0 365 146 2068 638 79 601 628V/C Ratio(X) 0.05 0.00 0.09 0.51 0.00 0.07 0.54 0.69 0.08 0.42 0.84 0.84Avail Cap(c_a), veh/h 655 0 655 650 0 642 562 4837 1492 562 1683 1758HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh15.3 0.0 14.9 18.1 0.0 14.8 21.0 11.7 8.7 22.1 14.5 14.5Incr Delay (d2), s/veh 0.1 0.0 0.1 1.0 0.0 0.1 1.2 0.2 0.0 1.3 1.2 1.2Initial 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/ln0.2 0.0 0.3 1.9 0.0 0.2 0.7 2.6 0.2 0.3 3.5 3.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 15.4 0.0 15.0 19.0 0.0 14.9 22.1 11.9 8.7 23.4 15.7 15.7LnGrp LOS B ABBAB CBACBBApproach Vol, veh/h 55 246 1569 1064Approach Delay, s/veh 15.2 18.6 12.3 16.0Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s10.3 22.5 14.8 7.1 25.6 14.8Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s15.0 * 45 18.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s4.0 14.5 3.2 2.9 13.1 9.9Green Ext Time (p_c), s 0.0 1.5 0.1 0.0 3.4 0.5 Intersection SummaryHCM 6th Ctrl Delay 14.2HCM 6th LOS B NotesUser approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-617
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 8: Monterey Ave & Gerald Ford Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 176 339 135 115 295 128 138 1255 80 77 902 134Future Volume (veh/h) 176 339 135 115 295 128 138 1255 80 77 902 134Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 183 353 23 120 307 21 144 1307 80 80 940 0Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222222222Cap, veh/h 241 542 239 175 474 209 200 2758 169 134 2765Arrive On Green 0.07 0.15 0.15 0.05 0.13 0.13 0.06 0.56 0.56 0.04 0.54 0.00Sat Flow, veh/h 3456 3554 1569 3456 3554 1567 3456 4918 301 3456 5106 1585Grp Volume(v), veh/h 183 353 23 120 307 21 144 905 482 80 940 0Grp Sat Flow(s),veh/h/ln1728 1777 1569 1728 1777 1567 1728 1702 1815 1728 1702 1585Q Serve(g_s), s 6.2 11.2 1.5 4.1 9.8 1.4 4.9 19.1 19.1 2.7 12.4 0.0Cycle Q Clear(g_c), s 6.2 11.2 1.5 4.1 9.8 1.4 4.9 19.1 19.1 2.7 12.4 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00Lane Grp Cap(c), veh/h 241 542 239 175 474 209 200 1909 1018 134 2765V/C Ratio(X) 0.76 0.65 0.10 0.69 0.65 0.10 0.72 0.47 0.47 0.60 0.34Avail Cap(c_a), veh/h 403 927 409 374 897 396 346 1909 1018 346 2765HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 0.59 0.59 0.00Uniform Delay (d), s/veh54.8 47.9 43.7 56.0 49.3 45.7 55.6 15.8 15.8 56.8 15.5 0.0Incr Delay (d2), s/veh 1.9 1.3 0.2 1.8 1.5 0.2 1.4 0.7 1.2 0.9 0.2 0.0Initial 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/ln2.7 4.9 0.6 1.8 4.3 0.5 2.1 6.7 7.3 1.2 4.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.7 49.2 43.9 57.8 50.8 45.9 57.0 16.4 17.0 57.7 15.7 0.0LnGrp LOS E D D E D D EBBEBApproach Vol, veh/h 559 448 1531 1020 AApproach Delay, s/veh 51.4 52.5 20.4 18.9Approach LOS D D C B Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.9 72.0 13.4 22.7 9.7 74.3 11.1 25.0Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s12.0 40.0 14.0 30.3 12.0 40.0 13.0 31.3Max Q Clear Time (g_c+I1), s6.9 14.4 8.2 11.8 4.7 21.1 6.1 13.2Green Ext Time (p_c), s 0.1 7.3 0.1 1.6 0.0 9.5 0.1 1.9 Intersection SummaryHCM 6th Ctrl Delay 28.9HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-618
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 9: Monterey Ave & Frank Sinatra Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 154 502 93 132 269 85 102 1307 112 91 1079 58Future Volume (veh/h) 154 502 93 132 269 85 102 1307 112 91 1079 58Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 167 546 21 143 292 92 111 1421 115 99 1173 33Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, % 2 22222222222Cap, veh/h 222 665 294 197 639 283 164 2607 211 150 2746 850Arrive On Green 0.06 0.19 0.19 0.06 0.18 0.18 0.05 0.54 0.54 0.04 0.54 0.54Sat Flow, veh/h 3456 3554 1572 3456 3554 1572 3456 4814 390 3456 5106 1581Grp Volume(v), veh/h 167 546 21 143 292 92 111 1005 531 99 1173 33Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1572 1728 1702 1799 1728 1702 1581Q Serve(g_s), s 5.7 17.7 1.3 4.9 8.8 6.1 3.8 23.0 23.0 3.4 16.5 1.2Cycle Q Clear(g_c), s 5.7 17.7 1.3 4.9 8.8 6.1 3.8 23.0 23.0 3.4 16.5 1.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00Lane Grp Cap(c), veh/h 222 665 294 197 639 283 164 1844 974 150 2746 850V/C Ratio(X) 0.75 0.82 0.07 0.72 0.46 0.33 0.68 0.55 0.55 0.66 0.43 0.04Avail Cap(c_a), veh/h 317 859 380 317 888 393 317 1844 974 317 2746 850HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 0.93 0.93 0.93Uniform Delay (d), s/veh55.2 46.9 40.2 55.6 44.0 42.9 56.3 17.9 17.9 56.5 16.6 13.1Incr Delay (d2), s/veh 3.1 3.9 0.0 1.9 0.2 0.2 1.5 0.9 1.8 1.7 0.5 0.1Initial 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/ln2.5 7.9 0.5 2.1 3.8 2.3 1.6 8.3 9.0 1.5 5.9 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.3 50.8 40.2 57.5 44.2 43.1 57.8 18.8 19.7 58.2 17.1 13.2LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 734 527 1647 1305Approach Delay, s/veh 52.2 47.6 21.7 20.1Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s9.7 71.0 11.7 27.6 9.2 71.5 10.9 28.4Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0Max Q Clear Time (g_c+I1), s5.8 18.5 7.7 10.8 5.4 25.0 6.9 19.7Green Ext Time (p_c), s 0.0 5.2 0.0 1.1 0.0 6.3 0.0 1.5 Intersection SummaryHCM 6th Ctrl Delay 29.8HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-619
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 1 10: Monterey Ave & Country Club Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 201 694 305 184 294 184 135 1131 146 253 976 107Future Volume (veh/h) 201 694 305 184 294 184 135 1131 146 253 976 107Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 205 708 0 188 300 0 138 1154 62 258 996 62Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 260 867 244 843 200 2307 714 312 2474 766Arrive On Green 0.08 0.17 0.00 0.07 0.17 0.00 0.06 0.45 0.45 0.09 0.48 0.48Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 205 708 0 188 300 0 138 1154 62 258 996 62Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 7.0 16.0 0.0 6.4 6.3 0.0 4.7 19.2 2.7 8.8 15.0 2.5Cycle Q Clear(g_c), s 7.0 16.0 0.0 6.4 6.3 0.0 4.7 19.2 2.7 8.8 15.0 2.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 260 867 244 843 200 2307 714 312 2474 766V/C Ratio(X) 0.79 0.82 0.77 0.36 0.69 0.50 0.09 0.83 0.40 0.08Avail Cap(c_a), veh/h 346 1332 432 1459 432 2307 714 374 2474 766HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.89 0.89 0.89Uniform Delay (d), s/veh54.5 48.0 0.0 54.8 44.4 0.0 55.5 23.3 18.8 53.6 19.8 16.6Incr Delay (d2), s/veh 6.1 1.3 0.0 2.0 0.1 0.0 1.6 0.8 0.2 9.3 0.4 0.2Initial 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/ln3.2 6.7 0.0 2.8 2.6 0.0 2.0 7.3 1.0 4.1 5.5 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 60.6 49.3 0.0 56.8 44.5 0.0 57.1 24.1 19.0 62.9 20.2 16.8LnGrp LOS E D E D E C B E C BApproach Vol, veh/h 913 A 488 A 1354 1316Approach Delay, s/veh 51.8 49.2 27.2 28.5Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s16.8 61.6 14.5 27.1 12.9 65.5 15.0 26.5Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s13.0 34.6 15.0 31.3 15.0 32.6 12.0 34.3Max Q Clear Time (g_c+I1), s10.8 21.2 8.4 18.0 6.7 17.0 9.0 8.3Green Ext Time (p_c), s 0.0 2.3 0.1 1.4 0.0 2.0 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 35.8HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-620
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 1: Varner Rd & Monterey Ave Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 106 249 673 252 118 158 156 50 77 564 12Future Volume (veh/h) 13 106 249 673 252 118 158 156 50 77 564 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 15 122 26 774 290 90 182 179 0 89 648 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, %222222222222Cap, veh/h 64 312 132 836 800 243 627 1467 112 1013Arrive On Green 0.04 0.08 0.08 0.24 0.30 0.30 0.18 0.41 0.00 0.06 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2680 815 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 15 122 26 774 190 190 182 179 0 89 648 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1719 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.0 3.7 1.8 26.3 10.1 10.4 5.5 3.7 0.0 5.9 19.1 0.0Cycle Q Clear(g_c), s 1.0 3.7 1.8 26.3 10.1 10.4 5.5 3.7 0.0 5.9 19.1 0.0Prop In Lane 1.00 1.00 1.00 0.47 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 64 312 132 836 530 513 627 1467 112 1013V/C Ratio(X)0.23 0.39 0.20 0.93 0.36 0.37 0.29 0.12 0.80 0.64Avail Cap(c_a), veh/h 168 380 161 1112 585 566 627 1467 178 1013HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.2 52.1 51.3 44.4 33.1 33.2 42.4 21.8 0.0 55.5 37.5 0.0Incr Delay (d2), s/veh 0.7 0.8 0.7 9.2 0.2 0.2 0.2 0.2 0.0 4.8 3.1 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.7 0.7 11.7 4.1 4.2 2.3 1.5 0.0 2.7 8.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.9 52.9 52.0 53.7 33.2 33.4 42.6 22.0 0.0 60.3 40.6 0.0LnGrp LOS E DDDCCDC EDApproach Vol, veh/h 163 1154 361 A 737 AApproach Delay, s/veh 53.1 47.0 32.4 43.0Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 12.9 55.7 35.5 15.8 28.0 40.7 9.0 42.3Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 12.0 34.4 38.6 * 12 12.2 * 34 * 11 39.5Max Q Clear Time (g_c+I1), s 7.9 5.7 28.3 5.7 7.5 21.1 3.0 12.4Green Ext Time (p_c), s 0.0 0.9 0.8 0.3 0.2 3.2 0.0 1.1 Intersection SummaryHCM 6th Ctrl Delay 44.0HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-621
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 2: Monterey Ave & I-10 EB Ramps Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 12 1049 00006753971981222 0Future Volume (veh/h) 55 12 1049 00006753971981222 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 47 0 1193 0 776 109 228 1405 0Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 852 0 1516 0 1204 374 518 1510 0Arrive On Green 0.48 0.00 0.48 0.00 0.08 0.08 0.15 0.42 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 47 0 1193 0 776 109 228 1405 0Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.7 0.0 37.8 0.0 17.7 7.8 7.2 45.1 0.0Cycle Q Clear(g_c), s 1.7 0.0 37.8 0.0 17.7 7.8 7.2 45.1 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 852 0 1516 0 1204 374 518 1510 0V/C Ratio(X)0.06 0.00 0.79 0.00 0.64 0.29 0.44 0.93 0.00Avail Cap(c_a), veh/h 852 0 1516 0 1204 374 518 1510 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.90 0.90 1.00 1.00 0.00Uniform Delay (d), s/veh 16.8 0.0 26.2 0.0 50.4 45.9 46.4 32.8 0.0Incr Delay (d2), s/veh 0.1 0.0 4.2 0.0 2.4 1.8 2.7 11.6 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.0 14.7 0.0 8.3 3.3 3.2 20.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 16.9 0.0 30.4 0.0 52.8 47.6 49.1 44.4 0.0LnGrp LOS B A C A DDDDAApproach Vol, veh/h 1240 885 1633Approach Delay, s/veh 29.9 52.2 45.1Approach LOS C D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s 22.7 34.1 63.2 56.8Change Period (Y+Rc), s * 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s * 18 28.3 57.4 51.0Max Q Clear Time (g_c+I1), s 9.2 19.7 39.8 47.1Green Ext Time (p_c), s 0.5 3.2 6.9 2.8 Intersection SummaryHCM 6th Ctrl Delay 41.7HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-622
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 3: Key Largo Ave & Dinah Shore Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 628 44 88 501 34 96Future Volume (veh/h) 10 628 44 88 501 34 96Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 683 39 96 545 37 16Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, %222222Cap, veh/h 1402 80 165 1379 107 95Arrive On Green 0.28 0.28 0.09 0.27 0.06 0.06Sat Flow, veh/h 5109 281 1781 5274 1781 1585Grp Volume(v), veh/h 470 252 96 545 37 16Grp Sat Flow(s),veh/h/ln 1702 1817 1781 1702 1781 1585Q Serve(g_s), s 3.4 3.4 1.5 2.6 0.6 0.3Cycle Q Clear(g_c), s 3.4 3.4 1.5 2.6 0.6 0.3Prop In Lane 0.15 1.00 1.00 1.00Lane Grp Cap(c), veh/h 966 516 165 1379 107 95V/C Ratio(X)0.49 0.49 0.58 0.40 0.35 0.17Avail Cap(c_a), veh/h 4653 2483 1217 6979 1217 1083HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 8.7 8.7 12.7 8.7 13.2 13.1Incr Delay (d2), s/veh 0.1 0.3 1.2 0.1 0.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 0.6 0.4 0.4 0.2 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.8 9.0 13.9 8.8 13.9 13.4LnGrp LOS AABABBApproach Vol, veh/h 722 641 53Approach Delay, s/veh 8.9 9.6 13.8Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 7.7 14.8 6.8 14.4Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 3.5 5.4 2.6 4.6Green Ext Time (p_c), s 0.1 2.5 0.0 2.1 Intersection SummaryHCM 6th Ctrl Delay 9.4HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-623
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 4: Monterey Ave & Dinah Shore Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 380 266 158 38 226 366 154 443 23 371 1432 441Future Volume (veh/h) 380 266 158 38 226 366 154 443 23 371 1432 441Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 432 302 39 43 257 0 175 503 23 422 1627 0Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88Percent Heavy Veh, %222222222222Cap, veh/h 485 686 304 90 368 230 2180 99 483 2597Arrive On Green 0.14 0.19 0.19 0.05 0.10 0.00 0.07 0.44 0.44 0.05 0.17 0.00Sat Flow, veh/h 3456 3554 1573 1781 3554 1585 3456 5005 227 3456 5106 1585Grp Volume(v), veh/h 432 302 39 43 257 0 175 341 185 422 1627 0Grp Sat Flow(s),veh/h/ln 1728 1777 1573 1781 1777 1585 1728 1702 1828 1728 1702 1585Q Serve(g_s), s 14.7 9.0 2.5 2.8 8.4 0.0 6.0 7.5 7.6 14.6 35.6 0.0Cycle Q Clear(g_c), s 14.7 9.0 2.5 2.8 8.4 0.0 6.0 7.5 7.6 14.6 35.6 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00Lane Grp Cap(c), veh/h 485 686 304 90 368 230 1483 797 483 2597V/C Ratio(X)0.89 0.44 0.13 0.48 0.70 0.76 0.23 0.23 0.87 0.63Avail Cap(c_a), veh/h 547 957 423 119 631 374 1483 797 691 2597HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I)0.96 0.96 0.96 1.00 1.00 0.00 1.00 1.00 1.00 0.32 0.32 0.00Uniform Delay (d), s/veh 50.7 42.7 40.1 55.4 52.0 0.0 55.1 21.2 21.3 56.2 39.3 0.0Incr Delay (d2), s/veh 13.9 0.2 0.1 1.4 0.9 0.0 1.9 0.4 0.7 2.3 0.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 7.1 3.8 0.9 1.3 3.7 0.0 2.6 2.9 3.2 6.9 16.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 64.6 42.9 40.1 56.8 52.9 0.0 57.0 21.6 21.9 58.4 39.7 0.0LnGrp LOS E D D E D E C C E DApproach Vol, veh/h 773 300 A 701 2049 AApproach Delay, s/veh 54.9 53.5 30.5 43.6Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 11.1 28.9 13.0 67.0 21.8 18.1 21.8 58.3Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s 8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s 4.8 11.0 8.0 37.6 16.7 10.4 16.6 9.6Green Ext Time (p_c), s 0.0 0.6 0.0 2.8 0.1 0.4 0.2 0.9 Intersection SummaryHCM 6th Ctrl Delay 44.2HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-624
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 6: Proposed Project Access Driveway & Monterey Ave Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 0900162864761641291 21Future Volume (veh/h) 23 0900162864761641291 21Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 0.97 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 020022968151671359 22Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 359 0 71 299 0 71 426 2815 209 669 2078 34Arrive On Green 0.05 0.00 0.05 0.00 0.00 0.05 0.58 0.58 0.58 0.58 0.58 0.58Sat Flow, veh/h 1369 0 1574 1415 0 1574 392 4847 361 723 3579 58Grp Volume(v), veh/h 24 020022947725567674707Grp Sat Flow(s),veh/h/ln 1369 0 1574 1415 0 1574 392 1702 1804 723 1777 1860Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.0 1.3 1.6 1.7 1.2 6.2 6.2Cycle Q Clear(g_c), s 0.4 0.0 0.0 0.0 0.0 0.0 7.5 1.6 1.7 2.9 6.2 6.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.03Lane Grp Cap(c), veh/h 359 0 71 299 0 71 426 1977 1047 669 1032 1080V/C Ratio(X) 0.07 0.00 0.03 0.00 0.00 0.03 0.07 0.24 0.24 0.10 0.65 0.65Avail Cap(c_a), veh/h 1321 0 1177 1294 0 1177 492 2546 1349 790 1329 1391HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 11.2 0.0 11.0 0.0 0.0 11.0 5.9 2.5 2.5 3.2 3.4 3.4Incr Delay (d2), s/veh 0.1 0.0 0.2 0.0 0.0 0.2 0.1 0.1 0.1 0.1 0.7 0.7Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.2 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 11.3 0.0 11.1 0.0 0.0 11.1 6.0 2.5 2.6 3.2 4.2 4.1LnGrp LOS BABAABAAAAAAApproach Vol, veh/h 26 2 761 1448Approach Delay, s/veh 11.3 11.1 2.7 4.1Approach LOS BBAA Timer - Assigned Phs 2468Phs Duration (G+Y+Rc), s 18.5 5.6 18.5 5.6Change Period (Y+Rc), s 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0Max Q Clear Time (g_c+I1), s 9.5 2.4 8.2 2.0Green Ext Time (p_c), s 2.9 0.0 5.7 0.0 Intersection SummaryHCM 6th Ctrl Delay 3.7HCM 6th LOS A 8-625
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 23 9 57 70 6 31 10 25 682 49 26 1268Future Volume (veh/h) 23 9 57 70 6 31 10 25 682 49 26 1268Initial Q (Qb), veh 000000 00000Ped-Bike Adj(A_pbT) 0.98 0.99 0.99 0.99 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 25 10 16 75 6 8 27 733 26 28 1363Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93Percent Heavy Veh, %222222 22222Cap, veh/h 291 57 91 281 64 85 69 2427 749 71 1603Arrive On Green 0.09 0.09 0.09 0.09 0.09 0.09 0.04 0.48 0.48 0.04 0.44Sat Flow, veh/h 1378 643 1028 1364 721 962 1781 5106 1577 1781 3628Grp Volume(v), veh/h 25 0 26 75 0 14 27 733 26 28 667Grp Sat Flow(s),veh/h/ln 1378 0 1671 1364 0 1683 1781 1702 1577 1781 1777Q Serve(g_s), s 0.7 0.0 0.6 2.2 0.0 0.3 0.6 3.5 0.4 0.6 13.5Cycle Q Clear(g_c), s 1.0 0.0 0.6 2.7 0.0 0.3 0.6 3.5 0.4 0.6 13.5Prop In Lane 1.00 0.62 1.00 0.57 1.00 1.00 1.00Lane Grp Cap(c), veh/h 291 0 148 281 0 149 69 2427 749 71 785V/C Ratio(X)0.09 0.00 0.18 0.27 0.00 0.09 0.39 0.30 0.03 0.39 0.85Avail Cap(c_a), veh/h 786 0 749 771 0 754 665 5720 1766 665 1991HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 17.3 0.0 16.9 18.2 0.0 16.8 18.8 6.5 5.6 18.8 10.0Incr Delay (d2), s/veh 0.1 0.0 0.6 0.5 0.0 0.3 3.5 0.0 0.0 1.3 1.0Initial 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%ile BackOfQ(50%),veh/ln 0.2 0.0 0.2 0.6 0.0 0.1 0.3 0.5 0.0 0.2 2.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 17.4 0.0 17.5 18.7 0.0 17.1 22.4 6.5 5.6 20.1 11.1LnGrp LOS BABBAB CAACBApproach Vol, veh/h 51 89 786 1397Approach Delay, s/veh 17.4 18.5 7.0 11.2Approach LOS B B A B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 8.0 24.1 8.1 6.6 25.5 8.1Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s 15.0 * 45 18.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s 2.6 15.5 3.0 2.6 5.5 4.7Green Ext Time (p_c), s 0.0 2.2 0.1 0.0 1.5 0.2 Intersection SummaryHCM 6th Ctrl Delay 10.2HCM 6th LOS B NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-626
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement SBRLane ConfigurationsTraffic Volume (veh/h) 6Future Volume (veh/h) 6Initial Q (Qb), veh 0Ped-Bike Adj(A_pbT) 0.99Parking Bus, Adj 1.00Work Zone On ApproachAdj Sat Flow, veh/h/ln 1870Adj Flow Rate, veh/h 6Peak Hour Factor 0.93Percent Heavy Veh, % 2Cap, veh/h 7Arrive On Green 0.44Sat Flow, veh/h 16Grp Volume(v), veh/h 702Grp Sat Flow(s),veh/h/ln 1867Q Serve(g_s), s 13.5Cycle Q Clear(g_c), s 13.5Prop In Lane 0.01Lane Grp Cap(c), veh/h 825V/C Ratio(X) 0.85Avail Cap(c_a), veh/h 2092HCM Platoon Ratio 1.00Upstream Filter(I)1.00Uniform Delay (d), s/veh 10.0Incr Delay (d2), s/veh 1.0Initial Q Delay(d3),s/veh 0.0%ile BackOfQ(50%),veh/ln 2.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 11.0LnGrp LOS BApproach Vol, veh/hApproach Delay, s/vehApproach LOS Timer - Assigned Phs
8-627
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 8: Monterey Ave & Gerald Ford Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 103 281 152 130 506 87 112 594 39 70 1149 131Future Volume (veh/h) 103 281 152 130 506 87 112 594 39 70 1149 131Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 120 327 36 151 588 21 130 691 40 81 1336 0Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86Percent Heavy Veh, %222222222222Cap, veh/h 175 683 302 208 716 317 186 2525 145 134 2536Arrive On Green 0.05 0.19 0.19 0.06 0.20 0.20 0.05 0.51 0.51 0.04 0.50 0.00Sat Flow, veh/h 3456 3554 1573 3456 3554 1573 3456 4938 284 3456 5106 1585Grp Volume(v), veh/h 120 327 36 151 588 21 130 475 256 81 1336 0Grp Sat Flow(s),veh/h/ln 1728 1777 1573 1728 1777 1573 1728 1702 1818 1728 1702 1585Q Serve(g_s), s 4.1 9.8 2.3 5.2 19.0 1.3 4.4 9.5 9.6 2.8 21.4 0.0Cycle Q Clear(g_c), s 4.1 9.8 2.3 5.2 19.0 1.3 4.4 9.5 9.6 2.8 21.4 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00Lane Grp Cap(c), veh/h 175 683 302 208 716 317 186 1741 930 134 2536V/C Ratio(X) 0.69 0.48 0.12 0.73 0.82 0.07 0.70 0.27 0.27 0.60 0.53Avail Cap(c_a), veh/h 374 868 384 374 868 384 374 1741 930 346 2536HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.75 0.75 0.00Uniform Delay (d), s/veh 56.0 43.1 40.1 55.4 45.8 38.8 55.8 16.6 16.7 56.8 20.6 0.0Incr Delay (d2), s/veh 1.8 0.5 0.2 1.8 5.3 0.1 1.7 0.4 0.7 1.2 0.6 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.8 4.2 0.9 2.2 8.6 0.5 1.9 3.5 3.8 1.2 7.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.8 43.7 40.3 57.2 51.2 38.9 57.6 17.0 17.4 58.0 21.2 0.0LnGrp LOS E D D E D D EBBECApproach Vol, veh/h 483 760 861 1417 AApproach Delay, s/veh 46.9 52.0 23.2 23.3Approach LOS DDCC Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 11.4 66.6 11.1 30.9 9.7 68.4 12.2 29.8Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s 13.0 41.0 13.0 29.3 12.0 42.0 13.0 29.3Max Q Clear Time (g_c+I1), s 6.4 23.4 6.1 21.0 4.8 11.6 7.2 11.8Green Ext Time (p_c), s 0.1 9.2 0.1 2.2 0.0 5.3 0.1 1.7 Intersection SummaryHCM 6th Ctrl Delay 32.7HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-628
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 9: Monterey Ave & Frank Sinatra Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 33 186 83 141 510 80 59 626 51 72 1359 71Future Volume (veh/h) 33 186 83 141 510 80 59 626 51 72 1359 71Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 37 209 15 158 573 90 66 703 53 81 1527 44Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89Percent Heavy Veh, %222222222222Cap, veh/h 102 602 266 213 716 317 128 2710 203 134 2866 887Arrive On Green 0.03 0.17 0.17 0.06 0.20 0.20 0.04 0.56 0.56 0.04 0.56 0.56Sat Flow, veh/h 3456 3554 1571 3456 3554 1573 3456 4845 363 3456 5106 1581Grp Volume(v), veh/h 37 209 15 158 573 90 66 493 263 81 1527 44Grp Sat Flow(s),veh/h/ln 1728 1777 1571 1728 1777 1573 1728 1702 1804 1728 1702 1581Q Serve(g_s), s 1.3 6.2 1.0 5.4 18.4 5.8 2.2 8.9 9.0 2.8 22.5 1.5Cycle Q Clear(g_c), s 1.3 6.2 1.0 5.4 18.4 5.8 2.2 8.9 9.0 2.8 22.5 1.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00Lane Grp Cap(c), veh/h 102 602 266 213 716 317 128 1904 1009 134 2866 887V/C Ratio(X) 0.36 0.35 0.06 0.74 0.80 0.28 0.52 0.26 0.26 0.60 0.53 0.05Avail Cap(c_a), veh/h 317 977 432 317 1007 446 346 1904 1009 346 2866 887HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.97 0.97 0.97 0.80 0.80 0.80Uniform Delay (d), s/veh 57.1 44.0 41.8 55.4 45.6 40.6 56.7 13.6 13.6 56.8 16.5 11.9Incr Delay (d2), s/veh 0.8 0.1 0.0 1.9 2.0 0.2 1.2 0.3 0.6 1.3 0.6 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.5 2.7 0.4 2.3 7.9 2.2 1.0 3.2 3.5 1.2 7.9 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.9 44.1 41.8 57.3 47.7 40.8 57.9 13.9 14.2 58.1 17.1 12.0LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 261 821 822 1652Approach Delay, s/veh 45.9 48.8 17.6 18.9Approach LOS D D B B Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 8.4 73.8 7.5 30.2 8.7 73.6 11.4 26.3Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s 12.0 43.5 11.0 * 34 12.0 43.5 11.0 33.0Max Q Clear Time (g_c+I1), s 4.2 24.5 3.3 20.4 4.8 11.0 7.4 8.2Green Ext Time (p_c), s 0.0 6.6 0.0 1.9 0.0 2.7 0.0 0.7 Intersection SummaryHCM 6th Ctrl Delay 27.5HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-629
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 10: Monterey Ave & Country Club Dr Opening Year (2023) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 71 298 119 205 747 130 267 481 78 197 1084 193Future Volume (veh/h) 71 298 119 205 747 130 267 481 78 197 1084 193Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 78 327 0 225 821 0 293 529 38 216 1191 122Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91Percent Heavy Veh, %222222222222Cap, veh/h 187 845 280 983 348 2337 723 271 2223 688Arrive On Green 0.05 0.17 0.00 0.08 0.19 0.00 0.10 0.46 0.46 0.08 0.44 0.44Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 78 327 0 225 821 0 293 529 38 216 1191 122Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 2.6 6.9 0.0 7.7 18.6 0.0 10.0 7.5 1.6 7.4 20.6 5.7Cycle Q Clear(g_c), s 2.6 6.9 0.0 7.7 18.6 0.0 10.0 7.5 1.6 7.4 20.6 5.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 187 845 280 983 348 2337 723 271 2223 688V/C Ratio(X)0.42 0.39 0.80 0.84 0.84 0.23 0.05 0.80 0.54 0.18Avail Cap(c_a), veh/h 259 1332 346 1459 432 2337 723 346 2223 688HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.84 0.84 0.84Uniform Delay (d), s/veh 54.9 44.6 0.0 54.2 46.6 0.0 53.0 19.7 18.1 54.4 24.9 20.7Incr Delay (d2), s/veh 0.6 0.1 0.0 8.6 1.8 0.0 10.0 0.2 0.1 6.4 0.8 0.5Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 2.8 0.0 3.6 7.7 0.0 4.6 2.8 0.6 3.3 7.8 2.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.5 44.7 0.0 62.8 48.4 0.0 63.0 19.9 18.2 60.7 25.7 21.2LnGrp LOS E D E D EBBECCApproach Vol, veh/h 405 A 1046 A 860 1529Approach Delay, s/veh 46.8 51.5 34.5 30.3Approach LOS DDCC Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 15.4 62.3 15.7 26.6 18.1 59.7 12.5 29.8Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s 12.0 38.6 12.0 31.3 15.0 35.6 9.0 34.3Max Q Clear Time (g_c+I1), s 9.4 9.5 9.7 8.9 12.0 22.6 4.6 20.6Green Ext Time (p_c), s 0.0 1.1 0.0 0.7 0.1 2.4 0.0 1.7 Intersection SummaryHCM 6th Ctrl Delay 38.8HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-630
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 1: Varner Rd & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 100 229 505 197 202 268 497 87 37 402 8Future Volume (veh/h) 23 100 229 505 197 202 268 497 87 37 402 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 105 23 532 207 53 282 523 0 39 423 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 90 312 132 591 599 150 840 1705 119 1045Arrive On Green 0.05 0.08 0.08 0.17 0.21 0.21 0.24 0.48 0.00 0.07 0.29 0.00Sat Flow, veh/h 1781 3741 1585 3456 2812 703 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 24 105 23 532 129 131 282 523 0 39 423 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1738 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.6 3.2 1.6 18.1 7.4 7.7 8.1 10.8 0.0 2.5 11.4 0.0Cycle Q Clear(g_c), s 1.6 3.2 1.6 18.1 7.4 7.7 8.1 10.8 0.0 2.5 11.4 0.0Prop In Lane 1.00 1.00 1.00 0.40 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 90 312 132 591 379 370 840 1705 119 1045V/C Ratio(X)0.27 0.34 0.17 0.90 0.34 0.35 0.34 0.31 0.33 0.40Avail Cap(c_a), veh/h 163 567 240 772 503 492 840 1705 163 1045HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 54.8 51.9 51.2 48.7 40.1 40.2 37.4 19.0 0.0 53.4 33.9 0.0Incr Delay (d2), s/veh 0.6 0.6 0.6 9.7 0.5 0.6 0.2 0.5 0.0 0.6 1.2 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.5 0.6 8.2 3.1 3.2 3.3 4.2 0.0 1.1 4.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.4 52.5 51.8 58.4 40.6 40.8 37.6 19.5 0.0 54.0 35.1 0.0LnGrp LOS E D D E D D D B D DApproach Vol, veh/h 152 792 805 A 462 AApproach Delay, s/veh 52.9 52.6 25.8 36.7Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 13.4 63.8 27.0 15.8 35.4 41.8 10.8 32.1Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 11.0 41.2 26.8 * 18 16.9 * 35 * 11 34.0Max Q Clear Time (g_c+I1), s 4.5 12.8 20.1 5.2 10.1 13.4 3.6 9.7Green Ext Time (p_c), s 0.0 3.1 0.4 0.4 0.4 2.4 0.0 1.2 Intersection SummaryHCM 6th Ctrl Delay 39.5HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.User approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-631
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 2: Monterey Ave & I-10 EB Ramps Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 2 765 00001720 702 173 906 0Future Volume (veh/h) 45 2 765 00001720 702 173 906 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 31 0 651 0 1773 353 178 934 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 430 0 765 0 2825 877 240 2353 0Arrive On Green 0.24 0.00 0.24 0.00 0.18 0.18 0.07 0.66 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 31 0 651 0 1773 353 178 934 0Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.6 0.0 23.5 0.0 38.5 23.6 6.1 14.5 0.0Cycle Q Clear(g_c), s 1.6 0.0 23.5 0.0 38.5 23.6 6.1 14.5 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 430 0 765 0 2825 877 240 2353 0V/C Ratio(X)0.07 0.00 0.85 0.00 0.63 0.40 0.74 0.40 0.00Avail Cap(c_a), veh/h 644 0 1147 0 2825 877 461 2353 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.69 0.69 1.00 1.00 0.00Uniform Delay (d), s/veh 35.2 0.0 43.5 0.0 37.6 31.5 54.8 9.3 0.0Incr Delay (d2), s/veh 0.1 0.0 4.6 0.0 0.7 1.0 4.4 0.5 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 0.0 9.7 0.0 17.5 10.1 2.7 4.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 35.2 0.0 48.0 0.0 38.4 32.5 59.2 9.8 0.0LnGrp LOS D A D A D C E A AApproach Vol, veh/h 682 2126 1112Approach Delay, s/veh 47.4 37.4 17.7Approach LOS D D B Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s 13.0 72.2 34.7 85.3Change Period (Y+Rc), s * 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s * 16 44.3 43.4 65.0Max Q Clear Time (g_c+I1), s 8.1 40.5 25.5 16.5Green Ext Time (p_c), s 0.3 3.3 3.4 7.0 Intersection SummaryHCM 6th Ctrl Delay 33.6HCM 6th LOS C NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-632
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 3: Key Largo Ave & Dinah Shore Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 834 34 74 874 20 90Future Volume (veh/h) 10 834 34 74 874 20 90Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 869 32 77 910 21 14Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222Cap, veh/h 1649 61 141 1717 75 67Arrive On Green 0.33 0.33 0.08 0.34 0.04 0.04Sat Flow, veh/h 5222 186 1781 5274 1781 1585Grp Volume(v), veh/h 585 316 77 910 21 14Grp Sat Flow(s),veh/h/ln 1702 1835 1781 1702 1781 1585Q Serve(g_s), s 4.2 4.2 1.2 4.3 0.3 0.3Cycle Q Clear(g_c), s 4.2 4.2 1.2 4.3 0.3 0.3Prop In Lane 0.10 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1111 599 141 1717 75 67V/C Ratio(X)0.53 0.53 0.55 0.53 0.28 0.21Avail Cap(c_a), veh/h 4559 2458 1193 6838 1193 1061HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 8.2 8.2 13.2 8.0 13.9 13.8Incr Delay (d2), s/veh 0.1 0.3 1.2 0.1 0.7 0.6Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.6 0.7 0.3 0.6 0.1 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 8.3 8.5 14.5 8.1 14.6 14.4LnGrp LOS AABABBApproach Vol, veh/h 901 987 35Approach Delay, s/veh 8.4 8.6 14.5Approach LOS A A B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 7.4 16.2 6.3 16.5Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 20.0 40.0 20.0 40.0Max Q Clear Time (g_c+I1), s 3.2 6.2 2.3 6.3Green Ext Time (p_c), s 0.1 3.3 0.0 3.8 Intersection SummaryHCM 6th Ctrl Delay 8.6HCM 6th LOS A NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-633
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 4: Monterey Ave & Dinah Shore Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 642 348 330 61 358 597 386 1202 26 315 896 459Future Volume (veh/h) 642 348 330 61 358 597 386 1202 26 315 896 459Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 655 355 98 62 365 0 394 1227 26 321 914 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, %222222222222Cap, veh/h 709 942 418 104 419 450 1985 42 381 1868Arrive On Green 0.21 0.26 0.26 0.06 0.12 0.00 0.13 0.39 0.39 0.04 0.12 0.00Sat Flow, veh/h 3456 3554 1576 1781 3554 1585 3456 5145 109 3456 5106 1585Grp Volume(v), veh/h 655 355 98 62 365 0 394 812 441 321 914 0Grp Sat Flow(s),veh/h/ln 1728 1777 1576 1781 1777 1585 1728 1702 1850 1728 1702 1585Q Serve(g_s), s 22.3 9.8 5.8 4.1 12.1 0.0 13.4 23.1 23.1 11.1 20.1 0.0Cycle Q Clear(g_c), s 22.3 9.8 5.8 4.1 12.1 0.0 13.4 23.1 23.1 11.1 20.1 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00Lane Grp Cap(c), veh/h 709 942 418 104 419 450 1313 714 381 1868V/C Ratio(X)0.92 0.38 0.23 0.60 0.87 0.88 0.62 0.62 0.84 0.49Avail Cap(c_a), veh/h 893 1045 464 148 423 662 1313 714 605 1868HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I)0.94 0.94 0.94 1.00 1.00 0.00 1.00 1.00 1.00 0.83 0.83 0.00Uniform Delay (d), s/veh 46.8 36.0 34.6 55.1 52.0 0.0 51.2 29.7 29.7 56.8 42.3 0.0Incr Delay (d2), s/veh 11.1 0.1 0.1 2.0 16.8 0.0 6.5 2.2 4.0 2.8 0.8 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 10.3 4.1 2.2 1.8 6.2 0.0 6.0 9.3 10.5 5.1 9.2 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.8 36.1 34.7 57.2 68.8 0.0 57.7 31.9 33.7 59.5 43.0 0.0LnGrp LOS E D C E E E C C E DApproach Vol, veh/h 1108 427 A 1647 1235 AApproach Delay, s/veh 48.8 67.1 38.6 47.3Approach LOS D E D D Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 12.0 37.5 20.6 49.9 29.6 19.8 18.2 52.3Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s 10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0Max Q Clear Time (g_c+I1), s 6.1 11.8 15.4 22.1 24.3 14.1 13.1 25.1Green Ext Time (p_c), s 0.0 0.7 0.2 1.5 0.3 0.0 0.1 1.8 Intersection SummaryHCM 6th Ctrl Delay 46.4HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-634
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 6: Proposed Project Access Driveway & Monterey Ave Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 137 0 55 0 0 156 99 1235 129 110 964 71Future Volume (veh/h) 137 0 55 0 0 156 99 1235 129 110 964 71Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 144 0 31 0 0 137 104 1300 115 116 1015 67Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 385 0 340 209 0 340 375 2495 221 340 1768 117Arrive On Green 0.22 0.00 0.22 0.00 0.00 0.22 0.52 0.52 0.52 0.52 0.52 0.52Sat Flow, veh/h 1246 0 1574 1378 0 1574 521 4774 422 379 3383 223Grp Volume(v), veh/h 144 0 31 0 0 137 104 927 488 116 533 549Grp Sat Flow(s),veh/h/ln 1246 0 1574 1378 0 1574 521 1702 1792 379 1777 1829Q Serve(g_s), s 3.9 0.0 0.5 0.0 0.0 2.6 5.9 6.2 6.2 9.9 7.0 7.1Cycle Q Clear(g_c), s 6.4 0.0 0.5 0.0 0.0 2.6 12.9 6.2 6.2 16.1 7.0 7.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.12Lane Grp Cap(c), veh/h 385 0 340 209 0 340 375 1779 936 340 929 956V/C Ratio(X) 0.37 0.00 0.09 0.00 0.00 0.40 0.28 0.52 0.52 0.34 0.57 0.57Avail Cap(c_a), veh/h 767 0 823 632 0 823 375 1779 936 340 929 956HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 14.4 0.0 10.8 0.0 0.0 11.6 10.0 5.4 5.4 10.7 5.6 5.6Incr Delay (d2), s/veh 0.6 0.0 0.1 0.0 0.0 0.8 0.4 0.3 0.5 0.6 0.9 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.9 0.0 0.2 0.0 0.0 0.8 0.4 0.4 0.5 0.4 0.7 0.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 15.0 0.0 10.9 0.0 0.0 12.4 10.4 5.7 5.9 11.3 6.5 6.4LnGrp LOS BABAABBAABAAApproach Vol, veh/h 175 137 1519 1198Approach Delay, s/veh 14.2 12.4 6.1 6.9Approach LOS BBAA Timer - Assigned Phs 2468Phs Duration (G+Y+Rc), s 22.5 11.9 22.5 11.9Change Period (Y+Rc), s 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 18.0 18.0 18.0 18.0Max Q Clear Time (g_c+I1), s 14.9 8.4 18.1 4.6Green Ext Time (p_c), s 2.3 0.4 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 7.2HCM 6th LOS A 8-635
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 25 16 55 210 12 60 10 77 1378 114 32 965Future Volume (veh/h) 25 16 55 210 12 60 10 77 1378 114 32 965Initial Q (Qb), veh 000000 00000Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 26 17 15 219 12 15 80 1435 54 33 1005Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222 22222Cap, veh/h 431 197 174 427 162 203 147 2066 637 79 1199Arrive On Green 0.22 0.22 0.22 0.22 0.22 0.22 0.08 0.40 0.40 0.04 0.34Sat Flow, veh/h 1374 913 806 1368 753 941 1781 5106 1575 1781 3555Grp Volume(v), veh/h 26 0 32 219 0 27 80 1435 54 33 502Grp Sat Flow(s),veh/h/ln 1374 0 1719 1368 0 1693 1781 1702 1575 1781 1777Q Serve(g_s), s 0.7 0.0 0.7 7.2 0.0 0.6 2.0 11.0 1.0 0.9 12.4Cycle Q Clear(g_c), s 1.3 0.0 0.7 7.9 0.0 0.6 2.0 11.0 1.0 0.9 12.4Prop In Lane 1.00 0.47 1.00 0.56 1.00 1.00 1.00Lane Grp Cap(c), veh/h 431 0 371 427 0 366 147 2066 637 79 599V/C Ratio(X)0.06 0.00 0.09 0.51 0.00 0.07 0.55 0.69 0.08 0.42 0.84Avail Cap(c_a), veh/h 655 0 652 650 0 642 563 4841 1494 563 1685HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 15.4 0.0 14.9 18.0 0.0 14.8 20.9 11.7 8.7 22.1 14.5Incr Delay (d2), s/veh 0.1 0.0 0.1 1.0 0.0 0.1 1.2 0.2 0.0 1.3 1.2Initial 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%ile BackOfQ(50%),veh/ln 0.2 0.0 0.3 1.9 0.0 0.2 0.7 2.6 0.2 0.3 3.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 15.4 0.0 15.0 19.0 0.0 14.9 22.1 11.9 8.7 23.4 15.8LnGrp LOS BABBAB CBACBApproach Vol, veh/h 58 246 1569 1060Approach Delay, s/veh 15.2 18.5 12.3 16.0Approach LOS B B B B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 10.3 22.4 14.7 7.1 25.6 14.7Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s 15.0 * 45 18.0 15.0 45.0 18.0Max Q Clear Time (g_c+I1), s 4.0 14.4 3.3 2.9 13.0 9.9Green Ext Time (p_c), s 0.0 1.5 0.1 0.0 3.4 0.5 Intersection SummaryHCM 6th Ctrl Delay 14.2HCM 6th LOS B NotesUser approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-636
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 7: Monterey Ave & Dick Kelly Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement SBRLane ConfigurationsTraffic Volume (veh/h) 22Future Volume (veh/h) 22Initial Q (Qb), veh 0Ped-Bike Adj(A_pbT) 0.99Parking Bus, Adj 1.00Work Zone On ApproachAdj Sat Flow, veh/h/ln 1870Adj Flow Rate, veh/h 22Peak Hour Factor 0.96Percent Heavy Veh, % 2Cap, veh/h 26Arrive On Green 0.34Sat Flow, veh/h 78Grp Volume(v), veh/h 525Grp Sat Flow(s),veh/h/ln 1856Q Serve(g_s), s 12.4Cycle Q Clear(g_c), s 12.4Prop In Lane 0.04Lane Grp Cap(c), veh/h 626V/C Ratio(X) 0.84Avail Cap(c_a), veh/h 1759HCM Platoon Ratio 1.00Upstream Filter(I)1.00Uniform Delay (d), s/veh 14.5Incr Delay (d2), s/veh 1.2Initial Q Delay(d3),s/veh 0.0%ile BackOfQ(50%),veh/ln 3.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 15.7LnGrp LOS BApproach Vol, veh/hApproach Delay, s/vehApproach LOS Timer - Assigned Phs
8-637
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 8: Monterey Ave & Gerald Ford Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 176 339 135 115 295 128 138 1255 80 77 902 134Future Volume (veh/h) 176 339 135 115 295 128 138 1255 80 77 902 134Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 183 353 23 120 307 21 144 1307 80 80 940 0Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222222222Cap, veh/h 241 542 239 175 474 209 200 2758 169 134 2765Arrive On Green 0.07 0.15 0.15 0.05 0.13 0.13 0.06 0.56 0.56 0.04 0.54 0.00Sat Flow, veh/h 3456 3554 1569 3456 3554 1567 3456 4918 301 3456 5106 1585Grp Volume(v), veh/h 183 353 23 120 307 21 144 905 482 80 940 0Grp Sat Flow(s),veh/h/ln 1728 1777 1569 1728 1777 1567 1728 1702 1815 1728 1702 1585Q Serve(g_s), s 6.2 11.2 1.5 4.1 9.8 1.4 4.9 19.1 19.1 2.7 12.4 0.0Cycle Q Clear(g_c), s 6.2 11.2 1.5 4.1 9.8 1.4 4.9 19.1 19.1 2.7 12.4 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00Lane Grp Cap(c), veh/h 241 542 239 175 474 209 200 1909 1018 134 2765V/C Ratio(X) 0.76 0.65 0.10 0.69 0.65 0.10 0.72 0.47 0.47 0.60 0.34Avail Cap(c_a), veh/h 403 927 409 374 897 396 346 1909 1018 346 2765HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.78 0.78 0.78 0.59 0.59 0.00Uniform Delay (d), s/veh 54.8 47.9 43.7 56.0 49.3 45.7 55.6 15.8 15.8 56.8 15.5 0.0Incr Delay (d2), s/veh 1.9 1.3 0.2 1.8 1.5 0.2 1.4 0.7 1.2 0.9 0.2 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.7 4.9 0.6 1.8 4.3 0.5 2.1 6.7 7.3 1.2 4.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 56.7 49.2 43.9 57.8 50.8 45.9 57.0 16.4 17.0 57.7 15.7 0.0LnGrp LOS E D D E D D EBBEBApproach Vol, veh/h 559 448 1531 1020 AApproach Delay, s/veh 51.4 52.5 20.4 18.9Approach LOS D D C B Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 11.9 72.0 13.4 22.7 9.7 74.3 11.1 25.0Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s 12.0 40.0 14.0 30.3 12.0 40.0 13.0 31.3Max Q Clear Time (g_c+I1), s 6.9 14.4 8.2 11.8 4.7 21.1 6.1 13.2Green Ext Time (p_c), s 0.1 7.3 0.1 1.6 0.0 9.5 0.1 1.9 Intersection SummaryHCM 6th Ctrl Delay 28.9HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-638
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 9: Monterey Ave & Frank Sinatra Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 154 502 93 132 269 85 102 1307 112 91 1081 58Future Volume (veh/h) 154 502 93 132 269 85 102 1307 112 91 1081 58Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 167 546 21 143 292 92 111 1421 115 99 1175 33Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92Percent Heavy Veh, %222222222222Cap, veh/h 222 665 294 197 639 283 164 2607 211 150 2746 850Arrive On Green 0.06 0.19 0.19 0.06 0.18 0.18 0.05 0.54 0.54 0.04 0.54 0.54Sat Flow, veh/h 3456 3554 1572 3456 3554 1572 3456 4814 390 3456 5106 1581Grp Volume(v), veh/h 167 546 21 143 292 92 111 1005 531 99 1175 33Grp Sat Flow(s),veh/h/ln 1728 1777 1572 1728 1777 1572 1728 1702 1799 1728 1702 1581Q Serve(g_s), s 5.7 17.7 1.3 4.9 8.8 6.1 3.8 23.0 23.0 3.4 16.6 1.2Cycle Q Clear(g_c), s 5.7 17.7 1.3 4.9 8.8 6.1 3.8 23.0 23.0 3.4 16.6 1.2Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00Lane Grp Cap(c), veh/h 222 665 294 197 639 283 164 1844 974 150 2746 850V/C Ratio(X) 0.75 0.82 0.07 0.72 0.46 0.33 0.68 0.55 0.55 0.66 0.43 0.04Avail Cap(c_a), veh/h 317 859 380 317 888 393 317 1844 974 317 2746 850HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 0.81 0.81 0.81 0.93 0.93 0.93Uniform Delay (d), s/veh 55.2 46.9 40.2 55.6 44.0 42.9 56.3 17.9 17.9 56.5 16.7 13.1Incr Delay (d2), s/veh 3.1 3.9 0.0 1.9 0.2 0.2 1.5 0.9 1.8 1.7 0.5 0.1Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 2.5 7.9 0.5 2.1 3.8 2.3 1.6 8.3 9.0 1.5 5.9 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.3 50.8 40.2 57.5 44.2 43.1 57.8 18.8 19.7 58.2 17.1 13.2LnGrp LOS E D D E D D EBBEBBApproach Vol, veh/h 734 527 1647 1307Approach Delay, s/veh 52.2 47.6 21.7 20.1Approach LOS DDCC Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 9.7 71.0 11.7 27.6 9.2 71.5 10.9 28.4Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s 11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0Max Q Clear Time (g_c+I1), s 5.8 18.6 7.7 10.8 5.4 25.0 6.9 19.7Green Ext Time (p_c), s 0.0 5.2 0.0 1.1 0.0 6.3 0.0 1.5 Intersection SummaryHCM 6th Ctrl Delay 29.8HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-639
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 10: Monterey Ave & Country Club Dr Opening Year (2023) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 201 694 305 184 294 184 135 1131 146 253 977 107Future Volume (veh/h) 201 694 305 184 294 184 135 1131 146 253 977 107Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 205 708 0 188 300 0 138 1154 62 258 997 62Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, %222222222222Cap, veh/h 260 867 244 843 200 2307 714 312 2474 766Arrive On Green 0.08 0.17 0.00 0.07 0.17 0.00 0.06 0.45 0.45 0.09 0.48 0.48Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1580 3456 5106 1580Grp Volume(v), veh/h 205 708 0 188 300 0 138 1154 62 258 997 62Grp Sat Flow(s),veh/h/ln 1728 1702 1585 1728 1702 1585 1728 1702 1580 1728 1702 1580Q Serve(g_s), s 7.0 16.0 0.0 6.4 6.3 0.0 4.7 19.2 2.7 8.8 15.0 2.5Cycle Q Clear(g_c), s 7.0 16.0 0.0 6.4 6.3 0.0 4.7 19.2 2.7 8.8 15.0 2.5Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 260 867 244 843 200 2307 714 312 2474 766V/C Ratio(X)0.79 0.82 0.77 0.36 0.69 0.50 0.09 0.83 0.40 0.08Avail Cap(c_a), veh/h 346 1332 432 1459 432 2307 714 374 2474 766HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.89 0.89 0.89Uniform Delay (d), s/veh 54.5 48.0 0.0 54.8 44.4 0.0 55.5 23.3 18.8 53.6 19.8 16.6Incr Delay (d2), s/veh 6.1 1.3 0.0 2.0 0.1 0.0 1.6 0.8 0.2 9.3 0.4 0.2Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 3.2 6.7 0.0 2.8 2.6 0.0 2.0 7.3 1.0 4.1 5.5 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 60.6 49.3 0.0 56.8 44.5 0.0 57.1 24.1 19.0 62.9 20.3 16.8LnGrp LOS E D E D E C B E C BApproach Vol, veh/h 913 A 488 A 1354 1317Approach Delay, s/veh 51.8 49.2 27.2 28.5Approach LOS DDCC Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 16.8 61.6 14.5 27.1 12.9 65.5 15.0 26.5Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s 13.0 34.6 15.0 31.3 15.0 32.6 12.0 34.3Max Q Clear Time (g_c+I1), s 10.8 21.2 8.4 18.0 6.7 17.0 9.0 8.3Green Ext Time (p_c), s 0.0 2.3 0.1 1.4 0.0 2.0 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 35.8HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-640
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 1: Varner Rd & Monterey Ave Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 126 379 907 322 168 218 153 70 177 560 12Future Volume (veh/h) 13 126 379 907 322 168 218 153 70 177 560 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 14 133 58 955 339 125 229 161 0 186 589 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 61 312 132 1015 898 325 468 1080 213 992Arrive On Green 0.03 0.08 0.08 0.29 0.35 0.35 0.14 0.30 0.00 0.12 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2552 924 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 14 133 58 955 234 230 229 161 0 186 589 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1699 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 0.9 4.1 4.2 32.4 11.8 12.2 7.4 4.0 0.0 12.3 17.2 0.0Cycle Q Clear(g_c), s 0.9 4.1 4.2 32.4 11.8 12.2 7.4 4.0 0.0 12.3 17.2 0.0Prop In Lane 1.00 1.00 1.00 0.54 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 61 312 132 1015 625 598 468 1080 213 992V/C Ratio(X)0.23 0.43 0.44 0.94 0.37 0.38 0.49 0.15 0.87 0.59Avail Cap(c_a), veh/h 168 349 148 1181 625 598 468 1080 341 992HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.4 52.3 52.3 41.4 29.0 29.1 48.0 30.4 0.0 51.9 37.4 0.0Incr Delay (d2), s/veh 0.7 0.9 2.3 12.5 0.1 0.2 0.6 0.3 0.0 8.2 2.6 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.9 1.7 14.6 4.8 4.7 3.1 1.7 0.0 5.8 7.5 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.1 53.2 54.6 53.8 29.2 29.3 48.6 30.7 0.0 60.1 40.0 0.0LnGrp LOS E DDDCCDC EDApproach Vol, veh/h 205 1419 390 A 775 AApproach Delay, s/veh 53.9 45.8 41.2 44.8Approach LOS DDDD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 19.8 42.7 41.7 15.8 22.5 40.0 8.8 48.7Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 23.0 22.0 41.0 * 11 11.5 * 34 * 11 40.9Max Q Clear Time (g_c+I1), s 14.3 6.0 34.4 6.2 9.4 19.2 2.9 14.2Green Ext Time (p_c), s 0.1 0.6 0.9 0.3 0.1 3.0 0.0 1.4 Intersection SummaryHCM 6th Ctrl Delay 45.5HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-641
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 2: Monterey Ave & I-10 EB Ramps Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 12 1013 00007364851981532 0Future Volume (veh/h) 55 12 1013 00007364851981532 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 43 0 1043 0 775 188 208 1613 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 718 0 1279 0 1872 581 325 1777 0Arrive On Green 0.40 0.00 0.40 0.00 0.12 0.12 0.09 0.50 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 43 0 1043 0 775 188 208 1613 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.8 0.0 35.1 0.0 16.9 13.0 7.0 49.9 0.0Cycle Q Clear(g_c), s 1.8 0.0 35.1 0.0 16.9 13.0 7.0 49.9 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 718 0 1279 0 1872 581 325 1777 0V/C Ratio(X) 0.06 0.00 0.82 0.00 0.41 0.32 0.64 0.91 0.00Avail Cap(c_a), veh/h 718 0 1279 0 1872 581 325 1777 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.86 0.86 1.00 1.00 0.00Uniform Delay (d), s/veh21.9 0.0 31.8 0.0 40.8 39.1 52.4 27.5 0.0Incr Delay (d2), s/veh 0.2 0.0 5.8 0.0 0.6 1.3 9.3 8.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.8 0.0 14.2 0.0 7.7 5.5 3.3 21.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 22.0 0.0 37.7 0.0 41.4 40.4 61.7 35.8 0.0LnGrp LOS C A D A D D E D AApproach Vol, veh/h 1086 963 1821Approach Delay, s/veh 37.0 41.2 38.7Approach LOS D D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s16.0 49.8 54.2 65.8Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 11 44.0 48.4 60.0Max Q Clear Time (g_c+I1), s9.0 18.9 37.1 51.9Green Ext Time (p_c), s 0.1 5.5 4.7 5.8 Intersection SummaryHCM 6th Ctrl Delay 38.9HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-642
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 3: Key Largo Ave & Dinah Shore Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 870 77 115 596 82 220Future Volume (veh/h) 10 870 77 115 596 82 220Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 916 68 121 627 86 44Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222Cap, veh/h 1557 115 177 1181 184 163Arrive On Green 0.32 0.32 0.10 0.23 0.10 0.10Sat Flow, veh/h 5016 359 1781 5274 1781 1585Grp Volume(v), veh/h 642 342 121 627 86 44Grp Sat Flow(s),veh/h/ln 1702 1802 1781 1702 1781 1585Q Serve(g_s), s 5.5 5.5 2.3 3.7 1.6 0.9Cycle Q Clear(g_c), s 5.5 5.5 2.3 3.7 1.6 0.9Prop In Lane 0.20 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1093 579 177 1181 184 163V/C Ratio(X) 0.59 0.59 0.68 0.53 0.47 0.27Avail Cap(c_a), veh/h 2409 1275 360 3908 1389 1236HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 9.8 9.8 15.1 11.7 14.6 14.3Incr Delay (d2), s/veh 0.2 0.4 1.7 0.1 0.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.0 1.1 0.7 0.8 0.6 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 10.0 10.2 16.8 11.8 15.3 14.7LnGrp LOS BBBBBBApproach Vol, veh/h 984 748 130Approach Delay, s/veh 10.1 12.6 15.1Approach LOS B B B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 8.4 17.6 8.6 14.5Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 7.0 24.5 27.0 26.5Max Q Clear Time (g_c+I1), s 4.3 7.5 3.6 5.7Green Ext Time (p_c), s 0.0 3.3 0.2 2.3 Intersection SummaryHCM 6th Ctrl Delay 11.5HCM 6th LOS B NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-643
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 4: Monterey Ave & Dinah Shore Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 440 346 230 88 296 366 149 652 93 371 1634 423Future Volume (veh/h) 440 346 230 88 296 366 149 652 93 371 1634 423Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 463 364 49 93 312 0 157 686 85 391 1720 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 515 713 315 116 415 229 1947 239 452 2488Arrive On Green 0.15 0.20 0.20 0.07 0.12 0.00 0.07 0.42 0.42 0.04 0.16 0.00Sat Flow, veh/h 3456 3554 1573 1781 3554 1585 3456 4605 565 3456 5106 1585Grp Volume(v), veh/h 463 364 49 93 312 0 157 505 266 391 1720 0Grp Sat Flow(s),veh/h/ln1728 1777 1573 1781 1777 1585 1728 1702 1766 1728 1702 1585Q Serve(g_s), s 15.8 10.9 3.1 6.2 10.2 0.0 5.3 12.1 12.3 13.5 38.2 0.0Cycle Q Clear(g_c), s 15.8 10.9 3.1 6.2 10.2 0.0 5.3 12.1 12.3 13.5 38.2 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.32 1.00 1.00Lane Grp Cap(c), veh/h 515 713 315 116 415 229 1439 747 452 2488V/C Ratio(X) 0.90 0.51 0.16 0.80 0.75 0.69 0.35 0.36 0.87 0.69Avail Cap(c_a), veh/h 547 957 423 119 631 374 1439 747 691 2488HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.79 0.79 0.79 1.00 1.00 0.00 1.00 1.00 1.00 0.33 0.33 0.00Uniform Delay (d), s/veh50.2 42.7 39.6 55.3 51.3 0.0 54.8 23.5 23.5 56.4 41.8 0.0Incr Delay (d2), s/veh 13.7 0.2 0.1 28.6 1.0 0.0 1.4 0.7 1.3 1.7 0.5 0.0Initial 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/ln7.6 4.7 1.2 3.6 4.5 0.0 2.3 4.7 5.1 6.3 17.4 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 63.9 42.9 39.7 83.9 52.4 0.0 56.2 24.1 24.8 58.0 42.4 0.0LnGrp LOS E D D F D E C C E DApproach Vol, veh/h 876 405 A 928 2111 AApproach Delay, s/veh 53.8 59.6 29.8 45.3Approach LOS D E C D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s12.8 29.8 13.0 64.5 22.9 19.7 20.7 56.7Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s8.2 12.9 7.3 40.2 17.8 12.2 15.5 14.3Green Ext Time (p_c), s 0.0 0.7 0.0 2.3 0.1 0.5 0.2 1.4 Intersection SummaryHCM 6th Ctrl Delay 45.0HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-644
HCM 6th TWSC Rancho Monterey Traffic Study Future Year No Project 6: Proposed Project Access Driveway & Monterey Ave Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 0.5
Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 16 834 81 64 1431Future Vol, veh/h 0 16 834 81 64 1431Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 - - 185 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 17 878 85 67 1506 Major/Minor Minor1 Major1 Major2Conflicting Flow All - 482 0 0 963 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 - - 5.34 -Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 - - 3.12 -Pot Cap-1 Maneuver 0 454 - - 408 - Stage 1 0 ----- Stage 2 0 -----Platoon blocked, %- --Mov Cap-1 Maneuver - 454 - - 408 -Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SBHCM Control Delay, s 13.2 0 0.7HCM LOS B Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h)- - 454 408 -HCM Lane V/C Ratio - - 0.037 0.165 -HCM Control Delay (s) - - 13.2 15.6 -HCM Lane LOS - - B C -HCM 95th %tile Q(veh) - - 0.1 0.6 - 8-645
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 7: Monterey Ave & Dick Kelly Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 163 70 0 41 10 47 874 49 36 1390Future Volume (veh/h) 0 0 163 70 0 41 10 47 874 49 36 1390Initial Q (Qb), veh 000000 00000Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 0 0 29 74 0 7 49 920 32 38 1463Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222 22222Cap, veh/h 156 0 157 270 0 157 108 2573 795 89 1682Arrive On Green 0.00 0.00 0.10 0.10 0.00 0.10 0.06 0.50 0.50 0.05 0.46Sat Flow, veh/h 1409 0 1563 1363 0 1563 1781 5106 1577 1781 3632Grp Volume(v), veh/h 0 0 29 74 0 7 49 920 32 38 716Grp Sat Flow(s),veh/h/ln 1409 0 1563 1363 0 1563 1781 1702 1577 1781 1777Q Serve(g_s), s 0.0 0.0 0.8 2.4 0.0 0.2 1.2 5.0 0.5 1.0 16.7Cycle Q Clear(g_c), s 0.0 0.0 0.8 3.2 0.0 0.2 1.2 5.0 0.5 1.0 16.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 156 0 157 270 0 157 108 2573 795 89 823V/C Ratio(X)0.00 0.00 0.18 0.27 0.00 0.04 0.45 0.36 0.04 0.43 0.87Avail Cap(c_a), veh/h 1211 0 1327 1291 0 1327 658 6211 1918 348 1852HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 0.0 0.0 19.0 20.4 0.0 18.7 20.9 6.9 5.8 21.2 11.1Incr Delay (d2), s/veh 0.0 0.0 0.6 0.5 0.0 0.1 2.9 0.0 0.0 1.2 1.1Initial 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%ile BackOfQ(50%),veh/ln 0.0 0.0 0.3 0.7 0.0 0.1 0.5 0.9 0.1 0.3 3.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 19.5 21.0 0.0 18.8 23.8 6.9 5.8 22.4 12.3LnGrp LOS A A B C A B C A A C BApproach Vol, veh/h 29 81 1001 1506Approach Delay, s/veh 19.5 20.8 7.7 12.5Approach LOS B C A B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.2 27.7 9.1 7.3 29.6 9.1Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s 17.0 * 48 39.1 9.0 56.0 39.1Max Q Clear Time (g_c+I1), s 3.2 18.7 2.8 3.0 7.0 5.2Green Ext Time (p_c), s 0.1 2.5 0.1 0.0 1.9 0.2 Intersection SummaryHCM 6th Ctrl Delay 11.0HCM 6th LOS B NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-646
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 7: Monterey Ave & Dick Kelly Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement SBRLane ConfigurationsTraffic Volume (veh/h) 5Future Volume (veh/h) 5Initial Q (Qb), veh 0Ped-Bike Adj(A_pbT) 0.99Parking Bus, Adj 1.00Work Zone On ApproachAdj Sat Flow, veh/h/ln 1870Adj Flow Rate, veh/h 5Peak Hour Factor 0.95Percent Heavy Veh, % 2Cap, veh/h 6Arrive On Green 0.46Sat Flow, veh/h 12Grp Volume(v), veh/h 752Grp Sat Flow(s),veh/h/ln 1868Q Serve(g_s), s 16.7Cycle Q Clear(g_c), s 16.7Prop In Lane 0.01Lane Grp Cap(c), veh/h 865V/C Ratio(X) 0.87Avail Cap(c_a), veh/h 1948HCM Platoon Ratio 1.00Upstream Filter(I)1.00Uniform Delay (d), s/veh 11.1Incr Delay (d2), s/veh 1.1Initial Q Delay(d3),s/veh 0.0%ile BackOfQ(50%),veh/ln 3.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 12.2LnGrp LOS BApproach Vol, veh/hApproach Delay, s/vehApproach LOS Timer - Assigned Phs
8-647
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 8: Monterey Ave & Gerald Ford Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 183 421 202 180 726 141 192 662 49 58 1187 203Future Volume (veh/h) 183 421 202 180 726 141 192 662 49 58 1187 203Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 193 443 115 189 764 39 202 697 46 61 1249 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 249 869 385 246 866 384 257 2205 145 125 2106Arrive On Green 0.07 0.24 0.24 0.07 0.24 0.24 0.07 0.45 0.45 0.04 0.41 0.00Sat Flow, veh/h 3456 3554 1575 3456 3554 1575 3456 4894 321 3456 5106 1585Grp Volume(v), veh/h 193 443 115 189 764 39 202 484 259 61 1249 0Grp Sat Flow(s),veh/h/ln1728 1777 1575 1728 1777 1575 1728 1702 1811 1728 1702 1585Q Serve(g_s), s 6.6 12.9 7.1 6.4 24.9 2.3 6.9 10.9 11.0 2.1 22.8 0.0Cycle Q Clear(g_c), s 6.6 12.9 7.1 6.4 24.9 2.3 6.9 10.9 11.0 2.1 22.8 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00Lane Grp Cap(c), veh/h 249 869 385 246 866 384 257 1534 816 125 2106V/C Ratio(X) 0.77 0.51 0.30 0.77 0.88 0.10 0.79 0.32 0.32 0.49 0.59Avail Cap(c_a), veh/h 317 927 411 346 957 424 288 1534 816 173 2106HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.95 0.95 0.95 0.61 0.61 0.00Uniform Delay (d), s/veh54.7 39.1 36.9 54.8 43.7 35.2 54.6 21.1 21.1 56.7 27.4 0.0Incr Delay (d2), s/veh 6.6 0.5 0.4 3.9 9.1 0.1 10.0 0.5 1.0 0.7 0.8 0.0Initial 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/ln3.0 5.5 2.7 2.8 11.5 0.9 3.2 4.1 4.6 0.9 8.7 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 61.3 39.6 37.4 58.7 52.9 35.3 64.6 21.6 22.1 57.4 28.2 0.0LnGrp LOS E D D E D D E C C E CApproach Vol, veh/h 751 992 945 1310 AApproach Delay, s/veh 44.8 53.3 30.9 29.5Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s13.9 56.5 13.6 35.9 9.3 61.1 13.5 36.0Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s10.0 43.0 11.0 32.3 6.0 47.0 12.0 31.3Max Q Clear Time (g_c+I1), s8.9 24.8 8.6 26.9 4.1 13.0 8.4 14.9Green Ext Time (p_c), s 0.0 8.7 0.1 2.2 0.0 5.5 0.1 2.6 Intersection SummaryHCM 6th Ctrl Delay 38.6HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-648
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 9: Monterey Ave & Frank Sinatra Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 37 296 223 271 730 84 89 786 81 63 1475 72Future Volume (veh/h) 37 296 223 271 730 84 89 786 81 63 1475 72Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 39 312 121 285 768 88 94 827 77 66 1553 37Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 105 660 292 339 900 399 144 2417 224 128 2573 796Arrive On Green 0.03 0.19 0.19 0.10 0.25 0.25 0.04 0.51 0.51 0.04 0.50 0.50Sat Flow, veh/h 3456 3554 1572 3456 3554 1576 3456 4753 441 3456 5106 1580Grp Volume(v), veh/h 39 312 121 285 768 88 94 591 313 66 1553 37Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1576 1728 1702 1790 1728 1702 1580Q Serve(g_s), s 1.3 9.4 8.1 9.7 24.7 5.3 3.2 12.4 12.5 2.2 26.0 1.4Cycle Q Clear(g_c), s 1.3 9.4 8.1 9.7 24.7 5.3 3.2 12.4 12.5 2.2 26.0 1.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 1.00Lane Grp Cap(c), veh/h 105 660 292 339 900 399 144 1731 910 128 2573 796V/C Ratio(X) 0.37 0.47 0.41 0.84 0.85 0.22 0.65 0.34 0.34 0.52 0.60 0.05Avail Cap(c_a), veh/h 144 1036 459 374 1303 578 144 1731 910 144 2573 796HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.75 0.75 0.75Uniform Delay (d), s/veh57.1 43.6 43.1 53.2 42.7 35.4 56.7 17.5 17.6 56.7 21.2 15.1Incr Delay (d2), s/veh 0.8 0.2 0.3 13.3 2.7 0.1 7.7 0.5 1.0 0.9 0.8 0.1Initial 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/ln0.6 4.0 3.1 4.7 10.6 2.0 1.5 4.5 4.9 1.0 9.5 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.9 43.8 43.5 66.5 45.4 35.5 64.3 18.0 18.5 57.6 22.0 15.2LnGrp LOS E D D E D D EBBECBApproach Vol, veh/h 472 1141 998 1656Approach Delay, s/veh 44.9 49.9 22.6 23.3Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s9.0 67.0 7.6 36.4 8.4 67.5 15.8 28.3Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s5.0 46.5 5.0 * 44 5.0 46.5 13.0 35.0Max Q Clear Time (g_c+I1), s5.2 28.0 3.3 26.7 4.2 14.5 11.7 11.4Green Ext Time (p_c), s 0.0 6.6 0.0 2.8 0.0 3.3 0.0 1.3 Intersection SummaryHCM 6th Ctrl Delay 32.6HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-649
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 10: Monterey Ave & Country Club Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 85 318 119 215 927 176 267 611 78 294 1292 214Future Volume (veh/h) 85 318 119 215 927 176 267 611 78 294 1292 214Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 89 335 0 226 976 0 281 643 31 309 1360 99Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 191 996 281 1128 336 2074 642 346 2089 646Arrive On Green 0.06 0.20 0.00 0.08 0.22 0.00 0.10 0.41 0.41 0.10 0.41 0.41Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1579 3456 5106 1579Grp Volume(v), veh/h 89 335 0 226 976 0 281 643 31 309 1360 99Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1579 1728 1702 1579Q Serve(g_s), s 3.0 6.8 0.0 7.7 22.1 0.0 9.6 10.3 1.4 10.6 25.7 4.7Cycle Q Clear(g_c), s 3.0 6.8 0.0 7.7 22.1 0.0 9.6 10.3 1.4 10.6 25.7 4.7Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 191 996 281 1128 336 2074 642 346 2089 646V/C Ratio(X) 0.47 0.34 0.81 0.87 0.84 0.31 0.05 0.89 0.65 0.15Avail Cap(c_a), veh/h 259 1332 346 1459 432 2074 642 346 2089 646HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.72 0.72 0.72Uniform Delay (d), s/veh55.0 41.6 0.0 54.2 45.0 0.0 53.2 24.2 21.6 53.4 28.6 22.4Incr Delay (d2), s/veh 0.7 0.1 0.0 8.7 3.8 0.0 8.8 0.4 0.1 18.4 1.1 0.4Initial 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/ln1.3 2.8 0.0 3.6 9.3 0.0 4.4 3.9 0.5 5.3 9.9 1.7Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.6 41.7 0.0 62.9 48.8 0.0 62.0 24.6 21.7 71.8 29.7 22.7LnGrp LOS E D E D E C C E C CApproach Vol, veh/h 424 A 1202 A 955 1768Approach Delay, s/veh 44.6 51.5 35.5 36.7Approach LOS DDDD Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s18.0 56.2 15.7 30.1 17.7 56.5 12.6 33.2Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s12.0 38.6 12.0 31.3 15.0 35.6 9.0 34.3Max Q Clear Time (g_c+I1), s12.6 12.3 9.7 8.8 11.6 27.7 5.0 24.1Green Ext Time (p_c), s 0.0 1.3 0.0 0.7 0.1 2.3 0.0 1.8 Intersection SummaryHCM 6th Ctrl Delay 41.3HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-650
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 1: Varner Rd & Monterey Ave Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 110 229 586 237 222 408 487 137 67 393 8Future Volume (veh/h) 23 110 229 586 237 222 408 487 137 67 393 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 116 23 617 249 88 429 513 0 71 414 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 90 312 132 675 614 211 814 1561 148 986Arrive On Green 0.05 0.08 0.08 0.20 0.24 0.24 0.24 0.44 0.00 0.08 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2589 891 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 24 116 23 617 169 168 429 513 0 71 414 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1703 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.6 3.5 1.6 21.0 9.6 10.0 13.0 11.4 0.0 4.6 11.4 0.0Cycle Q Clear(g_c), s 1.6 3.5 1.6 21.0 9.6 10.0 13.0 11.4 0.0 4.6 11.4 0.0Prop In Lane 1.00 1.00 1.00 0.52 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 90 312 132 675 422 404 814 1561 148 986V/C Ratio(X)0.27 0.37 0.17 0.91 0.40 0.42 0.53 0.33 0.48 0.42Avail Cap(c_a), veh/h 163 533 226 803 503 483 814 1561 163 986HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 54.8 52.0 51.2 47.3 38.6 38.7 40.0 22.1 0.0 52.5 35.5 0.0Incr Delay (d2), s/veh 0.6 0.7 0.6 12.4 0.6 0.7 0.5 0.6 0.0 0.9 1.3 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.6 0.6 9.7 4.1 4.1 5.3 4.5 0.0 2.0 4.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.4 52.8 51.8 59.7 39.2 39.4 40.5 22.6 0.0 53.4 36.8 0.0LnGrp LOS E D D E DDDC DDApproach Vol, veh/h 163 954 942 A 485 AApproach Delay, s/veh 53.0 52.5 30.8 39.2Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 15.4 58.9 29.9 15.8 34.5 39.8 10.8 35.0Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 11.0 41.2 27.9 * 17 18.9 * 33 * 11 34.0Max Q Clear Time (g_c+I1), s 6.6 13.4 23.0 5.5 15.0 13.4 3.6 12.0Green Ext Time (p_c), s 0.0 3.0 0.4 0.4 0.5 2.2 0.0 1.6 Intersection SummaryHCM 6th Ctrl Delay 41.9HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.User approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-651
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 1: Varner Rd & Monterey Ave Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-652
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 2: Monterey Ave & I-10 EB Ramps Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 2 769 00001760 822 173 988 0Future Volume (veh/h) 45 2 769 00001760 822 173 988 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 31 0 734 0 1814 434 178 1019 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 468 0 834 0 2724 846 234 2276 0Arrive On Green 0.26 0.00 0.26 0.00 0.71 0.71 0.07 0.64 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 31 0 734 0 1814 434 178 1019 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.6 0.0 26.6 0.0 23.5 15.0 6.1 17.4 0.0Cycle Q Clear(g_c), s 1.6 0.0 26.6 0.0 23.5 15.0 6.1 17.4 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 468 0 834 0 2724 846 234 2276 0V/C Ratio(X) 0.07 0.00 0.88 0.00 0.67 0.51 0.76 0.45 0.00Avail Cap(c_a), veh/h 567 0 1009 0 2724 846 274 2276 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.50 0.50 1.00 1.00 0.00Uniform Delay (d), s/veh33.2 0.0 42.4 0.0 11.5 10.3 55.0 10.9 0.0Incr Delay (d2), s/veh 0.1 0.0 8.2 0.0 0.7 1.1 10.1 0.6 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.7 0.0 11.3 0.0 5.8 4.1 2.9 6.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 33.2 0.0 50.6 0.0 12.2 11.4 65.1 11.5 0.0LnGrp LOS C A D ABBEBAApproach Vol, veh/h 765 2248 1197Approach Delay, s/veh 49.9 12.1 19.5Approach LOS D B B Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s12.8 69.8 37.4 82.6Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 9.5 56.0 38.2 70.2Max Q Clear Time (g_c+I1), s8.1 25.5 28.6 19.4Green Ext Time (p_c), s 0.1 18.1 2.9 7.9 Intersection SummaryHCM 6th Ctrl Delay 21.0HCM 6th LOS C NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-653
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 3: Key Largo Ave & Dinah Shore Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 955 132 133 935 49 171Future Volume (veh/h) 10 955 132 133 935 49 171Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 995 117 139 974 51 18Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222Cap, veh/h 1631 191 189 1651 124 111Arrive On Green 0.35 0.35 0.11 0.32 0.07 0.07Sat Flow, veh/h 4797 543 1781 5274 1781 1585Grp Volume(v), veh/h 731 381 139 974 51 18Grp Sat Flow(s),veh/h/ln 1702 1768 1781 1702 1781 1585Q Serve(g_s), s 6.2 6.2 2.6 5.6 1.0 0.4Cycle Q Clear(g_c), s 6.2 6.2 2.6 5.6 1.0 0.4Prop In Lane 0.31 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1199 623 189 1651 124 111V/C Ratio(X) 0.61 0.61 0.74 0.59 0.41 0.16Avail Cap(c_a), veh/h 2385 1239 357 3870 1376 1224HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 9.3 9.3 15.2 9.9 15.6 15.3Incr Delay (d2), s/veh 0.2 0.4 2.1 0.1 0.8 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 1.2 0.8 1.0 0.4 0.1Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 9.5 9.7 17.3 10.0 16.4 15.6LnGrp LOS AABBBBApproach Vol, veh/h 1112 1113 69Approach Delay, s/veh 9.6 10.9 16.2Approach LOS A B B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 8.7 18.8 7.4 17.8Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 7.0 24.5 27.0 26.5Max Q Clear Time (g_c+I1), s 4.6 8.2 3.0 7.6Green Ext Time (p_c), s 0.0 3.8 0.1 3.7 Intersection SummaryHCM 6th Ctrl Delay 10.4HCM 6th LOS B NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-654
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 4: Monterey Ave & Dinah Shore Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 768 388 311 111 388 597 377 1396 76 315 1036 415Future Volume (veh/h) 768 388 311 111 388 597 377 1396 76 315 1036 415Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 784 396 91 113 396 0 385 1424 74 321 1057 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 834 1006 446 138 423 441 1732 90 381 1691Arrive On Green 0.24 0.28 0.28 0.08 0.12 0.00 0.13 0.35 0.35 0.04 0.11 0.00Sat Flow, veh/h 3456 3554 1577 1781 3554 1585 3456 4968 258 3456 5106 1585Grp Volume(v), veh/h 784 396 91 113 396 0 385 976 522 321 1057 0Grp Sat Flow(s),veh/h/ln1728 1777 1577 1781 1777 1585 1728 1702 1823 1728 1702 1585Q Serve(g_s), s 26.7 10.8 5.3 7.5 13.3 0.0 13.1 31.4 31.4 11.1 23.7 0.0Cycle Q Clear(g_c), s 26.7 10.8 5.3 7.5 13.3 0.0 13.1 31.4 31.4 11.1 23.7 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 1.00Lane Grp Cap(c), veh/h 834 1006 446 138 423 441 1186 635 381 1691V/C Ratio(X) 0.94 0.39 0.20 0.82 0.94 0.87 0.82 0.82 0.84 0.63Avail Cap(c_a), veh/h 893 1045 464 148 423 662 1186 635 605 1691HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 0.00 1.00 1.00 1.00 0.81 0.81 0.00Uniform Delay (d), s/veh44.7 34.7 32.7 54.5 52.4 0.0 51.4 35.7 35.7 56.8 46.3 0.0Incr Delay (d2), s/veh 13.5 0.1 0.1 25.4 27.7 0.0 5.9 6.5 11.5 2.7 1.4 0.0Initial 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/ln12.5 4.5 1.9 4.3 7.4 0.0 5.8 13.3 15.1 5.1 11.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.2 34.8 32.8 80.0 80.1 0.0 57.3 42.2 47.2 59.5 47.7 0.0LnGrp LOS E C C E F E D D E DApproach Vol, veh/h 1271 509 A 1883 1378 AApproach Delay, s/veh 49.1 80.1 46.6 50.5Approach LOS D F D D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s14.3 39.7 20.3 45.7 33.9 20.0 18.2 47.8Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0Max Q Clear Time (g_c+I1), s9.5 12.8 15.1 25.7 28.7 15.3 13.1 33.4Green Ext Time (p_c), s 0.0 0.8 0.2 1.3 0.2 0.0 0.1 0.0 Intersection SummaryHCM 6th Ctrl Delay 51.7HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-655
HCM 6th TWSC Rancho Monterey Traffic Study Future Year No Project 6: Proposed Project Access Driveway & Monterey Ave Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 4.9
Movement WBL WBR NBT NBR SBL SBTLane ConfigurationsTraffic Vol, veh/h 0 166 1425 139 130 1131Future Vol, veh/h 0 166 1425 139 130 1131Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 - - 185 -Veh in Median Storage, # 0 - 0 - - 0Grade, % 0 - 0 - - 0Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 175 1500 146 137 1191 Major/Minor Minor1 Major1 Major2Conflicting Flow All - 823 0 0 1646 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 - - 5.34 -Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 - - 3.12 -Pot Cap-1 Maneuver 0 272 - - 189 - Stage 1 0 ----- Stage 2 0 -----Platoon blocked, %- --Mov Cap-1 Maneuver - 272 - - 189 -Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach WB NB SBHCM Control Delay, s 39.3 0 6.4HCM LOS E Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBTCapacity (veh/h)- - 272 189 -HCM Lane V/C Ratio - - 0.642 0.724 -HCM Control Delay (s) - - 39.3 62.3 -HCM Lane LOS - - E F -HCM 95th %tile Q(veh) - - 4 4.6 - 8-656
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 7: Monterey Ave & Dick Kelly Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBTLane ConfigurationsTraffic Volume (veh/h) 0 0 95 170 0 68 10 140 1496 114 42 1073Future Volume (veh/h) 0 0 95 170 0 68 10 140 1496 114 42 1073Initial Q (Qb), veh 000000 00000Ped-Bike Adj(A_pbT) 1.00 0.99 0.99 0.99 1.00 0.99 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 0 0 24 177 0 18 146 1558 64 44 1118Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222 22222Cap, veh/h 140 0 304 389 0 304 186 2263 699 97 1310Arrive On Green 0.00 0.00 0.19 0.19 0.00 0.19 0.10 0.44 0.44 0.05 0.37Sat Flow, veh/h 1395 0 1573 1377 0 1573 1781 5106 1576 1781 3582Grp Volume(v), veh/h 0 0 24 177 0 18 146 1558 64 44 554Grp Sat Flow(s),veh/h/ln 1395 0 1573 1377 0 1573 1781 1702 1576 1781 1777Q Serve(g_s), s 0.0 0.0 0.6 6.2 0.0 0.5 4.1 12.6 1.2 1.2 14.8Cycle Q Clear(g_c), s 0.0 0.0 0.6 6.9 0.0 0.5 4.1 12.6 1.2 1.2 14.8Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 140 0 304 389 0 304 186 2263 699 97 650V/C Ratio(X)0.00 0.00 0.08 0.46 0.00 0.06 0.78 0.69 0.09 0.45 0.85Avail Cap(c_a), veh/h 932 0 1196 1170 0 1196 589 5563 1717 312 1659HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 0.0 0.0 17.0 19.8 0.0 16.9 22.4 11.5 8.3 23.6 15.0Incr Delay (d2), s/veh 0.0 0.0 0.1 0.8 0.0 0.1 2.7 0.1 0.0 1.2 1.3Initial 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%ile BackOfQ(50%),veh/ln 0.0 0.0 0.2 1.7 0.0 0.2 1.5 3.0 0.3 0.5 4.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 0.0 0.0 17.1 20.6 0.0 17.0 25.2 11.6 8.3 24.8 16.3LnGrp LOS A A B C A B C B A C BApproach Vol, veh/h 24 195 1768 1179Approach Delay, s/veh 17.1 20.3 12.6 16.6Approach LOS B C B B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 11.8 25.2 14.4 7.8 29.2 14.4Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s 17.0 * 48 39.1 9.0 56.0 39.1Max Q Clear Time (g_c+I1), s 6.1 16.8 2.6 3.2 14.6 8.9Green Ext Time (p_c), s 0.0 1.7 0.1 0.0 3.8 0.6 Intersection SummaryHCM 6th Ctrl Delay 14.6HCM 6th LOS B NotesUser approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-657
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 7: Monterey Ave & Dick Kelly Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement SBRLane ConfigurationsTraffic Volume (veh/h) 16Future Volume (veh/h) 16Initial Q (Qb), veh 0Ped-Bike Adj(A_pbT) 0.99Parking Bus, Adj 1.00Work Zone On ApproachAdj Sat Flow, veh/h/ln 1870Adj Flow Rate, veh/h 17Peak Hour Factor 0.96Percent Heavy Veh, % 2Cap, veh/h 20Arrive On Green 0.37Sat Flow, veh/h 54Grp Volume(v), veh/h 581Grp Sat Flow(s),veh/h/ln 1860Q Serve(g_s), s 14.8Cycle Q Clear(g_c), s 14.8Prop In Lane 0.03Lane Grp Cap(c), veh/h 680V/C Ratio(X) 0.85Avail Cap(c_a), veh/h 1737HCM Platoon Ratio 1.00Upstream Filter(I)1.00Uniform Delay (d), s/veh 15.0Incr Delay (d2), s/veh 1.2Initial Q Delay(d3),s/veh 0.0%ile BackOfQ(50%),veh/ln 4.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 16.2LnGrp LOS BApproach Vol, veh/hApproach Delay, s/vehApproach LOS Timer - Assigned Phs
8-658
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 8: Monterey Ave & Gerald Ford Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 232 549 225 135 415 134 228 1259 120 95 913 202Future Volume (veh/h) 232 549 225 135 415 134 228 1259 120 95 913 202Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 242 572 51 141 432 28 238 1311 118 99 951 0Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222222222Cap, veh/h 300 719 318 197 613 271 294 2381 214 151 2340Arrive On Green 0.09 0.20 0.20 0.06 0.17 0.17 0.09 0.50 0.50 0.04 0.46 0.00Sat Flow, veh/h 3456 3554 1573 3456 3554 1571 3456 4767 429 3456 5106 1585Grp Volume(v), veh/h 242 572 51 141 432 28 238 936 493 99 951 0Grp Sat Flow(s),veh/h/ln1728 1777 1573 1728 1777 1571 1728 1702 1792 1728 1702 1585Q Serve(g_s), s 8.3 18.4 3.2 4.8 13.7 1.8 8.1 22.8 22.8 3.4 14.9 0.0Cycle Q Clear(g_c), s 8.3 18.4 3.2 4.8 13.7 1.8 8.1 22.8 22.8 3.4 14.9 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 1.00Lane Grp Cap(c), veh/h 300 719 318 197 613 271 294 1700 895 151 2340V/C Ratio(X) 0.81 0.80 0.16 0.71 0.70 0.10 0.81 0.55 0.55 0.66 0.41Avail Cap(c_a), veh/h 403 927 410 374 897 397 346 1700 895 346 2340HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.63 0.63 0.63 0.50 0.50 0.00Uniform Delay (d), s/veh53.8 45.5 39.5 55.6 46.8 41.8 53.9 20.7 20.7 56.5 21.6 0.0Incr Delay (d2), s/veh 6.2 3.8 0.2 1.8 1.5 0.2 6.5 0.8 1.5 0.9 0.3 0.0Initial 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/ln3.7 8.1 1.2 2.1 5.9 0.7 3.7 8.4 9.0 1.4 5.5 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 60.0 49.3 39.7 57.4 48.3 42.0 60.5 21.5 22.3 57.4 21.9 0.0LnGrp LOS E D D E D D E C C E CApproach Vol, veh/h 865 601 1667 1050 AApproach Delay, s/veh 51.7 50.1 27.3 25.3Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s15.2 62.0 15.4 27.4 10.2 66.9 11.9 31.0Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s12.0 40.0 14.0 30.3 12.0 40.0 13.0 31.3Max Q Clear Time (g_c+I1), s10.1 16.9 10.3 15.7 5.4 24.8 6.8 20.4Green Ext Time (p_c), s 0.1 7.2 0.2 2.1 0.1 8.6 0.1 2.7 Intersection SummaryHCM 6th Ctrl Delay 35.1HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-659
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 9: Monterey Ave & Frank Sinatra Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 150 672 133 172 389 71 162 1449 202 89 1216 56Future Volume (veh/h) 150 672 133 172 389 71 162 1449 202 89 1216 56Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 158 707 56 181 409 75 171 1525 200 94 1280 26Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 213 792 351 236 816 362 226 2266 297 144 2413 747Arrive On Green 0.06 0.22 0.22 0.07 0.23 0.23 0.07 0.50 0.50 0.04 0.47 0.47Sat Flow, veh/h 3456 3554 1574 3456 3554 1575 3456 4567 598 3456 5106 1580Grp Volume(v), veh/h 158 707 56 181 409 75 171 1136 589 94 1280 26Grp Sat Flow(s),veh/h/ln1728 1777 1574 1728 1777 1575 1728 1702 1761 1728 1702 1580Q Serve(g_s), s 5.4 23.2 3.4 6.2 12.0 4.6 5.8 30.3 30.4 3.2 21.2 1.1Cycle Q Clear(g_c), s 5.4 23.2 3.4 6.2 12.0 4.6 5.8 30.3 30.4 3.2 21.2 1.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.34 1.00 1.00Lane Grp Cap(c), veh/h 213 792 351 236 816 362 226 1689 874 144 2413 747V/C Ratio(X) 0.74 0.89 0.16 0.77 0.50 0.21 0.76 0.67 0.67 0.65 0.53 0.03Avail Cap(c_a), veh/h 317 859 380 317 888 394 317 1689 874 317 2413 747HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.70 0.70 0.70 0.89 0.89 0.89Uniform Delay (d), s/veh55.4 45.2 37.6 55.0 40.2 37.4 55.1 22.9 22.9 56.6 22.3 17.0Incr Delay (d2), s/veh 1.9 10.5 0.1 5.1 0.2 0.1 2.6 1.5 2.9 1.6 0.7 0.1Initial 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/ln2.3 10.9 1.3 2.8 5.1 1.7 2.5 11.2 12.0 1.4 7.9 0.4Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.3 55.7 37.6 60.0 40.4 37.5 57.7 24.4 25.8 58.3 23.0 17.0LnGrp LOS E E D E D D E C C E C BApproach Vol, veh/h 921 665 1896 1400Approach Delay, s/veh 54.9 45.4 27.8 25.3Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.9 63.2 11.4 33.6 9.0 66.1 12.2 32.7Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0Max Q Clear Time (g_c+I1), s7.8 23.2 7.4 14.0 5.2 32.4 8.2 25.2Green Ext Time (p_c), s 0.0 5.6 0.0 1.4 0.0 6.5 0.0 1.2 Intersection SummaryHCM 6th Ctrl Delay 34.6HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-660
HCM 6th Signalized Intersection SummaryRancho Monterey Traffic Study Future Year No Project 10: Monterey Ave & Country Club Dr Future Year (2040) - PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 217 794 305 184 314 255 135 1306 146 293 1115 115Future Volume (veh/h) 217 794 305 184 314 255 135 1306 146 293 1115 115Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 221 810 0 188 320 0 138 1333 58 299 1138 51Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 276 963 244 915 200 2152 666 352 2378 736Arrive On Green 0.08 0.19 0.00 0.07 0.18 0.00 0.06 0.42 0.42 0.10 0.47 0.47Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1579 3456 5106 1580Grp Volume(v), veh/h 221 810 0 188 320 0 138 1333 58 299 1138 51Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1579 1728 1702 1580Q Serve(g_s), s 7.5 18.4 0.0 6.4 6.6 0.0 4.7 24.5 2.6 10.2 18.4 2.1Cycle Q Clear(g_c), s 7.5 18.4 0.0 6.4 6.6 0.0 4.7 24.5 2.6 10.2 18.4 2.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 276 963 244 915 200 2152 666 352 2378 736V/C Ratio(X) 0.80 0.84 0.77 0.35 0.69 0.62 0.09 0.85 0.48 0.07Avail Cap(c_a), veh/h 346 1332 432 1459 432 2152 666 374 2378 736HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.81 0.81 0.81Uniform Delay (d), s/veh54.3 47.0 0.0 54.8 43.1 0.0 55.5 27.2 20.8 53.0 22.0 17.7Incr Delay (d2), s/veh 8.1 2.7 0.0 2.0 0.1 0.0 1.6 1.4 0.3 12.4 0.6 0.1Initial 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/ln3.5 7.7 0.0 2.8 2.7 0.0 2.0 9.5 1.0 4.8 6.9 0.8Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 62.4 49.6 0.0 56.8 43.2 0.0 57.1 28.5 21.1 65.4 22.6 17.9LnGrp LOS E D E D E C C E C BApproach Vol, veh/h 1031 A 508 A 1529 1488Approach Delay, s/veh 52.4 48.2 30.8 31.0Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s18.2 58.0 14.5 29.3 12.9 63.3 15.6 28.2Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s13.0 34.6 15.0 31.3 15.0 32.6 12.0 34.3Max Q Clear Time (g_c+I1), s12.2 26.5 8.4 20.4 6.7 20.4 9.5 8.6Green Ext Time (p_c), s 0.0 2.3 0.1 1.5 0.0 2.2 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 37.7HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-661
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 1: Varner Rd & Monterey Ave Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 126 379 923 322 168 218 156 70 177 564 12Future Volume (veh/h) 13 126 379 923 322 168 218 156 70 177 564 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 14 133 59 972 339 125 229 164 0 186 594 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 61 312 132 1031 910 330 452 1064 213 992Arrive On Green 0.03 0.08 0.08 0.30 0.36 0.36 0.13 0.30 0.00 0.12 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2552 924 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 14 133 59 972 234 230 229 164 0 186 594 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1699 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 0.9 4.1 4.3 32.9 11.7 12.1 7.4 4.1 0.0 12.3 17.4 0.0Cycle Q Clear(g_c), s 0.9 4.1 4.3 32.9 11.7 12.1 7.4 4.1 0.0 12.3 17.4 0.0Prop In Lane 1.00 1.00 1.00 0.54 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 61 312 132 1031 634 606 452 1064 213 992V/C Ratio(X)0.23 0.43 0.45 0.94 0.37 0.38 0.51 0.15 0.87 0.60Avail Cap(c_a), veh/h 168 349 148 1181 634 606 452 1064 341 992HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.4 52.3 52.4 41.1 28.6 28.7 48.6 30.9 0.0 51.9 37.4 0.0Incr Delay (d2), s/veh 0.7 0.9 2.4 12.9 0.1 0.1 0.7 0.3 0.0 8.2 2.7 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.9 1.7 15.0 4.7 4.7 3.1 1.7 0.0 5.8 7.6 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.1 53.2 54.7 54.0 28.7 28.9 49.3 31.2 0.0 60.1 40.1 0.0LnGrp LOS E DDDCCDC EDApproach Vol, veh/h 206 1436 393 A 780 AApproach Delay, s/veh 53.9 45.8 41.7 44.9Approach LOS DDDD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 19.8 42.1 42.3 15.8 21.9 40.0 8.8 49.3Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 23.0 22.0 41.0 * 11 11.5 * 34 * 11 40.9Max Q Clear Time (g_c+I1), s 14.3 6.1 34.9 6.3 9.4 19.4 2.9 14.1Green Ext Time (p_c), s 0.1 0.7 0.9 0.3 0.1 3.0 0.0 1.4 Intersection SummaryHCM 6th Ctrl Delay 45.6HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-662
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 2: Monterey Ave & I-10 EB Ramps Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 12 1049 00008055171981552 0Future Volume (veh/h) 55 12 1049 00008055171981552 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 43 0 1083 0 847 197 208 1634 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 730 0 1300 0 1838 571 325 1753 0Arrive On Green 0.41 0.00 0.41 0.00 0.12 0.12 0.09 0.49 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 43 0 1083 0 847 197 208 1634 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.8 0.0 36.7 0.0 18.6 13.7 7.0 51.8 0.0Cycle Q Clear(g_c), s 1.8 0.0 36.7 0.0 18.6 13.7 7.0 51.8 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 730 0 1300 0 1838 571 325 1753 0V/C Ratio(X) 0.06 0.00 0.83 0.00 0.46 0.35 0.64 0.93 0.00Avail Cap(c_a), veh/h 730 0 1300 0 1838 571 325 1753 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.83 0.83 1.00 1.00 0.00Uniform Delay (d), s/veh21.4 0.0 31.7 0.0 42.0 39.9 52.4 28.5 0.0Incr Delay (d2), s/veh 0.2 0.0 6.4 0.0 0.7 1.4 9.3 10.5 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.8 0.0 14.9 0.0 8.5 5.9 3.3 22.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.6 0.0 38.1 0.0 42.7 41.3 61.7 39.0 0.0LnGrp LOS C A D A D D E D AApproach Vol, veh/h 1126 1044 1842Approach Delay, s/veh 37.5 42.4 41.6Approach LOS D D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s16.0 49.0 55.0 65.0Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 11 43.2 49.2 59.2Max Q Clear Time (g_c+I1), s9.0 20.6 38.7 53.8Green Ext Time (p_c), s 0.1 5.9 4.7 4.2 Intersection SummaryHCM 6th Ctrl Delay 40.6HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-663
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 3: Key Largo Ave & Dinah Shore Dr Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 870 87 121 596 94 280Future Volume (veh/h) 10 870 87 121 596 94 280Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 916 77 127 627 99 46Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222Cap, veh/h 1543 129 180 1172 192 171Arrive On Green 0.32 0.32 0.10 0.23 0.11 0.11Sat Flow, veh/h 4965 402 1781 5274 1781 1585Grp Volume(v), veh/h 649 344 127 627 99 46Grp Sat Flow(s),veh/h/ln 1702 1794 1781 1702 1781 1585Q Serve(g_s), s 5.6 5.6 2.4 3.8 1.8 0.9Cycle Q Clear(g_c), s 5.6 5.6 2.4 3.8 1.8 0.9Prop In Lane 0.22 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1095 577 180 1172 192 171V/C Ratio(X) 0.59 0.60 0.71 0.53 0.52 0.27Avail Cap(c_a), veh/h 2373 1251 355 3850 1368 1218HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 10.0 10.0 15.3 11.9 14.8 14.4Incr Delay (d2), s/veh 0.2 0.4 1.9 0.1 0.8 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 1.2 0.7 0.8 0.7 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 10.2 10.4 17.2 12.0 15.6 14.7LnGrp LOS BBBBBBApproach Vol, veh/h 993 754 145Approach Delay, s/veh 10.2 12.9 15.3Approach LOS B B B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 8.6 17.8 8.8 14.6Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 7.0 24.5 27.0 26.5Max Q Clear Time (g_c+I1), s 4.4 7.6 3.8 5.8Green Ext Time (p_c), s 0.0 3.3 0.2 2.3 Intersection SummaryHCM 6th Ctrl Delay 11.7HCM 6th LOS B NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-664
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 4: Monterey Ave & Dinah Shore Dr Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 500 346 230 88 296 366 149 693 93 371 1684 429Future Volume (veh/h) 500 346 230 88 296 366 149 693 93 371 1684 429Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 526 364 54 93 312 0 157 729 86 391 1773 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 547 746 330 116 415 229 1915 224 452 2440Arrive On Green 0.16 0.21 0.21 0.07 0.12 0.00 0.07 0.41 0.41 0.04 0.16 0.00Sat Flow, veh/h 3456 3554 1574 1781 3554 1585 3456 4632 542 3456 5106 1585Grp Volume(v), veh/h 526 364 54 93 312 0 157 534 281 391 1773 0Grp Sat Flow(s),veh/h/ln1728 1777 1574 1781 1777 1585 1728 1702 1770 1728 1702 1585Q Serve(g_s), s 18.1 10.8 3.4 6.2 10.2 0.0 5.3 13.1 13.3 13.5 39.6 0.0Cycle Q Clear(g_c), s 18.1 10.8 3.4 6.2 10.2 0.0 5.3 13.1 13.3 13.5 39.6 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 1.00Lane Grp Cap(c), veh/h 547 746 330 116 415 229 1407 732 452 2440V/C Ratio(X) 0.96 0.49 0.16 0.80 0.75 0.69 0.38 0.38 0.87 0.73Avail Cap(c_a), veh/h 547 957 424 119 631 374 1407 732 691 2440HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.74 0.74 0.74 1.00 1.00 0.00 1.00 1.00 1.00 0.28 0.28 0.00Uniform Delay (d), s/veh50.1 41.7 38.8 55.3 51.3 0.0 54.8 24.5 24.5 56.4 43.1 0.0Incr Delay (d2), s/veh 23.8 0.1 0.1 28.6 1.0 0.0 1.4 0.8 1.5 1.4 0.5 0.0Initial 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/ln9.3 4.6 1.3 3.6 4.5 0.0 2.3 5.1 5.6 6.3 18.0 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 73.9 41.9 38.8 83.9 52.4 0.0 56.2 25.3 26.1 57.8 43.6 0.0LnGrp LOS E D D F D E C C E DApproach Vol, veh/h 944 405 A 972 2164 AApproach Delay, s/veh 59.5 59.6 30.5 46.2Approach LOS E E C D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s12.8 30.9 13.0 63.3 24.0 19.7 20.7 55.6Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s8.2 12.8 7.3 41.6 20.1 12.2 15.5 15.3Green Ext Time (p_c), s 0.0 0.7 0.0 1.8 0.0 0.5 0.2 1.5 Intersection SummaryHCM 6th Ctrl Delay 46.8HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-665
HCM 6th TWSC Rancho Monterey Traffic Study with Alternative 1 5: Monterey Ave & Proposed Roadway Connection Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 0.6
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 70 0 891 1548 45Future Vol, veh/h 0 70 0 891 1548 45Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 ----Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 74 0 938 1629 47 Major/Minor Minor2 Major1 Major2Conflicting Flow All - 838 - 0 - 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 ----Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 ----Pot Cap-1 Maneuver 0 266 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -Platoon blocked, %- - -Mov Cap-1 Maneuver - 266 ----Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SBHCM Control Delay, s 23.6 0 0HCM LOS C Minor Lane/Major Mvmt NBTEBLn1 SBT SBRCapacity (veh/h)- 266 - -HCM Lane V/C Ratio - 0.277 - -HCM Control Delay (s) - 23.6 - -HCM Lane LOS - C - -HCM 95th %tile Q(veh) - 1.1 - - 8-666
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 6: Proposed Project Access Driveway & Monterey Ave Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 18 0900162885781641546 8Future Volume (veh/h) 18 0900162885781641546 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 0.97 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 19 020022990279671627 8Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 234 0 82 164 0 82 60 2755 241 113 2197 11Arrive On Green 0.05 0.00 0.05 0.00 0.00 0.05 0.03 0.58 0.58 0.06 0.61 0.61Sat Flow, veh/h 1375 0 1564 1415 0 1564 1781 4780 417 1781 3626 18Grp Volume(v), veh/h 19 020022964233967797838Grp Sat Flow(s),veh/h/ln 1375 0 1564 1415 0 1564 1781 1702 1793 1781 1777 1867Q Serve(g_s), s 0.6 0.0 0.1 0.0 0.0 0.1 0.7 4.3 4.3 1.6 14.0 14.1Cycle Q Clear(g_c), s 0.6 0.0 0.1 0.0 0.0 0.1 0.7 4.3 4.3 1.6 14.0 14.1Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.23 1.00 0.01Lane Grp Cap(c), veh/h 234 0 82 164 0 82 60 1962 1033 113 1077 1131V/C Ratio(X) 0.08 0.00 0.02 0.00 0.00 0.02 0.48 0.33 0.33 0.59 0.74 0.74Avail Cap(c_a), veh/h 1386 0 1391 1349 0 1391 256 2640 1391 345 1467 1542HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 20.0 0.0 19.7 0.0 0.0 19.7 20.8 4.8 4.9 20.0 6.2 6.2Incr Delay (d2), s/veh 0.1 0.0 0.1 0.0 0.0 0.1 5.8 0.1 0.2 4.8 1.3 1.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.0 0.0 0.0 0.3 0.5 0.5 0.7 1.5 1.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 20.2 0.0 19.8 0.0 0.0 19.8 26.6 4.9 5.0 24.8 7.5 7.5LnGrp LOS C ABAABCAACAAApproach Vol, veh/h 21 2 1010 1702Approach Delay, s/veh 20.1 19.8 5.6 8.2Approach LOS C B A A Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.3 29.8 6.8 6.0 31.1 6.8Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 8.5 34.0 39.0 6.3 36.2 39.0Max Q Clear Time (g_c+I1), s 3.6 6.3 2.6 2.7 16.1 2.1Green Ext Time (p_c), s 0.0 6.1 0.0 0.0 10.5 0.0 Intersection SummaryHCM 6th Ctrl Delay 7.3HCM 6th LOS A 8-667
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 7: Monterey Ave & Dick Kelly Dr Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 22 9 198 70 6 41 10 67 903 49 36 1508 11Future Volume (veh/h) 22 9 198 70 6 41 10 67 903 49 36 1508 11Initial Q (Qb), veh 0 00000 000000Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 1.00 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 23 9 34 74 6 7 71 951 32 38 1587 12Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222 222222Cap, veh/h 279 37 141 252 86 101 131 2765 854 86 1772 13Arrive On Green 0.11 0.11 0.11 0.11 0.11 0.11 0.07 0.54 0.54 0.05 0.49 0.49Sat Flow, veh/h 1383 339 1280 1348 781 911 1781 5106 1578 1781 3615 27Grp Volume(v), veh/h 23 0 43 74 0 13 71 951 32 38 780 819Grp Sat Flow(s),veh/h/ln1383 0 1619 1348 0 1692 1781 1702 1578 1781 1777 1865Q Serve(g_s), s 0.8 0.0 1.3 2.8 0.0 0.4 2.0 5.6 0.5 1.1 21.1 21.2Cycle Q Clear(g_c), s 1.2 0.0 1.3 4.1 0.0 0.4 2.0 5.6 0.5 1.1 21.1 21.2Prop In Lane 1.00 0.79 1.00 0.54 1.00 1.00 1.00 0.01Lane Grp Cap(c), veh/h 279 0 179 252 0 187 131 2765 854 86 871 914V/C Ratio(X) 0.08 0.00 0.24 0.29 0.00 0.07 0.54 0.34 0.04 0.44 0.90 0.90Avail Cap(c_a), veh/h 1145 0 1193 1097 0 1247 571 5390 1665 302 1608 1688HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.7 0.0 21.6 23.4 0.0 21.2 23.7 6.9 5.7 24.5 12.3 12.3Incr Delay (d2), s/veh 0.1 0.0 0.7 0.6 0.0 0.2 3.5 0.0 0.0 1.3 1.4 1.3Initial 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/ln0.3 0.0 0.5 0.8 0.0 0.1 0.8 1.1 0.1 0.4 5.2 5.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.8 0.0 22.3 24.1 0.0 21.3 27.2 6.9 5.7 25.8 13.7 13.6LnGrp LOS C A C C A C C A A C B BApproach Vol, veh/h 66 87 1054 1637Approach Delay, s/veh 22.1 23.7 8.2 13.9Approach LOS C C A B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s10.3 32.4 10.4 7.6 35.1 10.4Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s17.0 * 48 39.1 9.0 56.0 39.1Max Q Clear Time (g_c+I1), s4.0 23.2 3.3 3.1 7.6 6.1Green Ext Time (p_c), s 0.1 2.8 0.3 0.0 2.0 0.2 Intersection SummaryHCM 6th Ctrl Delay 12.3HCM 6th LOS B NotesUser approved volume balancing among the lanes for turning movement.User approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-668
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 8: Monterey Ave & Gerald Ford Dr Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 193 421 202 180 726 147 192 695 49 70 1229 212Future Volume (veh/h) 193 421 202 180 726 147 192 695 49 70 1229 212Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 203 443 53 189 764 38 202 732 47 74 1294 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 260 853 378 246 839 372 259 2221 142 132 2124Arrive On Green 0.08 0.24 0.24 0.07 0.24 0.24 0.08 0.45 0.45 0.04 0.42 0.00Sat Flow, veh/h 3456 3554 1575 3456 3554 1575 3456 4903 313 3456 5106 1585Grp Volume(v), veh/h 203 443 53 189 764 38 202 507 272 74 1294 0Grp Sat Flow(s),veh/h/ln1728 1777 1575 1728 1777 1575 1728 1702 1813 1728 1702 1585Q Serve(g_s), s 6.9 13.0 3.2 6.4 25.1 2.3 6.9 11.5 11.6 2.5 23.8 0.0Cycle Q Clear(g_c), s 6.9 13.0 3.2 6.4 25.1 2.3 6.9 11.5 11.6 2.5 23.8 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00Lane Grp Cap(c), veh/h 260 853 378 246 839 372 259 1542 821 132 2124V/C Ratio(X) 0.78 0.52 0.14 0.77 0.91 0.10 0.78 0.33 0.33 0.56 0.61Avail Cap(c_a), veh/h 374 868 385 374 868 385 374 1542 821 346 2124HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.52 0.52 0.00Uniform Delay (d), s/veh54.5 39.6 35.9 54.7 44.6 35.9 54.5 21.1 21.1 56.7 27.4 0.0Incr Delay (d2), s/veh 3.7 0.5 0.2 2.1 13.4 0.1 3.4 0.5 1.0 0.7 0.7 0.0Initial 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/ln3.0 5.5 1.2 2.8 12.1 0.9 3.0 4.3 4.8 1.1 9.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 58.2 40.1 36.0 56.8 58.0 36.0 57.9 21.6 22.1 57.5 28.1 0.0LnGrp LOS E D D E E D E C C E CApproach Vol, veh/h 699 991 981 1368 AApproach Delay, s/veh 45.1 56.9 29.2 29.7Approach LOS D E C C Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s14.0 56.9 14.0 35.0 9.6 61.4 13.6 35.5Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s13.0 41.0 13.0 29.3 12.0 42.0 13.0 29.3Max Q Clear Time (g_c+I1), s8.9 25.8 8.9 27.1 4.5 13.6 8.4 15.0Green Ext Time (p_c), s 0.1 8.1 0.1 1.0 0.0 5.6 0.1 2.3 Intersection SummaryHCM 6th Ctrl Delay 38.9HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-669
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 9: Monterey Ave & Frank Sinatra Dr Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 43 296 223 271 730 90 89 807 81 72 1499 81Future Volume (veh/h) 43 296 223 271 730 90 89 807 81 72 1499 81Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 45 312 122 285 768 95 94 849 78 76 1578 42Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 112 667 295 338 900 399 144 2405 220 133 2564 793Arrive On Green 0.03 0.19 0.19 0.10 0.25 0.25 0.04 0.51 0.51 0.04 0.50 0.50Sat Flow, veh/h 3456 3554 1572 3456 3554 1576 3456 4759 435 3456 5106 1580Grp Volume(v), veh/h 45 312 122 285 768 95 94 606 321 76 1578 42Grp Sat Flow(s),veh/h/ln1728 1777 1572 1728 1777 1576 1728 1702 1790 1728 1702 1580Q Serve(g_s), s 1.5 9.4 8.2 9.7 24.7 5.8 3.2 12.9 13.0 2.6 26.7 1.6Cycle Q Clear(g_c), s 1.5 9.4 8.2 9.7 24.7 5.8 3.2 12.9 13.0 2.6 26.7 1.6Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 1.00Lane Grp Cap(c), veh/h 112 667 295 338 900 399 144 1720 905 133 2564 793V/C Ratio(X) 0.40 0.47 0.41 0.84 0.85 0.24 0.65 0.35 0.35 0.57 0.62 0.05Avail Cap(c_a), veh/h 144 1036 459 346 1273 565 144 1720 905 173 2564 793HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.94 0.94 0.94 0.73 0.73 0.73Uniform Delay (d), s/veh56.9 43.4 42.9 53.2 42.7 35.6 56.7 17.9 17.9 56.7 21.5 15.3Incr Delay (d2), s/veh 0.9 0.2 0.3 15.8 3.0 0.1 7.7 0.5 1.0 1.1 0.8 0.1Initial 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/ln0.7 4.0 3.1 4.8 10.6 2.1 1.5 4.7 5.1 1.1 9.8 0.6Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.8 43.6 43.3 69.1 45.7 35.7 64.3 18.4 18.9 57.8 22.3 15.4LnGrp LOS E D D E D D EBBECBApproach Vol, veh/h 479 1148 1021 1696Approach Delay, s/veh 44.8 50.7 22.8 23.8Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s9.0 66.7 7.9 36.4 8.6 67.1 15.7 28.5Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s5.0 47.5 5.0 * 43 6.0 46.5 12.0 35.0Max Q Clear Time (g_c+I1), s5.2 28.7 3.5 26.7 4.6 15.0 11.7 11.4Green Ext Time (p_c), s 0.0 6.8 0.0 2.8 0.0 3.4 0.0 1.3 Intersection SummaryHCM 6th Ctrl Delay 33.0HCM 6th LOS C NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-670
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 10: Monterey Ave & Country Club Dr Future Year plus Alternative 1 AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 91 318 119 215 927 180 267 622 78 297 1304 223Future Volume (veh/h) 91 318 119 215 927 180 267 622 78 297 1304 223Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 96 335 0 226 976 0 281 655 31 313 1373 109Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 193 999 281 1128 336 2071 641 346 2086 645Arrive On Green 0.06 0.20 0.00 0.08 0.22 0.00 0.10 0.41 0.41 0.10 0.41 0.41Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1579 3456 5106 1579Grp Volume(v), veh/h 96 335 0 226 976 0 281 655 31 313 1373 109Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1579 1728 1702 1579Q Serve(g_s), s 3.2 6.8 0.0 7.7 22.1 0.0 9.6 10.5 1.4 10.8 26.1 5.3Cycle Q Clear(g_c), s 3.2 6.8 0.0 7.7 22.1 0.0 9.6 10.5 1.4 10.8 26.1 5.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 193 999 281 1128 336 2071 641 346 2086 645V/C Ratio(X) 0.50 0.34 0.81 0.87 0.84 0.32 0.05 0.91 0.66 0.17Avail Cap(c_a), veh/h 259 1332 346 1459 432 2071 641 346 2086 645HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.70 0.70 0.70Uniform Delay (d), s/veh55.0 41.5 0.0 54.2 45.0 0.0 53.2 24.3 21.6 53.4 28.7 22.6Incr Delay (d2), s/veh 0.7 0.1 0.0 8.7 3.8 0.0 8.8 0.4 0.1 19.8 1.2 0.4Initial 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/ln1.4 2.8 0.0 3.6 9.3 0.0 4.4 4.0 0.5 5.4 10.1 1.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.7 41.6 0.0 62.9 48.8 0.0 62.0 24.7 21.8 73.2 29.9 22.9LnGrp LOS E D E D E C C E C CApproach Vol, veh/h 431 A 1202 A 967 1795Approach Delay, s/veh 44.8 51.5 35.5 37.0Approach LOS DDDD Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s18.0 56.1 15.7 30.2 17.7 56.4 12.7 33.2Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s12.0 38.6 12.0 31.3 15.0 35.6 9.0 34.3Max Q Clear Time (g_c+I1), s12.8 12.5 9.7 8.8 11.6 28.1 5.2 24.1Green Ext Time (p_c), s 0.0 1.3 0.0 0.7 0.1 2.3 0.0 1.8 Intersection SummaryHCM 6th Ctrl Delay 41.4HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-671
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 1: Varner Rd & Monterey Ave Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 110 229 624 237 222 408 497 137 67 402 8Future Volume (veh/h) 23 110 229 624 237 222 408 497 137 67 402 8Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 116 23 657 249 90 429 523 0 71 423 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 90 312 132 713 639 225 776 1522 148 986Arrive On Green 0.05 0.08 0.08 0.21 0.25 0.25 0.22 0.43 0.00 0.08 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2573 905 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 24 116 23 657 170 169 429 523 0 71 423 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1701 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 1.6 3.5 1.6 22.4 9.5 10.0 13.2 11.8 0.0 4.6 11.7 0.0Cycle Q Clear(g_c), s 1.6 3.5 1.6 22.4 9.5 10.0 13.2 11.8 0.0 4.6 11.7 0.0Prop In Lane 1.00 1.00 1.00 0.53 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 90 312 132 713 441 422 776 1522 148 986V/C Ratio(X)0.27 0.37 0.17 0.92 0.39 0.40 0.55 0.34 0.48 0.43Avail Cap(c_a), veh/h 163 533 226 803 503 482 776 1522 163 986HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 54.8 52.0 51.2 46.7 37.5 37.7 41.2 23.0 0.0 52.5 35.6 0.0Incr Delay (d2), s/veh 0.6 0.7 0.6 14.1 0.6 0.6 0.7 0.6 0.0 0.9 1.4 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.7 1.6 0.6 10.5 4.0 4.0 5.4 4.7 0.0 2.0 5.1 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 55.4 52.8 51.8 60.8 38.0 38.3 41.9 23.6 0.0 53.4 36.9 0.0LnGrp LOS E D D E DDDC DDApproach Vol, veh/h 163 996 952 A 494 AApproach Delay, s/veh 53.0 53.1 31.9 39.3Approach LOS DDCD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 15.4 57.6 31.2 15.8 33.2 39.8 10.8 36.3Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 11.0 41.2 27.9 * 17 18.9 * 33 * 11 34.0Max Q Clear Time (g_c+I1), s 6.6 13.8 24.4 5.5 15.2 13.7 3.6 12.0Green Ext Time (p_c), s 0.0 3.1 0.4 0.4 0.4 2.3 0.0 1.6 Intersection SummaryHCM 6th Ctrl Delay 42.7HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.User approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-672
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 1: Varner Rd & Monterey Ave Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-673
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 2: Monterey Ave & I-10 EB Ramps Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 45 2 855 00001840 852 173 1035 0Future Volume (veh/h) 45 2 855 00001840 852 173 1035 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 31 0 770 0 1897 430 178 1067 0Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 489 0 870 0 2667 828 233 2235 0Arrive On Green 0.27 0.00 0.27 0.00 0.69 0.69 0.07 0.63 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 31 0 770 0 1897 430 178 1067 0Grp Sat Flow(s),veh/h/ln1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.5 0.0 27.9 0.0 26.9 15.6 6.1 19.1 0.0Cycle Q Clear(g_c), s 1.5 0.0 27.9 0.0 26.9 15.6 6.1 19.1 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 489 0 870 0 2667 828 233 2235 0V/C Ratio(X) 0.06 0.00 0.88 0.00 0.71 0.52 0.76 0.48 0.00Avail Cap(c_a), veh/h 582 0 1036 0 2667 828 251 2235 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.33 1.33 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 0.00 0.44 0.44 1.00 1.00 0.00Uniform Delay (d), s/veh32.1 0.0 41.7 0.0 12.9 11.1 55.0 11.8 0.0Incr Delay (d2), s/veh 0.1 0.0 8.5 0.0 0.7 1.0 12.3 0.7 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln0.7 0.0 11.9 0.0 6.6 4.3 3.0 6.8 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 32.2 0.0 50.2 0.0 13.6 12.2 67.3 12.5 0.0LnGrp LOS C A D ABBEBAApproach Vol, veh/h 801 2327 1245Approach Delay, s/veh 49.5 13.3 20.4Approach LOS D B C Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s12.8 68.5 38.7 81.3Change Period (Y+Rc), s* 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s* 8.7 55.8 39.2 69.2Max Q Clear Time (g_c+I1), s8.1 28.9 29.9 21.1Green Ext Time (p_c), s 0.0 17.5 3.0 8.5 Intersection SummaryHCM 6th Ctrl Delay 22.0HCM 6th LOS C NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-674
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 3: Key Largo Ave & Dinah Shore Dr Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 1003 157 149 986 71 198Future Volume (veh/h) 10 1003 157 149 986 71 198Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 1045 138 155 1027 74 37Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, %222222Cap, veh/h 1636 216 198 1670 163 145Arrive On Green 0.36 0.36 0.11 0.33 0.09 0.09Sat Flow, veh/h 4728 601 1781 5274 1781 1585Grp Volume(v), veh/h 780 403 155 1027 74 37Grp Sat Flow(s),veh/h/ln 1702 1757 1781 1702 1781 1585Q Serve(g_s), s 7.2 7.2 3.2 6.4 1.5 0.8Cycle Q Clear(g_c), s 7.2 7.2 3.2 6.4 1.5 0.8Prop In Lane 0.34 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1221 630 198 1670 163 145V/C Ratio(X) 0.64 0.64 0.78 0.62 0.46 0.26Avail Cap(c_a), veh/h 2217 1145 332 3597 1279 1138HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 10.0 10.0 16.3 10.7 16.2 15.9Incr Delay (d2), s/veh 0.2 0.4 2.5 0.1 0.7 0.3Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.4 1.5 1.0 1.3 0.5 0.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 10.2 10.4 18.8 10.8 16.9 16.2LnGrp LOS BBBBBBApproach Vol, veh/h 1183 1182 111Approach Delay, s/veh 10.3 11.9 16.7Approach LOS B B B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 9.2 20.0 8.4 18.8Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 7.0 24.5 27.0 26.5Max Q Clear Time (g_c+I1), s 5.2 9.2 3.5 8.4Green Ext Time (p_c), s 0.0 4.0 0.1 3.9 Intersection SummaryHCM 6th Ctrl Delay 11.3HCM 6th LOS B NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-675
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 4: Monterey Ave & Dinah Shore Dr Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 792 388 311 111 388 597 377 1482 76 315 1154 430Future Volume (veh/h) 792 388 311 111 388 597 377 1482 76 315 1154 430Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 808 396 93 113 396 0 385 1512 74 321 1178 0Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 856 1062 673 138 456 440 1664 81 378 1612Arrive On Green 0.25 0.30 0.30 0.08 0.13 0.00 0.13 0.33 0.33 0.04 0.10 0.00Sat Flow, veh/h 3456 3554 1577 1781 3554 1585 3456 4985 244 3456 5106 1585Grp Volume(v), veh/h 808 396 93 113 396 0 385 1032 554 321 1178 0Grp Sat Flow(s),veh/h/ln1728 1777 1577 1781 1777 1585 1728 1702 1825 1728 1702 1585Q Serve(g_s), s 27.6 10.6 4.3 7.5 13.1 0.0 13.1 34.8 34.8 11.1 26.8 0.0Cycle Q Clear(g_c), s 27.6 10.6 4.3 7.5 13.1 0.0 13.1 34.8 34.8 11.1 26.8 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00Lane Grp Cap(c), veh/h 856 1062 673 138 456 440 1136 609 378 1612V/C Ratio(X) 0.94 0.37 0.14 0.82 0.87 0.87 0.91 0.91 0.85 0.73Avail Cap(c_a), veh/h 893 1062 673 178 483 605 1136 609 403 1612HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I) 0.68 0.68 0.68 1.00 1.00 0.00 1.00 1.00 1.00 0.76 0.76 0.00Uniform Delay (d), s/veh44.3 33.2 21.0 54.5 51.3 0.0 51.4 38.2 38.2 56.9 48.8 0.0Incr Delay (d2), s/veh 13.1 0.1 0.0 16.2 14.0 0.0 8.2 12.2 19.8 11.0 2.3 0.0Initial 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/ln12.8 4.4 1.5 3.9 6.6 0.0 6.0 15.6 18.0 5.6 12.5 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.4 33.3 21.0 70.7 65.3 0.0 59.7 50.4 58.1 67.9 51.1 0.0LnGrp LOS E C C E E E D E E DApproach Vol, veh/h 1297 509 A 1971 1499 AApproach Delay, s/veh 47.4 66.5 54.4 54.7Approach LOS D E D D Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s14.3 41.5 20.3 43.9 34.7 21.1 18.1 46.1Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s12.0 35.3 21.0 30.0 31.0 16.3 14.0 37.0Max Q Clear Time (g_c+I1), s9.5 12.6 15.1 28.8 29.6 15.1 13.1 36.8Green Ext Time (p_c), s 0.0 0.8 0.2 0.5 0.2 0.1 0.0 0.1 Intersection SummaryHCM 6th Ctrl Delay 53.9HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-676
HCM 6th TWSC Rancho Monterey Traffic Study with Alternative 1 5: Monterey Ave & Proposed Roadway Connection Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
IntersectionInt Delay, s/veh 0.4
Movement EBL EBR NBL NBT SBT SBRLane ConfigurationsTraffic Vol, veh/h 0 64 0 1689 1269 138Future Vol, veh/h 0 64 0 1689 1269 138Conflicting Peds, #/hr 0 00000Sign Control Stop Stop Free Free Free FreeRT Channelized - None - None - NoneStorage Length - 0 ----Veh in Median Storage, # 0 - - 0 0 -Grade, % 0 - - 0 0 -Peak Hour Factor 95 95 95 95 95 95Heavy Vehicles, % 2 22222Mvmt Flow 0 67 0 1778 1336 145 Major/Minor Minor2 Major1 Major2Conflicting Flow All - 741 - 0 - 0 Stage 1 ------ Stage 2 ------Critical Hdwy - 7.14 ----Critical Hdwy Stg 1 ------Critical Hdwy Stg 2 ------Follow-up Hdwy - 3.92 ----Pot Cap-1 Maneuver 0 308 0 - - - Stage 1 0 - 0 - - - Stage 2 0 - 0 - - -Platoon blocked, %- - -Mov Cap-1 Maneuver - 308 ----Mov Cap-2 Maneuver ------ Stage 1 ------ Stage 2 ------ Approach EB NB SBHCM Control Delay, s 19.9 0 0HCM LOS C Minor Lane/Major Mvmt NBTEBLn1 SBT SBRCapacity (veh/h)- 308 - -HCM Lane V/C Ratio - 0.219 - -HCM Control Delay (s) - 19.9 - -HCM Lane LOS - C - -HCM 95th %tile Q(veh) - 0.8 - - 8-677
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 6: Proposed Project Access Driveway & Monterey Ave Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 115 0 58 0 0 166 97 1408 139 130 1161 42Future Volume (veh/h) 115 0 58 0 0 166 97 1408 139 130 1161 42Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 0.99 0.99 1.00 0.99 1.00 0.99 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 121 0 14 0 0 39 102 1482 137 137 1222 43Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 323 0 241 143 0 241 135 2273 210 177 1757 62Arrive On Green 0.15 0.00 0.15 0.00 0.00 0.15 0.08 0.48 0.48 0.10 0.50 0.50Sat Flow, veh/h 1357 0 1570 1400 0 1570 1781 4753 439 1781 3501 123Grp Volume(v), veh/h 121 0 14 0 0 39 102 1061 558 137 620 645Grp Sat Flow(s),veh/h/ln 1357 0 1570 1400 0 1570 1781 1702 1789 1781 1777 1847Q Serve(g_s), s 4.3 0.0 0.4 0.0 0.0 1.1 2.8 11.9 11.9 3.8 13.4 13.4Cycle Q Clear(g_c), s 5.3 0.0 0.4 0.0 0.0 1.1 2.8 11.9 11.9 3.8 13.4 13.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.25 1.00 0.07Lane Grp Cap(c), veh/h 323 0 241 143 0 241 135 1628 855 177 892 927V/C Ratio(X) 0.37 0.00 0.06 0.00 0.00 0.16 0.76 0.65 0.65 0.78 0.70 0.70Avail Cap(c_a), veh/h 1168 0 1219 1015 0 1219 223 2305 1211 302 1281 1332HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 20.8 0.0 18.1 0.0 0.0 18.4 22.8 9.9 9.9 22.1 9.6 9.6Incr Delay (d2), s/veh 0.7 0.0 0.1 0.0 0.0 0.3 8.4 0.4 0.8 7.1 1.0 1.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.3 0.0 0.1 0.0 0.0 0.4 1.3 2.6 2.8 1.6 3.1 3.2Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.5 0.0 18.2 0.0 0.0 18.7 31.1 10.4 10.8 29.2 10.6 10.5LnGrp LOS C ABAABCBBCBBApproach Vol, veh/h 135 39 1721 1402Approach Delay, s/veh 21.1 18.7 11.7 12.4Approach LOS C B B B Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 9.5 28.5 12.2 8.3 29.7 12.2Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 8.5 34.0 39.0 6.3 36.2 39.0Max Q Clear Time (g_c+I1), s 5.8 13.9 7.3 4.8 15.4 3.1Green Ext Time (p_c), s 0.1 10.1 0.4 0.0 7.5 0.2 Intersection SummaryHCM 6th Ctrl Delay 12.5HCM 6th LOS B 8-678
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 7: Monterey Ave & Dick Kelly Dr Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBU NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 22 17 137 170 12 73 10 201 1549 114 42 1139 38Future Volume (veh/h) 22 17 137 170 12 73 10 201 1549 114 42 1139 38Initial Q (Qb), veh 0 00000 000000Ped-Bike Adj(A_pbT) 0.99 0.99 0.99 0.99 1.00 0.99 1.00 0.99Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 23 18 35 177 12 19 209 1614 69 44 1186 39Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222 222222Cap, veh/h 375 116 226 355 134 212 254 2519 778 91 1333 44Arrive On Green 0.21 0.21 0.21 0.21 0.21 0.21 0.14 0.49 0.49 0.05 0.38 0.38Sat Flow, veh/h 1369 565 1098 1343 649 1028 1781 5106 1577 1781 3510 115Grp Volume(v), veh/h 23 0 53 177 0 31 209 1614 69 44 600 625Grp Sat Flow(s),veh/h/ln1369 0 1663 1343 0 1677 1781 1702 1577 1781 1777 1849Q Serve(g_s), s 0.9 0.0 1.7 7.9 0.0 1.0 7.3 14.9 1.5 1.5 20.1 20.2Cycle Q Clear(g_c), s 1.8 0.0 1.7 9.6 0.0 1.0 7.3 14.9 1.5 1.5 20.1 20.2Prop In Lane 1.00 0.66 1.00 0.61 1.00 1.00 1.00 0.06Lane Grp Cap(c), veh/h 375 0 343 355 0 346 254 2519 778 91 675 702V/C Ratio(X) 0.06 0.00 0.15 0.50 0.00 0.09 0.82 0.64 0.09 0.48 0.89 0.89Avail Cap(c_a), veh/h 933 0 1021 902 0 1029 475 4490 1387 252 1339 1393HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh21.2 0.0 20.7 24.7 0.0 20.4 26.5 12.0 8.5 29.4 18.5 18.5Incr Delay (d2), s/veh 0.1 0.0 0.2 1.1 0.0 0.1 2.6 0.1 0.0 1.5 1.7 1.6Initial 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/ln0.3 0.0 0.6 2.3 0.0 0.3 2.8 3.9 0.4 0.6 6.6 6.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.3 0.0 20.9 25.8 0.0 20.6 29.1 12.1 8.6 30.9 20.2 20.1LnGrp LOS C A C C A C C B A C C CApproach Vol, veh/h 76 208 1892 1269Approach Delay, s/veh 21.0 25.0 13.8 20.5Approach LOS C C B C Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s15.5 30.6 17.6 8.2 37.8 17.6Change Period (Y+Rc), s 6.4 * 6.4 4.5 5.0 6.4 4.5Max Green Setting (Gmax), s17.0 * 48 39.1 9.0 56.0 39.1Max Q Clear Time (g_c+I1), s9.3 22.2 3.8 3.5 16.9 11.6Green Ext Time (p_c), s 0.0 1.9 0.3 0.0 4.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 17.1HCM 6th LOS B NotesUser approved ignoring U-Turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-679
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 8: Monterey Ave & Gerald Ford Dr Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 265 568 232 141 432 154 235 1405 124 120 1031 220Future Volume (veh/h) 265 568 232 141 432 154 235 1405 124 120 1031 220Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 276 592 57 147 450 32 245 1464 123 125 1074 0Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96Percent Heavy Veh, % 2 22222222222Cap, veh/h 333 737 326 204 604 267 300 2323 195 180 2294Arrive On Green 0.10 0.21 0.21 0.06 0.17 0.17 0.09 0.48 0.48 0.05 0.45 0.00Sat Flow, veh/h 3456 3554 1574 3456 3554 1571 3456 4797 403 3456 5106 1585Grp Volume(v), veh/h 276 592 57 147 450 32 245 1039 548 125 1074 0Grp Sat Flow(s),veh/h/ln1728 1777 1574 1728 1777 1571 1728 1702 1796 1728 1702 1585Q Serve(g_s), s 9.4 19.0 3.6 5.0 14.4 2.1 8.4 27.2 27.2 4.3 17.6 0.0Cycle Q Clear(g_c), s 9.4 19.0 3.6 5.0 14.4 2.1 8.4 27.2 27.2 4.3 17.6 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00Lane Grp Cap(c), veh/h 333 737 326 204 604 267 300 1648 870 180 2294V/C Ratio(X) 0.83 0.80 0.17 0.72 0.74 0.12 0.82 0.63 0.63 0.69 0.47Avail Cap(c_a), veh/h 403 927 410 374 897 397 346 1648 870 346 2294HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.60 0.60 0.60 0.40 0.40 0.00Uniform Delay (d), s/veh53.3 45.2 39.1 55.5 47.3 42.2 53.8 23.0 23.0 55.9 23.0 0.0Incr Delay (d2), s/veh 9.8 4.1 0.3 1.8 1.9 0.2 6.8 1.1 2.1 0.7 0.3 0.0Initial 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/ln4.4 8.5 1.4 2.2 6.2 0.8 3.8 10.1 10.9 1.8 6.6 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 63.1 49.4 39.4 57.3 49.2 42.4 60.7 24.1 25.1 56.7 23.3 0.0LnGrp LOS E D D E D D E C C E CApproach Vol, veh/h 925 629 1832 1199 AApproach Delay, s/veh 52.8 50.7 29.3 26.8Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s15.4 60.9 16.5 27.1 11.3 65.1 12.1 31.6Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7Max Green Setting (Gmax), s12.0 40.0 14.0 30.3 12.0 40.0 13.0 31.3Max Q Clear Time (g_c+I1), s10.4 19.6 11.4 16.4 6.3 29.2 7.0 21.0Green Ext Time (p_c), s 0.1 7.8 0.1 2.2 0.1 7.4 0.1 2.7 Intersection SummaryHCM 6th Ctrl Delay 36.3HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [SBR] is excluded from calculations of the approach delay and intersection delay. 8-680
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 9: Monterey Ave & Frank Sinatra Dr Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 164 672 133 172 389 85 162 1497 202 101 1259 68Future Volume (veh/h) 164 672 133 172 389 85 162 1497 202 101 1259 68Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 173 707 56 181 409 89 171 1576 200 106 1325 32Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 22222222222Cap, veh/h 228 792 351 236 800 355 226 2258 286 158 2413 747Arrive On Green 0.07 0.22 0.22 0.07 0.23 0.23 0.07 0.49 0.49 0.05 0.47 0.47Sat Flow, veh/h 3456 3554 1574 3456 3554 1574 3456 4587 581 3456 5106 1580Grp Volume(v), veh/h 173 707 56 181 409 89 171 1169 607 106 1325 32Grp Sat Flow(s),veh/h/ln1728 1777 1574 1728 1777 1574 1728 1702 1764 1728 1702 1580Q Serve(g_s), s 5.9 23.2 3.4 6.2 12.1 5.6 5.8 31.9 32.0 3.6 22.2 1.3Cycle Q Clear(g_c), s 5.9 23.2 3.4 6.2 12.1 5.6 5.8 31.9 32.0 3.6 22.2 1.3Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 1.00Lane Grp Cap(c), veh/h 228 792 351 236 800 355 226 1676 868 158 2413 747V/C Ratio(X) 0.76 0.89 0.16 0.77 0.51 0.25 0.76 0.70 0.70 0.67 0.55 0.04Avail Cap(c_a), veh/h 317 859 380 317 888 394 317 1676 868 317 2413 747HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 0.68 0.68 0.68 0.85 0.85 0.85Uniform Delay (d), s/veh55.1 45.2 37.6 55.0 40.7 38.2 55.1 23.6 23.6 56.4 22.5 17.0Incr Delay (d2), s/veh 4.0 10.5 0.1 5.1 0.2 0.1 2.5 1.7 3.2 1.6 0.8 0.1Initial 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/ln2.6 10.9 1.3 2.8 5.1 2.1 2.5 11.9 12.7 1.6 8.3 0.5Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 59.1 55.7 37.6 60.0 40.9 38.3 57.6 25.2 26.8 57.9 23.3 17.1LnGrp LOS E E D E D D E C C E C BApproach Vol, veh/h 936 679 1947 1463Approach Delay, s/veh 55.2 45.7 28.6 25.7Approach LOS E D C C Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s11.9 63.2 11.9 33.0 9.5 65.6 12.2 32.7Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0Max Green Setting (Gmax), s11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0Max Q Clear Time (g_c+I1), s7.8 24.2 7.9 14.1 5.6 34.0 8.2 25.2Green Ext Time (p_c), s 0.0 5.8 0.0 1.5 0.0 6.4 0.0 1.2 Intersection SummaryHCM 6th Ctrl Delay 35.0HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-681
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study with Alternative 1 10: Monterey Ave & Country Club Dr Future Year plus Alternative 1 PM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 231 794 305 184 314 264 135 1331 146 303 1136 127Future Volume (veh/h) 231 794 305 184 314 264 135 1331 146 303 1136 127Initial Q (Qb), veh 0 00000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 236 810 0 188 320 0 138 1358 57 309 1159 57Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98Percent Heavy Veh, % 2 22222222222Cap, veh/h 291 963 244 894 200 2138 661 362 2378 736Arrive On Green 0.08 0.19 0.00 0.07 0.18 0.00 0.06 0.42 0.42 0.10 0.47 0.47Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1579 3456 5106 1580Grp Volume(v), veh/h 236 810 0 188 320 0 138 1358 57 309 1159 57Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1579 1728 1702 1580Q Serve(g_s), s 8.1 18.4 0.0 6.4 6.6 0.0 4.7 25.3 2.6 10.6 18.8 2.4Cycle Q Clear(g_c), s 8.1 18.4 0.0 6.4 6.6 0.0 4.7 25.3 2.6 10.6 18.8 2.4Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 291 963 244 894 200 2138 661 362 2378 736V/C Ratio(X) 0.81 0.84 0.77 0.36 0.69 0.64 0.09 0.85 0.49 0.08Avail Cap(c_a), veh/h 346 1332 432 1459 432 2138 661 374 2378 736HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 0.80 0.80 0.80Uniform Delay (d), s/veh54.0 47.0 0.0 54.8 43.6 0.0 55.5 27.6 21.0 52.8 22.2 17.8Incr Delay (d2), s/veh 10.0 2.7 0.0 2.0 0.1 0.0 1.6 1.5 0.3 13.2 0.6 0.2Initial 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/ln3.8 7.7 0.0 2.8 2.7 0.0 2.0 9.8 1.0 5.0 7.0 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 64.0 49.6 0.0 56.8 43.7 0.0 57.1 29.1 21.3 66.0 22.7 17.9LnGrp LOS E D E D E C C E C BApproach Vol, veh/h 1046 A 508 A 1553 1525Approach Delay, s/veh 52.9 48.5 31.3 31.3Approach LOS DDCC Timer - Assigned Phs 1 2345678Phs Duration (G+Y+Rc), s18.6 57.6 14.5 29.3 12.9 63.3 16.1 27.7Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 6.0 7.4 6.0 6.7Max Green Setting (Gmax), s13.0 34.6 15.0 31.3 15.0 32.6 12.0 34.3Max Q Clear Time (g_c+I1), s12.6 27.3 8.4 20.4 6.7 20.8 10.1 8.6Green Ext Time (p_c), s 0.0 2.2 0.1 1.5 0.0 2.2 0.0 0.6 Intersection SummaryHCM 6th Ctrl Delay 38.1HCM 6th LOS D NotesUnsignalized Delay for [EBR, WBR] is excluded from calculations of the approach delay and intersection delay. 8-682
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 1: Varner Rd & Monterey Ave Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 13 126 379 923 322 168 218 156 70 177 564 12Future Volume (veh/h) 13 126 379 923 322 168 218 156 70 177 564 12Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 14 133 59 972 339 125 229 164 0 186 594 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 61 312 132 1031 910 330 452 1064 213 992Arrive On Green 0.03 0.08 0.08 0.30 0.36 0.36 0.13 0.30 0.00 0.12 0.28 0.00Sat Flow, veh/h 1781 3741 1585 3456 2552 924 3456 3554 1585 1781 3554 1585Grp Volume(v), veh/h 14 133 59 972 234 230 229 164 0 186 594 0Grp Sat Flow(s),veh/h/ln 1781 1870 1585 1728 1777 1699 1728 1777 1585 1781 1777 1585Q Serve(g_s), s 0.9 4.1 4.3 32.9 11.7 12.1 7.4 4.1 0.0 12.3 17.4 0.0Cycle Q Clear(g_c), s 0.9 4.1 4.3 32.9 11.7 12.1 7.4 4.1 0.0 12.3 17.4 0.0Prop In Lane 1.00 1.00 1.00 0.54 1.00 1.00 1.00 1.00Lane Grp Cap(c), veh/h 61 312 132 1031 634 606 452 1064 213 992V/C Ratio(X)0.23 0.43 0.45 0.94 0.37 0.38 0.51 0.15 0.87 0.60Avail Cap(c_a), veh/h 168 349 148 1181 634 606 452 1064 341 992HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00Uniform Delay (d), s/veh 56.4 52.3 52.4 41.1 28.6 28.7 48.6 30.9 0.0 51.9 37.4 0.0Incr Delay (d2), s/veh 0.7 0.9 2.4 12.9 0.1 0.1 0.7 0.3 0.0 8.2 2.7 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.4 1.9 1.7 15.0 4.7 4.7 3.1 1.7 0.0 5.8 7.6 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 57.1 53.2 54.7 54.0 28.7 28.9 49.3 31.2 0.0 60.1 40.1 0.0LnGrp LOS E DDDCCDC EDApproach Vol, veh/h 206 1436 393 A 780 AApproach Delay, s/veh 53.9 45.8 41.7 44.9Approach LOS DDDD Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 19.8 42.1 42.3 15.8 21.9 40.0 8.8 49.3Change Period (Y+Rc), s 5.4 6.2 6.5 * 5.8 6.2 * 6.5 * 4.7 6.5Max Green Setting (Gmax), s 23.0 22.0 41.0 * 11 11.5 * 34 * 11 40.9Max Q Clear Time (g_c+I1), s 14.3 6.1 34.9 6.3 9.4 19.4 2.9 14.1Green Ext Time (p_c), s 0.1 0.7 0.9 0.3 0.1 3.0 0.0 1.4 Intersection SummaryHCM 6th Ctrl Delay 45.6HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-683
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 2: Monterey Ave & I-10 EB Ramps Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 55 12 1049 00008055171981552 0Future Volume (veh/h) 55 12 1049 00008055171981552 0Initial Q (Qb), veh 0 0 0 000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 1870 1870 0Adj Flow Rate, veh/h 43 0 1083 0 847 197 208 1634 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, % 2 2 2 022220Cap, veh/h 730 0 1300 0 1838 571 325 1753 0Arrive On Green 0.41 0.00 0.41 0.00 0.12 0.12 0.09 0.49 0.00Sat Flow, veh/h 1781 0 3170 0 5274 1585 3456 3647 0Grp Volume(v), veh/h 43 0 1083 0 847 197 208 1634 0Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 1728 1777 0Q Serve(g_s), s 1.8 0.0 36.7 0.0 18.6 13.7 7.0 51.8 0.0Cycle Q Clear(g_c), s 1.8 0.0 36.7 0.0 18.6 13.7 7.0 51.8 0.0Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00Lane Grp Cap(c), veh/h 730 0 1300 0 1838 571 325 1753 0V/C Ratio(X)0.06 0.00 0.83 0.00 0.46 0.35 0.64 0.93 0.00Avail Cap(c_a), veh/h 730 0 1300 0 1838 571 325 1753 0HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.83 0.83 1.00 1.00 0.00Uniform Delay (d), s/veh 21.4 0.0 31.7 0.0 42.0 39.9 52.4 28.5 0.0Incr Delay (d2), s/veh 0.2 0.0 6.4 0.0 0.7 1.4 9.3 10.5 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.8 0.0 14.9 0.0 8.5 5.9 3.3 22.3 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 21.6 0.0 38.1 0.0 42.7 41.3 61.7 39.0 0.0LnGrp LOS C A D A D D E D AApproach Vol, veh/h 1126 1044 1842Approach Delay, s/veh 37.5 42.4 41.6Approach LOS D D D Timer - Assigned Phs 1 2 4 6Phs Duration (G+Y+Rc), s 16.0 49.0 55.0 65.0Change Period (Y+Rc), s * 4.7 5.8 5.8 5.8Max Green Setting (Gmax), s * 11 43.2 49.2 59.2Max Q Clear Time (g_c+I1), s 9.0 20.6 38.7 53.8Green Ext Time (p_c), s 0.1 5.9 4.7 4.2 Intersection SummaryHCM 6th Ctrl Delay 40.6HCM 6th LOS D NotesUser approved volume balancing among the lanes for turning movement.* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier. 8-684
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 3: Key Largo Ave & Dinah Shore Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBU EBT EBR WBL WBT NBL NBRLane ConfigurationsTraffic Volume (veh/h) 10 878 79 133 601 89 280Future Volume (veh/h) 10 878 79 133 601 89 280Initial Q (Qb), veh 000000Ped-Bike Adj(A_pbT) 0.99 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 924 70 140 633 94 52Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222Cap, veh/h 1552 117 188 1177 192 171Arrive On Green 0.32 0.32 0.11 0.23 0.11 0.11Sat Flow, veh/h 5008 366 1781 5274 1781 1585Grp Volume(v), veh/h 649 345 140 633 94 52Grp Sat Flow(s),veh/h/ln 1702 1801 1781 1702 1781 1585Q Serve(g_s), s 5.7 5.7 2.7 3.9 1.8 1.1Cycle Q Clear(g_c), s 5.7 5.7 2.7 3.9 1.8 1.1Prop In Lane 0.20 1.00 1.00 1.00Lane Grp Cap(c), veh/h 1092 578 188 1177 192 171V/C Ratio(X)0.59 0.60 0.74 0.54 0.49 0.30Avail Cap(c_a), veh/h 2356 1247 352 3823 1359 1209HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 10.1 10.1 15.4 12.0 14.9 14.6Incr Delay (d2), s/veh 0.2 0.4 2.2 0.1 0.7 0.4Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 1.1 1.2 0.8 0.9 0.6 0.3Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 10.3 10.5 17.6 12.1 15.6 14.9LnGrp LOS BBBBBBApproach Vol, veh/h 994 773 146Approach Delay, s/veh 10.4 13.1 15.4Approach LOS B B B Timer - Assigned Phs 3 4 6 8Phs Duration (G+Y+Rc), s 8.7 17.9 8.8 14.7Change Period (Y+Rc), s 5.0 6.5 5.0 6.5Max Green Setting (Gmax), s 7.0 24.5 27.0 26.5Max Q Clear Time (g_c+I1), s 4.7 7.7 3.8 5.9Green Ext Time (p_c), s 0.0 3.3 0.2 2.3 Intersection SummaryHCM 6th Ctrl Delay 11.8HCM 6th LOS B NotesUser approved pedestrian interval to be less than phase max green.User approved ignoring U-Turning movement. 8-685
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 4: Monterey Ave & Dinah Shore Dr Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 500 346 238 88 296 366 154 693 93 371 1672 441Future Volume (veh/h) 500 346 238 88 296 366 154 693 93 371 1672 441Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 526 364 55 93 312 0 162 729 86 391 1760 0Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 547 746 330 116 415 229 1915 224 452 2439Arrive On Green 0.16 0.21 0.21 0.07 0.12 0.00 0.07 0.41 0.41 0.04 0.16 0.00Sat Flow, veh/h 3456 3554 1574 1781 3554 1585 3456 4632 542 3456 5106 1585Grp Volume(v), veh/h 526 364 55 93 312 0 162 534 281 391 1760 0Grp Sat Flow(s),veh/h/ln 1728 1777 1574 1781 1777 1585 1728 1702 1770 1728 1702 1585Q Serve(g_s), s 18.1 10.8 3.4 6.2 10.2 0.0 5.5 13.1 13.3 13.5 39.3 0.0Cycle Q Clear(g_c), s 18.1 10.8 3.4 6.2 10.2 0.0 5.5 13.1 13.3 13.5 39.3 0.0Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.31 1.00 1.00Lane Grp Cap(c), veh/h 547 746 330 116 415 229 1407 732 452 2439V/C Ratio(X)0.96 0.49 0.17 0.80 0.75 0.71 0.38 0.38 0.87 0.72Avail Cap(c_a), veh/h 547 957 424 119 631 374 1407 732 691 2439HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33Upstream Filter(I)0.74 0.74 0.74 1.00 1.00 0.00 1.00 1.00 1.00 0.28 0.28 0.00Uniform Delay (d), s/veh 50.1 41.7 38.8 55.3 51.3 0.0 54.9 24.5 24.5 56.4 43.0 0.0Incr Delay (d2), s/veh 23.8 0.1 0.1 28.6 1.0 0.0 1.5 0.8 1.5 1.4 0.5 0.0Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 9.3 4.6 1.3 3.6 4.5 0.0 2.4 5.1 5.6 6.3 17.9 0.0Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 73.9 41.9 38.9 83.9 52.4 0.0 56.4 25.3 26.1 57.8 43.5 0.0LnGrp LOS E D D F D E C C E DApproach Vol, veh/h 945 405 A 977 2151 AApproach Delay, s/veh 59.5 59.6 30.7 46.1Approach LOS E E C D Timer - Assigned Phs 12345678Phs Duration (G+Y+Rc), s 12.8 30.9 13.0 63.3 24.0 19.7 20.7 55.6Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0Max Green Setting (Gmax), s 8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0Max Q Clear Time (g_c+I1), s 8.2 12.8 7.5 41.3 20.1 12.2 15.5 15.3Green Ext Time (p_c), s 0.0 0.7 0.0 1.9 0.0 0.5 0.2 1.5 Intersection SummaryHCM 6th Ctrl Delay 46.8HCM 6th LOS D NotesUser approved pedestrian interval to be less than phase max green.Unsignalized Delay for [WBR, SBR] is excluded from calculations of the approach delay and intersection delay. 8-686
HCM 6th Signalized Intersection Summary Rancho Monterey Traffic Study plus Alternative 2 6: Proposed Project Access Driveway & Monterey Ave Future Year (2040) - AM Peak Hour Fehr & Peers Synchro 11 Report
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBRLane ConfigurationsTraffic Volume (veh/h) 23 0900162885781641446 21Future Volume (veh/h) 23 0900162885781641446 21Initial Q (Qb), veh 000000000000Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Work Zone On Approach No No No NoAdj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870Adj Flow Rate, veh/h 24 020022990279671522 22Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95Percent Heavy Veh, %222222222222Cap, veh/h 221 0 50 179 0 50 61 2718 237 117 2149 31Arrive On Green 0.03 0.00 0.03 0.00 0.00 0.03 0.03 0.57 0.57 0.07 0.60 0.60Sat Flow, veh/h 1415 0 1585 1415 0 1585 1781 4782 418 1781 3586 52Grp Volume(v), veh/h 24 020022964134067753791Grp Sat Flow(s),veh/h/ln 1415 0 1585 1415 0 1585 1781 1702 1795 1781 1777 1861Q Serve(g_s), s 0.7 0.0 0.0 0.0 0.0 0.0 0.6 4.0 4.1 1.5 11.9 11.9Cycle Q Clear(g_c), s 0.7 0.0 0.0 0.0 0.0 0.0 0.6 4.0 4.1 1.5 11.9 11.9Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.23 1.00 0.03Lane Grp Cap(c), veh/h 221 0 50 179 0 50 61 1935 1020 117 1065 1115V/C Ratio(X) 0.11 0.00 0.04 0.00 0.00 0.04 0.47 0.33 0.33 0.57 0.71 0.71Avail Cap(c_a), veh/h 1546 0 1534 1503 0 1534 278 2871 1514 376 1596 1671HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Upstream Filter(I)1.00 0.00 1.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00Uniform Delay (d), s/veh 19.3 0.0 18.9 0.0 0.0 18.9 19.1 4.6 4.6 18.3 5.6 5.6Incr Delay (d2), s/veh 0.2 0.0 0.3 0.0 0.0 0.3 5.6 0.1 0.2 4.4 0.9 0.8Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0%ile BackOfQ(50%),veh/ln 0.2 0.0 0.0 0.0 0.0 0.0 0.3 0.4 0.4 0.6 0.9 0.9Unsig. Movement Delay, s/vehLnGrp Delay(d),s/veh 19.5 0.0 19.3 0.0 0.0 19.3 24.7 4.7 4.8 22.7 6.5 6.5LnGrp LOS BABAABCAACAAApproach Vol, veh/h 26 2 1010 1611Approach Delay, s/veh 19.5 19.3 5.3 7.2Approach LOS BBAA Timer - Assigned Phs 1 2 4 5 6 8Phs Duration (G+Y+Rc), s 7.1 27.4 5.8 5.9 28.7 5.8Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5Max Green Setting (Gmax), s 8.5 34.0 39.0 6.3 36.2 39.0Max Q Clear Time (g_c+I1), s 3.5 6.1 2.7 2.6 13.9 2.0Green Ext Time (p_c), s 0.0 6.1 0.0 0.0 10.2 0.0 Intersection SummaryHCM 6th Ctrl Delay 6.6HCM 6th LOS A 8-687