Agenda packet — Orange City Council, April 11, 2023 (part 13 of 14)

N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Letters\4158 Updated TIA Scope of Work 8-16-19.doc

5. The City Drive at Garden Grove Boulevard/Memory Lane (Orange)

6. Bristol Street at Memory Lane (Santa Ana)

7. The City Drive at Existing Driveway No. 1 (Orange)

8. Existing Driveway No. 2 at Garden Grove Boulevard (Orange) Key Roadway Segments
A. Metropolitan Drive between SR-22 WB Ramps and The City Drive B. The City Drive between SR-22 EB Ramps and Garden Grove Boulevard/Memory Lane
C. Garden Grove Boulevard between Lewis Street and The City Drive D. Memory Lane between The City Drive and Bristol Street D. Traffic Counts: The traffic counts for the above listed eight (8) key study intersections and four (4) key roadway segments will be conducted on a Tuesday, Wednesday, or Thursday when local schools are in session.

E. Project Traffic Generation: The trip generation potential of the existing land use and the proposed Project will be estimated using ITE Land Use 221: Multifamily Housing (Mid-Rise) trip rates and ITE Land Use 820: Shopping Center equations contained in the 10th Edition of Trip Generation, published by the Institute of Transportation Engineers (ITE), [Washington, D.C., 2017].

Table 5-1 summarizes the trip generation rates used in forecasting the vehicular trips generated by the existing land use and the proposed Project and presents the forecast daily and peak hour project traffic volumes for a “typical” weekday.

Review of the middle portion of Table 5-1 indicates that the proposed Project is forecast to generate approximately 2,565 daily trips, with 235 trips (112 inbound, 123 outbound) produced in the AM peak hour and 178 trips (99 inbound, 79 outbound) produced in the PM peak hour on a “typical” weekday. Review of the lower portion of Table 5-1 indicates that the existing land use generates approximately 1,052 daily trips, with 140 trips (87 inbound, 53 outbound) produced in the AM peak hour and 60 trips (29 inbound, 31 outbound) produced in the PM peak hour on a “typical” weekday. Comparison of the trips generated by the existing land use to the trips generated by the proposed Project shows that the proposed Project will generate 1,513 net daily trips, 95 net AM peak hour trips and 118 net PM peak hour trips. The potential impact of these net additional trips will be assessed in the traffic study.

Since the Project is comprised of a mix of uses (i.e. retail and restaurant), it is appropriate to account for “internal” tripmaking/interactions that will occur A-2
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Mr. Doug Keys
August 16, 2019

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N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Letters\4158 Updated TIA Scope of Work 8-16-19.doc between the various land uses on site, and will not occur by traveling on the external street system. The methodology used in estimating internal trips for the project is well documented in the Third Edition of ITE’s Trip Generation Handbook [Washington, D.C., August 2014]. It should be noted that internal capture reductions were only applied to half of the retail trips to provide a conservative trip generation forecast.

Additionally, the aforementioned overall Project trip generation includes adjustments for pass-by per the Trip Generation Handbook, 3rd Edition, published by ITE (2014), to account for trips that are already in the everyday traffic stream on the adjoining streets (i.e. The City Drive, Garden Grove Boulevard, etc.) and will stop as they pass by the Project site as a matter of convenience on their path to another destination. Per the Trip Generation Handbook, a pass-by reduction factor of 34% is recommended for the PM peak hour for shopping center land uses. The daily and AM peak hour pass-by percentages were estimated to be 10%.

F. Project Traffic Distribution Pattern: See attached project traffic distribution patterns – Figure 5-1 (Residential Component) and Figure 5-2 (Retail Component). The trip distribution patterns were developed based on the following considerations:
 directional flows on the freeways in the immediate vicinity of the project site (i.e. SR-22 Freeway, I-5 Freeway and SR-57 Freeway),
 the site's proximity to major traffic carriers (i.e. The City Drive and Garden Grove Boulevard, etc.),
 expected localized traffic flow patterns based on adjacent street channelization and presence of traffic signals,
 ingress/egress availability at the project site, and
 input from City of Orange Traffic Engineering staff.

G. Near-Term (Year 2023) Cumulative Traffic:
 Ambient Growth Rate: 1.0% per year.
 Cumulative Projects: Obtain information regarding cumulative projects in the vicinity of the proposed project (i.e. 2-mile radius) from the City of Orange, the City of Santa Ana, the City of Garden Grove and the City of Anaheim.

A-3
2945
Mr. Doug Keys
August 16, 2019

Page 4 ends

N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Letters\4158 Updated TIA Scope of Work 8-16-19.doc H. Analysis Scenarios: The following traffic analysis scenarios will be prepared for the proposed Project.
(a) Existing Traffic Conditions;
(b) Existing Plus Project Traffic Conditions;
(c) Scenario (b) with Mitigation, if necessary;
(d) Year 2023 Cumulative Traffic Conditions (Existing plus Ambient Growth plus Cumulative Projects);
(e) Year 2023 Cumulative Plus Project Traffic Conditions, and (f) Scenario (e) with Mitigation, if necessary.

The LOS calculations will be based on the ICU methodology for signalized intersections and the Highway Capacity Manual 6 (HCM 6) methodology for unsignalized intersections. The Project’s potential impact will be based on the significant impact criteria outlined in the City of Orange Traffic Impact Analysis Guidelines, dated August 15, 2007.

It should be noted that all Caltrans-controlled study intersections will also be analyzed utilizing the Highway Capacity Manual (HCM) methodology.

I. Other Issues:
 Evaluate Site Access and Internal Circulation.
 Traffic Signal Warrants, as needed.
* * * * * * * * * * *
We appreciate the opportunity to provide this scope of work. Should you have any questions, please call us at (949) 825-6175. Thank you.

Approved by:
________________________________________
City of Orange Date
A-4
2946
A-5
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N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Letters\4158 Updated TIA Scope of Work 8-16-19.doc TABLE 5-1
PROJECT TRAFFIC GENERATION FORECAST1
840 THE CITY DRIVE SOUTH APARTMENTS, ORANGE
ITE Land Use Code /
Project Description
Daily
2-Way
AM Peak Hour PM Peak Hour
Enter Exit Total Enter Exit Total
Generation Factors:
 221: Multifamily Housing Mid-Rise (TE/DU) 5.44 26% 74% 0.36 61% 39% 0.44  820: Shopping Center (TE/TSF) Eq.2 62% 38% Eq.2 48% 52% Eq.2 Generation Forecasts:
840 The City Drive South Apartments
 Apartments (260 DU) 1,414 24 70 94 70 44 114
Internal Capture3 -142 0 -1 -1 -9 -3 -12
Proposed Apartments Subtotal 1,272 24 69 93 61 41 102
 Retail (14,000 SF) 1,579 99 60 159 61 66 127
Internal Capture3 -142 -1 0 -1 -3 -9 -12
Subtotal 1,437 98 60 158 58 57 115
Pass-By (Daily: 10%, AM: 10%, PM: 34%)4 -144 -10 -6 -16 -20 -19 -39 Proposed Retail Subtotal 1,293 88 54 142 38 38 76
Total Proposed Project Trip Generation 2,565 112 123 235 99 79 178 Existing Retail Center
 Retail (9,000 SF) 1,169 97 59 156 44 47 91
Pass-By (Daily: 10%, AM: 10%, PM: 34%)4 -117 -10 -6 -16 -15 -16 -31 Subtotal 1,052 87 53 140 29 31 60
Net Difference Trip Generation Forecast
Proposed Project vs. Existing Land Use 1,513 25 70 95 70 48 118 Notes:
• TE/DU = trip end per dwelling unit
• TE/1,000 SF = trip end per 1,000 SF of development
1 Source: Trip Generation, 10th Edition, Institute of Transportation Engineers (ITE), Washington, D.C. (2017). 2 Trip Generation rates based on the following equations:
 Weekday Daily: Ln(T) = 0.68Ln(X) + 5.57
 Weekday AM Peak Hour: T = 0.50(X) + 151.78
 Weekday PM Peak Hour: Ln(T) = 0.74Ln(X) + 2.89 3
Consistent with the Trip Generation Handbook, published by ITE (2017), the project trip generation was adjusted to account for the internal capture between the retail and residential components of the Project. It should be noted that internal capture reductions were only applied to half of the retail trips to provide a conservative trip generation forecast. 4 Consistent with the Trip Generation Handbook, 3rd Edition, published by ITE (2014), pass-by reductions for ITE Land Use 820: Shopping Center consist of the following: 10% daily (estimated), 10% AM peak hour (estimated), and 34% PM peak hour.

A-8
2950
A-9
2951
A-10
2952
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Report\4109 - Sub-Dividers.doc

APPENDIX A-I

INTERNAL CAPTURE WORKSHEETS
A-11
2953
Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0
Retail 1.00 296 296 1.00 296 296
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 614 614 1.00 615 615
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 6 86 77 15
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 25 258 129 18
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 24 0 25 0
Retail 0 0 282 0
Restaurant 0 148 98 0
Cinema/Entertainment 0 12 0 25 0
Residential 0 30 0 0
Hotel 0 6 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0
Retail 30 266 296 266 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 77 537 614 537 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 000 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0
Retail 77 219 296 219 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 30 585 615 585 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 000 0 0 0
0 0
0 0
0 3
Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode*
0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From)
2 Person-Trips
0 0
Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use
*Indicates computation that has been rounded to the nearest whole number. 840 The City Drive South Apartments Project
Daily
Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From) Destination (To)
Destination (To)
Cinema/Entertainment
Cinema/Entertainment
0 12
1 Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P A-12
2954
Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0
Retail 1.00 49 49 1.00 29 29
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 21 21 1.00 60 60
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 8 4 4 0
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 1 1 12 0
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 16 0 0 0
Retail 0 0 0 0
Restaurant 0 4 1 0
Cinema/Entertainment 0 0 0 0 0
Residential 0 8 0 0
Hotel 0 2 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0
Retail 1 48 49 48 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 0 21 21 21 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 00 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0
Retail 0 29 29 29 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 1 59 60 59 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 00 0 0 0 0
Land Use Table 7-A (D): Entering Trips
2 Person-Trips
Person-Trip Estimates
840 The City Drive South Apartments Project
AM Street Peak Hour
Table 9-A (D): Internal and External Trips Summary (Entering Trips) Table 8-A (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From) Destination (To)
Cinema/Entertainment
Table 7-A: Conversion of Vehicle-Trip Ends to Person-Trip Ends Table 7-A (O): Exiting Trips
0 0
0 Table 8-A (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From)
Origin Land Use Person-Trip Estimates External Trips by Mode* External Trips by Mode*
1 Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-A 0 *Indicates computation that has been rounded to the nearest whole number. 0 0
0 0
0 Destination (To)
Cinema/Entertainment
0 3
Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Destination Land Use
Table 9-A (O): Internal and External Trips Summary (Exiting Trips) A-13
2955
Project Name:

Analysis Period:

Veh. Occ. Vehicle-Trips Person-Trips* Veh. Occ. Vehicle-Trips Person-Trips* Office 1.00 0 0 1.00 0 0
Retail 1.00 23 23 1.00 24 24
Restaurant 1.00 0 0 1.00 0 0
Cinema/Entertainment 1.00 0 0 1.00 0 0
Residential 1.00 60 60 1.00 39 39
Hotel 1.00 0 0 1.00 0 0
Office Retail Restaurant Residential Hotel
Office 0 0 0 0
Retail 0 7 6 1
Restaurant 0 0 0 0
Cinema/Entertainment 0 0 0 0 0
Residential 2 16 8 1
Hotel 0 0 0 0
Office Retail Restaurant Residential Hotel
Office 2 0 2 0
Retail 0 0 28 0
Restaurant 0 12 10 0
Cinema/Entertainment 0 1 0 2 0
Residential 0 2 0 0
Hotel 0 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0
Retail 2 21 23 21 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 6 54 60 54 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 000 0 0 0
Internal External Total Vehicles1 Transit2 Non-Motorized2 Office 0 0 0 0 0 0
Retail 6 18 24 18 0 0
Restaurant 0 0 0 0 0 0
Cinema/Entertainment 0 0 0 0 0 0
Residential 2 37 39 37 0 0
Hotel 0 0 0 0 0 0
All Other Land Uses3 000 0 0 0
0 0
0 0
0 3
Total estimate for all other land uses at mixed-use development site is not subject to internal trip capture computations in this estimator Table 9-P (O): Internal and External Trips Summary (Exiting Trips) Origin Land Use Person-Trip Estimates External Trips by Mode* Person-Trip Estimates External Trips by Mode*
0 Table 8-P (D): Internal Person-Trip Origin-Destination Matrix (Computed at Destination) Origin (From)
2 Person-Trips
0 0
Table 9-P (D): Internal and External Trips Summary (Entering Trips) Destination Land Use
*Indicates computation that has been rounded to the nearest whole number. 840 The City Drive South Apartments Project
PM Street Peak Hour
Table 7-P: Conversion of Vehicle-Trip Ends to Person-Trip Ends Land Use Table 7-P (D): Entering Trips Table 7-P (O): Exiting Trips Table 8-P (O): Internal Person-Trip Origin-Destination Matrix (Computed at Origin) Origin (From) Destination (To)
Destination (To)
Cinema/Entertainment
Cinema/Entertainment
0 1
1 Vehicle-trips computed using the mode split and vehicle occupancy values provided in Table 2-P A-14
2956
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-19-4158-1 840 The City Drive South Apartments, Orange
N:\4100\2194158 - 840 The City Drive South Apartments, Orange\Report\3882 Dividers.doc

APPENDIX B

EXISTING TRAFFIC COUNT DATA
2957
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX B-I

INTERSECTION COUNTS
B-1
2958
File Name : h1908005
Site Code : 00000000
Start Date : 8/20/2019
Page No : 1
City: ORANGE
N-S Direction: SR-22 WB RAMPS
E-W Direction: METROPOLITAN DRIVE
Groups Printed- Turning Movements

THE BLOCK OF ORANGE
Southbound

METROPOLITAN DRIVE
Westbound
SR-22 WB RAMPS
Northbound

METROPOLITAN DRIVE
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 0 0 0 1 13 44 102 8 87 13 71 0 339
07:15 4 0 0 2 24 57 131 5 99 10 122 0 454
07:30 0 0 0 2 20 78 153 9 106 9 148 0 525
07:45 2 0 0 1 28 69 210 10 135 11 119 0 585
Total 6 0 0 6 85 248 596 32 427 43 460 0 1903
08:00 2 0 0 5 31 63 177 4 118 12 90 0 502
08:15 1 0 0 3 22 58 155 9 120 17 51 0 436
08:30 3 0 0 3 26 49 136 8 123 17 77 0 442
08:45 0 0 0 1 27 39 132 11 89 14 73 0 386
Total 6 0 0 12 106 209 600 32 450 60 291 0 1766
*** BREAK ***
16:00 9 0 0 8 20 100 46 20 88 49 140 0 480
16:15 12 0 0 3 21 113 58 17 88 28 110 1 451
16:30 8 0 0 5 33 134 49 13 89 30 118 1 480
16:45 11 0 0 7 41 137 48 13 93 35 91 0 476
Total 40 0 0 23 115 484 201 63 358 142 459 2 1887
17:00 5 0 0 3 50 218 42 9 83 59 138 0 607
17:15 5 0 0 11 47 170 30 15 78 29 117 0 502
17:30 8 0 0 6 49 158 46 15 109 43 149 0 583
17:45 1 0 0 8 39 104 60 17 91 29 125 0 474
Total 19 0 0 28 185 650 178 56 361 160 529 0 2166
Grand Total 71 0 0 69 491 1591 1575 183 1596 405 1739 2 7722 Apprch % 100 0 0 3.2 22.8 74 47 5.5 47.6 18.9 81 0.1
Total % 0.9 0 0 0.9 6.4 20.6 20.4 2.4 20.7 5.2 22.5 0
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-2
2959
File Name : h1908005
Site Code : 00000000
Start Date : 8/20/2019
Page No : 2
City: ORANGE
N-S Direction: SR-22 WB RAMPS
E-W Direction: METROPOLITAN DRIVE

THE BLOCK OF ORANGE
Southbound

METROPOLITAN DRIVE
Westbound
SR-22 WB RAMPS
Northbound

METROPOLITAN DRIVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 4 0 0 4 2 24 57 83 131 5 99 235 10 122 0 132 454
07:30 0 0 0 0 2 20 78 100 153 9 106 268 9 148 0 157 525 07:45 2 0 0 2 1 28 69 98 210 10 135 355 11 119 0 130 585 08:00 2 0 0 2 5 31 63 99 177 4 118 299 12 90 0 102 502
Total Volume 8 0 0 8 10 103 267 380 671 28 458 1157 42 479 0 521 2066 % App. Total 100 0 0 2.6 27.1 70.3 58 2.4 39.6 8.1 91.9 0 PHF .500 .000 .000 .500 .500 .831 .856 .950 .799 .700 .848 .815 .875 .809 .000 .830 .883

THE BLOCK OF ORANGE

METROPOLITAN DRIVE

METROPOLITAN DRIVE
SR-22 WB RAMPS
Right
8 Thru
0 Left
0 Out In Total
38 8 46
Right
10 Thru
103
Left
267
Out Total In
1150 380 1530
Left
458
Thru
28 Right
671
Out In Total
309 1157 1466
Left
0 Thru
479
Right
42 Total Out In
569 521 1090
Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-3
2960
File Name : h1908005
Site Code : 00000000
Start Date : 8/20/2019
Page No : 3
City: ORANGE
N-S Direction: SR-22 WB RAMPS
E-W Direction: METROPOLITAN DRIVE

THE BLOCK OF ORANGE
Southbound

METROPOLITAN DRIVE
Westbound
SR-22 WB RAMPS
Northbound

METROPOLITAN DRIVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 11 0 0 11 7 41 137 185 48 13 93 154 35 91 0 126 476 17:00 5 0 0 5 3 50 218 271 42 9 83 134 59 138 0 197 607 17:15 5 0 0 5 11 47 170 228 30 15 78 123 29 117 0 146 502 17:30 8 0 0 8 6 49 158 213 46 15 109 170 43 149 0 192 583 Total Volume 29 0 0 29 27 187 683 897 166 52 363 581 166 495 0 661 2168 % App. Total 100 0 0 3 20.8 76.1 28.6 9 62.5 25.1 74.9 0 PHF .659 .000 .000 .659 .614 .935 .783 .827 .865 .867 .833 .854 .703 .831 .000 .839 .893

THE BLOCK OF ORANGE

METROPOLITAN DRIVE

METROPOLITAN DRIVE
SR-22 WB RAMPS
Right
29 Thru
0 Left
0 Out In Total
79 29 108
Right
27 Thru
187
Left
683
Out Total In
661 897 1558
Left
363
Thru
52 Right
166
Out In Total
849 581 1430
Left
0 Thru
495
Right
166
Total Out In
579 661 1240
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-4
2961
File Name : h1908006
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: METROPOLITAN DRIVE
Groups Printed- Turning Movements

THE CITY DRIVE
Southbound

DEAD END
Westbound

THE CITY DRIVE
Northbound

METROPOLITAN DRIVE
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 49 128 0 0 0 0 0 188 15 137 0 55 572
07:15 50 170 0 0 0 0 0 227 16 158 0 72 693
07:30 74 215 0 0 0 0 0 223 26 191 0 99 828
07:45 84 306 0 0 0 0 0 264 23 218 0 108 1003
Total 257 819 0 0 0 0 0 902 80 704 0 334 3096
08:00 83 277 0 0 0 0 0 245 21 186 0 85 897
08:15 52 240 0 0 0 0 0 234 24 134 0 99 783
08:30 60 207 0 0 0 0 0 216 27 128 0 73 711
08:45 56 159 0 0 0 0 0 178 26 146 0 72 637
Total 251 883 0 0 0 0 0 873 98 594 0 329 3028
*** BREAK ***
16:00 103 173 0 0 0 0 0 241 22 149 0 46 734
16:15 114 182 0 0 0 0 0 232 23 134 0 30 715
16:30 147 205 0 0 0 0 0 234 31 136 0 33 786
16:45 150 202 0 0 0 0 0 291 34 119 0 36 832
Total 514 762 0 0 0 0 0 998 110 538 0 145 3067
17:00 206 264 0 0 0 0 0 234 46 152 0 31 933
17:15 195 246 0 0 0 0 0 299 53 134 0 26 953
17:30 172 248 0 0 0 0 0 302 50 145 0 35 952
17:45 133 225 0 0 0 0 0 307 45 145 0 39 894
Total 706 983 0 0 0 0 0 1142 194 576 0 131 3732
Grand Total 1728 3447 0 0 0 0 0 3915 482 2412 0 939 12923 Apprch % 33.4 66.6 0 0 0 0 0 89 11 72 0 28
Total % 13.4 26.7 0 0 0 0 0 30.3 3.7 18.7 0 7.3
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-5
2962
File Name : h1908006
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: METROPOLITAN DRIVE

THE CITY DRIVE
Southbound

DEAD END
Westbound

THE CITY DRIVE
Northbound

METROPOLITAN DRIVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 74 215 0 289 0 0 0 0 0 223 26 249 191 0 99 290 828 07:45 84 306 0 390 0 0 0 0 0 264 23 287 218 0 108 326 1003 08:00 83 277 0 360 0 0 0 0 0 245 21 266 186 0 85 271 897 08:15 52 240 0 292 0 0 0 0 0 234 24 258 134 0 99 233 783 Total Volume 293 1038 0 1331 0 0 0 0 0 966 94 1060 729 0 391 1120 3511 % App. Total 22 78 0 0 0 0 0 91.1 8.9 65.1 0 34.9
PHF .872 .848 .000 .853 .000 .000 .000 .000 .000 .915 .904 .923 .836 .000 .905 .859 .875

THE CITY DRIVE

METROPOLITAN DRIVE

DEAD END

THE CITY DRIVE
Right
293
Thru
1038
Left
0 Out In Total
1357 1331 2688
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
94 Thru
966
Right
0 Out In Total
1767 1060 2827
Left
391
Thru
0 Right
729
Total Out In
387 1120 1507
Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-6
2963
File Name : h1908006
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: METROPOLITAN DRIVE

THE CITY DRIVE
Southbound

DEAD END
Westbound

THE CITY DRIVE
Northbound

METROPOLITAN DRIVE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 206 264 0 470 0 0 0 0 0 234 46 280 152 0 31 183 933 17:15 195 246 0 441 0 0 0 0 0 299 53 352 134 0 26 160 953 17:30 172 248 0 420 0 0 0 0 0 302 50 352 145 0 35 180 952 17:45 133 225 0 358 0 0 0 0 0 307 45 352 145 0 39 184 894 Total Volume 706 983 0 1689 0 0 0 0 0 1142 194 1336 576 0 131 707 3732 % App. Total 41.8 58.2 0 0 0 0 0 85.5 14.5 81.5 0 18.5
PHF .857 .931 .000 .898 .000 .000 .000 .000 .000 .930 .915 .949 .947 .000 .840 .961 .979

THE CITY DRIVE

METROPOLITAN DRIVE

DEAD END

THE CITY DRIVE
Right
706
Thru
983
Left
0 Out In Total
1273 1689 2962
Right
0 Thru
0 Left
0 Out Total In
0 0 0
Left
194
Thru
1142
Right
0 Out In Total
1559 1336 2895
Left
131
Thru
0 Right
576
Total Out In
900 707 1607
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-7
2964
File Name : H1908007
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: SR-22 EB RAMPS
Groups Printed- Turning Movements

THE CITY DRIVE
Southbound

DRIVEWAY
Westbound

THE CITY DRIVE
Northbound
SR-22 EB RAMPS
Eastbound
Start Time Right Thru Left U-Turn Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 93 179 3 0 0 1 0 3 97 79 15 6 97 573
07:15 124 210 3 0 2 0 0 1 153 102 15 4 124 738
07:30 172 228 5 2 1 1 0 2 140 76 13 0 77 717
07:45 211 282 18 2 2 0 1 4 191 72 9 5 105 902
Total 600 899 29 4 5 2 1 10 581 329 52 15 403 2930
08:00 158 285 33 2 0 4 0 5 142 48 16 10 109 812
08:15 121 218 18 0 4 0 0 2 119 44 15 7 137 685
08:30 115 179 37 2 0 3 0 1 114 37 16 12 115 631
08:45 81 171 24 1 1 1 1 4 80 38 21 4 117 544
Total 475 853 112 5 5 8 1 12 455 167 68 33 478 2672
*** BREAK ***
16:00 156 169 5 2 5 13 3 3 171 48 29 0 109 713
16:15 142 167 5 1 4 13 2 1 155 42 17 0 74 623
16:30 141 179 2 0 8 19 4 1 192 60 16 1 78 701
16:45 130 184 5 0 5 12 3 1 212 62 23 1 95 733
Total 569 699 17 3 22 57 12 6 730 212 85 2 356 2770
17:00 170 199 4 1 6 28 14 0 240 86 26 1 105 880
17:15 161 254 2 0 5 12 1 1 238 53 19 0 104 850
17:30 163 206 1 0 7 20 2 0 241 50 26 0 105 821
17:45 157 182 2 2 3 11 3 1 204 43 17 0 129 754
Total 651 841 9 3 21 71 20 2 923 232 88 1 443 3305
Grand Total 2295 3292 167 15 53 138 34 30 2689 940 293 51 1680 11677 Apprch % 39.8 57.1 2.9 0.3 23.6 61.3 15.1 0.8 73.5 25.7 14.5 2.5 83 Total % 19.7 28.2 1.4 0.1 0.5 1.2 0.3 0.3 23 8.1 2.5 0.4 14.4 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-8
2965
File Name : H1908007
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: SR-22 EB RAMPS

THE CITY DRIVE
Southbound

DRIVEWAY
Westbound

THE CITY DRIVE
Northbound
SR-22 EB RAMPS
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 124 210 3 0 337 2 0 0 2 1 153 102 256 15 4 124 143 738 07:30 172 228 5 2 407 1 1 0 2 2 140 76 218 13 0 77 90 717 07:45 211 282 18 2 513 2 0 1 3 4 191 72 267 9 5 105 119 902 08:00 158 285 33 2 478 0 4 0 4 5 142 48 195 16 10 109 135 812 Total Volume 665 1005 59 6 1735 5 5 1 11 12 626 298 936 53 19 415 487 3169 % App. Total 38.3 57.9 3.4 0.3 45.5 45.5 9.1 1.3 66.9 31.8 10.9 3.9 85.2 PHF .788 .882 .447 .750 .846 .625 .313 .250 .688 .600 .819 .730 .876 .828 .475 .837 .851 .878

THE CITY DRIVE
SR-22 EB RAMPS

DRIVEWAY

THE CITY DRIVE
Right
665
Thru
1005
Left
59 U-Turn
6 Out In Total
1046 1735 2781
Right
5 Thru
5 Left
1 Out Total In
90 11 101
Left
298
Thru
626
Right
12 Out In Total
1059 936 1995
Left
415
Thru
19 Right
53 Total Out In
968 487 1455
Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-9
2966
File Name : H1908007
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: SR-22 EB RAMPS

THE CITY DRIVE
Southbound

DRIVEWAY
Westbound

THE CITY DRIVE
Northbound
SR-22 EB RAMPS
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 170 199 4 1 374 6 28 14 48 0 240 86 326 26 1 105 132 880 17:15 161 254 2 0 417 5 12 1 18 1 238 53 292 19 0 104 123 850 17:30 163 206 1 0 370 7 20 2 29 0 241 50 291 26 0 105 131 821 17:45 157 182 2 2 343 3 11 3 17 1 204 43 248 17 0 129 146 754 Total Volume 651 841 9 3 1504 21 71 20 112 2 923 232 1157 88 1 443 532 3305 % App. Total 43.3 55.9 0.6 0.2 18.8 63.4 17.9 0.2 79.8 20.1 16.5 0.2 83.3 PHF .957 .828 .563 .375 .902 .750 .634 .357 .583 .500 .957 .674 .887 .846 .250 .859 .911 .939

THE CITY DRIVE
SR-22 EB RAMPS

DRIVEWAY

THE CITY DRIVE
Right
651
Thru
841
Left
9 U-Turn
3 Out In Total
1387 1504 2891
Right
21 Thru
71 Left
20 Out Total In
12 112 124
Left
232
Thru
923
Right
2 Out In Total
949 1157 2106
Left
443
Thru
1 Right
88 Total Out In
954 532 1486
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-10
2967
File Name : h1908008
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: LEWIS STREET
E-W Direction: GARDEN GROVE BOULEVARD
Groups Printed- Turning Movements

LEWIS STREET
Southbound

GARDEN GROVE BOULEVARD
Westbound

LEWIS STREET
Northbound

GARDEN GROVE BOULEVARD
Eastbound
Start Time Right Thru Left Right Thru Left U-Turn Right Thru Left Right Thru Left U-Turn Int. Total 07:00 62 15 46 12 61 0 0 2 8 12 4 179 112 0 513
07:15 83 4 53 29 68 0 0 1 13 13 3 213 113 1 594
07:30 74 11 45 26 75 0 1 1 26 9 4 210 106 1 589
07:45 89 10 56 35 74 1 1 10 30 8 7 217 132 0 670
Total 308 40 200 102 278 1 2 14 77 42 18 819 463 2 2366 08:00 83 11 54 34 96 0 0 3 8 9 1 196 122 0 617
08:15 89 8 31 27 77 0 0 3 8 8 7 181 103 0 542
08:30 89 9 23 31 95 0 0 0 4 11 6 172 111 1 552
08:45 78 4 25 23 73 0 0 1 2 11 3 135 89 2 446
Total 339 32 133 115 341 0 0 7 22 39 17 684 425 3 2157
*** BREAK ***
16:00 77 8 39 41 156 3 0 2 5 10 6 191 93 0 631
16:15 78 18 27 30 174 1 1 2 17 6 4 189 103 1 651
16:30 102 16 34 51 204 3 1 3 17 9 7 199 113 1 760
16:45 135 16 27 40 191 1 0 0 20 14 6 207 123 0 780
Total 392 58 127 162 725 8 2 7 59 39 23 786 432 2 2822
17:00 152 26 48 49 181 3 1 0 19 18 12 171 119 0 799
17:15 140 22 38 45 184 1 0 1 19 28 6 205 125 0 814
17:30 149 21 39 41 188 1 1 3 19 25 16 215 114 2 834
17:45 134 21 27 63 169 1 0 1 15 14 13 177 123 1 759
Total 575 90 152 198 722 6 2 5 72 85 47 768 481 3 3206
Grand Total 1614 220 612 577 2066 15 6 33 230 205 105 3057 1801 10 10551 Apprch % 66 9 25 21.7 77.6 0.6 0.2 7.1 49.1 43.8 2.1 61.5 36.2 0.2 Total % 15.3 2.1 5.8 5.5 19.6 0.1 0.1 0.3 2.2 1.9 1 29 17.1 0.1 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-11
2968
File Name : h1908008
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: LEWIS STREET
E-W Direction: GARDEN GROVE BOULEVARD

LEWIS STREET
Southbound

GARDEN GROVE BOULEVARD
Westbound

LEWIS STREET
Northbound

GARDEN GROVE BOULEVARD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 83 4 53 140 29 68 0 0 97 1 13 13 27 3 213 113 1 330 594 07:30 74 11 45 130 26 75 0 1 102 1 26 9 36 4 210 106 1 321 589 07:45 89 10 56 155 35 74 1 1 111 10 30 8 48 7 217 132 0 356 670 08:00 83 11 54 148 34 96 0 0 130 3 8 9 20 1 196 122 0 319 617 Total Volume 329 36 208 573 124 313 1 2 440 15 77 39 131 15 836 473 2 1326 2470 % App. Total 57.4 6.3 36.3 28.2 71.1 0.2 0.5 11.5 58.8 29.8 1.1 63 35.7 0.2 PHF .924 .818 .929 .924 .886 .815 .250 .500 .846 .375 .642 .750 .682 .536 .963 .896 .500 .931 .922

LEWIS STREET

GARDEN GROVE BOULEVARD

LEWIS STREET
Right
329
Thru
36 Left
208
Out In Total
674 573 1247
Right
124
Thru
313
Left
1 U-Turn
2 Out Total In
1059 440 1499
Left
39 Thru
77 Right
15 Out In Total
52 131 183
Left
473
Thru
836
Right
15 U-Turn
2 Total Out In
681 1326 2007
Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-12
2969
File Name : h1908008
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: LEWIS STREET
E-W Direction: GARDEN GROVE BOULEVARD

LEWIS STREET
Southbound

GARDEN GROVE BOULEVARD
Westbound

LEWIS STREET
Northbound

GARDEN GROVE BOULEVARD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left U-Turn App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 135 16 27 178 40 191 1 0 232 0 20 14 34 6 207 123 0 336 780 17:00 152 26 48 226 49 181 3 1 234 0 19 18 37 12 171 119 0 302 799 17:15 140 22 38 200 45 184 1 0 230 1 19 28 48 6 205 125 0 336 814 17:30 149 21 39 209 41 188 1 1 231 3 19 25 47 16 215 114 2 347 834 Total Volume 576 85 152 813 175 744 6 2 927 4 77 85 166 40 798 481 2 1321 3227 % App. Total 70.8 10.5 18.7 18.9 80.3 0.6 0.2 2.4 46.4 51.2 3 60.4 36.4 0.2 PHF .947 .817 .792 .899 .893 .974 .500 .500 .990 .333 .963 .759 .865 .625 .928 .962 .250 .952 .967

LEWIS STREET

GARDEN GROVE BOULEVARD

LEWIS STREET
Right
576
Thru
85 Left
152
Out In Total
733 813 1546
Right
175
Thru
744
Left
6 U-Turn
2 Out Total In
954 927 1881
Left
85 Thru
77 Right
4 Out In Total
131 166 297
Left
481
Thru
798
Right
40 U-Turn
2 Total Out In
1405 1321 2726
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-13
2970
File Name : H1908009
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: GARDEN GROVE BOULEVARD
Groups Printed- Turning Movements

THE CITY DRIVE
Southbound

GARDEN GROVE

BOULEVARD
Westbound

THE CITY DRIVE
Northbound

GARDEN GROVE

BOULEVARD
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 24 1 111 51 56 0 0 2 0 4 150 100 499
07:15 28 1 139 79 72 0 0 3 1 2 176 133 634
07:30 37 0 158 91 71 0 1 1 0 0 175 116 650
07:45 42 0 165 114 97 0 2 1 1 2 173 118 715
Total 131 2 573 335 296 0 3 7 2 8 674 467 2498
08:00 45 0 196 101 81 2 3 0 0 3 162 101 694
08:15 21 0 180 69 101 1 0 1 1 1 142 85 602
08:30 27 0 163 66 77 1 1 1 0 0 122 75 533
08:45 24 1 168 63 69 1 1 2 0 1 133 58 521
Total 117 1 707 299 328 5 5 4 1 5 559 319 2350
*** BREAK ***
16:00 39 0 100 95 162 0 0 0 1 2 153 98 650
16:15 48 0 78 102 190 3 4 2 0 1 150 75 653
16:30 56 1 86 90 234 2 0 1 0 0 130 102 702
16:45 73 0 139 145 214 2 3 0 0 1 157 87 821
Total 216 1 403 432 800 7 7 3 1 4 590 362 2826
17:00 80 0 180 137 216 1 1 0 1 0 135 89 840
17:15 62 0 178 142 256 1 0 4 1 1 173 92 910
17:30 67 0 171 159 237 1 0 1 1 0 158 94 889
17:45 57 0 155 150 188 1 1 0 0 0 119 78 749
Total 266 0 684 588 897 4 2 5 3 1 585 353 3388
Grand Total 730 4 2367 1654 2321 16 17 19 7 18 2408 1501 11062 Apprch % 23.5 0.1 76.3 41.4 58.2 0.4 39.5 44.2 16.3 0.5 61.3 38.2 Total % 6.6 0 21.4 15 21 0.1 0.2 0.2 0.1 0.2 21.8 13.6
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-14
2971
File Name : H1908009
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: GARDEN GROVE BOULEVARD

THE CITY DRIVE
Southbound

GARDEN GROVE

BOULEVARD
Westbound

THE CITY DRIVE
Northbound

GARDEN GROVE

BOULEVARD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 28 1 139 168 79 72 0 151 0 3 1 4 2 176 133 311 634 07:30 37 0 158 195 91 71 0 162 1 1 0 2 0 175 116 291 650 07:45 42 0 165 207 114 97 0 211 2 1 1 4 2 173 118 293 715 08:00 45 0 196 241 101 81 2 184 3 0 0 3 3 162 101 266 694 Total Volume 152 1 658 811 385 321 2 708 6 5 2 13 7 686 468 1161 2693 % App. Total 18.7 0.1 81.1 54.4 45.3 0.3 46.2 38.5 15.4 0.6 59.1 40.3 PHF .844 .250 .839 .841 .844 .827 .250 .839 .500 .417 .500 .813 .583 .974 .880 .933 .942

THE CITY DRIVE

GARDEN GROVE BOULEVARD

THE CITY DRIVE
Right
152
Thru
1 Left
658
Out In Total
858 811 1669
Right
385
Thru
321
Left
2 Out Total In
1350 708 2058
Left
2 Thru
5 Right
6 Out In Total
10 13 23
Left
468
Thru
686
Right
7 Total Out In
475 1161 1636
Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-15
2972
File Name : H1908009
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: GARDEN GROVE BOULEVARD

THE CITY DRIVE
Southbound

GARDEN GROVE

BOULEVARD
Westbound

THE CITY DRIVE
Northbound

GARDEN GROVE

BOULEVARD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 73 0 139 212 145 214 2 361 3 0 0 3 1 157 87 245 821 17:00 80 0 180 260 137 216 1 354 1 0 1 2 0 135 89 224 840 17:15 62 0 178 240 142 256 1 399 0 4 1 5 1 173 92 266 910 17:30 67 0 171 238 159 237 1 397 0 1 1 2 0 158 94 252 889 Total Volume 282 0 668 950 583 923 5 1511 4 5 3 12 2 623 362 987 3460 % App. Total 29.7 0 70.3 38.6 61.1 0.3 33.3 41.7 25 0.2 63.1 36.7 PHF .881 .000 .928 .913 .917 .901 .625 .947 .333 .313 .750 .600 .500 .900 .963 .928 .951

THE CITY DRIVE

GARDEN GROVE BOULEVARD

THE CITY DRIVE
Right
282
Thru
0 Left
668
Out In Total
950 950 1900
Right
583
Thru
923
Left
5 Out Total In
1295 1511 2806
Left
3 Thru
5 Right
4 Out In Total
7 12 19
Left
362
Thru
623
Right
2 Total Out In
1208 987 2195
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-16
2973
File Name : H1908010
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: BRISTOL STREET
E-W Direction: MEMORY LANE
Groups Printed- Turning Movements

BRISTOL STREET
Southbound

MEMORY LANE
Westbound

BRISTOL STREET
Northbound

MEMORY LANE
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 33 338 22 35 23 22 8 325 65 151 30 70 1122
07:15 44 303 15 51 27 20 4 341 72 216 53 85 1231
07:30 45 244 15 41 49 17 11 319 80 221 39 105 1186
07:45 50 241 36 49 49 17 12 329 101 223 38 108 1253
Total 172 1126 88 176 148 76 35 1314 318 811 160 368 4792 08:00 59 252 23 47 39 17 8 363 106 208 44 94 1260
08:15 52 300 20 38 33 19 8 315 74 187 43 83 1172
08:30 43 250 10 47 35 17 9 314 63 156 39 84 1067
08:45 44 258 12 34 17 18 10 266 74 141 47 78 999
Total 198 1060 65 166 124 71 35 1258 317 692 173 339 4498 *** BREAK ***
16:00 98 297 28 29 61 23 14 342 140 142 34 91 1299
16:15 134 301 26 30 56 21 8 348 125 134 49 88 1320
16:30 154 288 28 38 52 22 15 366 146 144 61 94 1408
16:45 176 290 39 38 78 23 14 320 140 155 53 75 1401
Total 562 1176 121 135 247 89 51 1376 551 575 197 348 5428 17:00 153 331 45 53 82 24 13 340 162 184 53 91 1531
17:15 191 306 27 47 97 31 19 351 142 208 53 85 1557
17:30 170 292 31 44 88 23 16 344 136 191 60 83 1478
17:45 132 323 42 38 91 26 14 322 137 159 57 75 1416
Total 646 1252 145 182 358 104 62 1357 577 742 223 334 5982 Grand Total 1578 4614 419 659 877 340 183 5305 1763 2820 753 1389 20700 Apprch % 23.9 69.8 6.3 35.1 46.7 18.1 2.5 73.2 24.3 56.8 15.2 28 Total % 7.6 22.3 2 3.2 4.2 1.6 0.9 25.6 8.5 13.6 3.6 6.7 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-17
2974
File Name : H1908010
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: BRISTOL STREET
E-W Direction: MEMORY LANE

BRISTOL STREET
Southbound

MEMORY LANE
Westbound

BRISTOL STREET
Northbound

MEMORY LANE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 44 303 15 362 51 27 20 98 4 341 72 417 216 53 85 354 1231 07:30 45 244 15 304 41 49 17 107 11 319 80 410 221 39 105 365 1186 07:45 50 241 36 327 49 49 17 115 12 329 101 442 223 38 108 369 1253 08:00 59 252 23 334 47 39 17 103 8 363 106 477 208 44 94 346 1260 Total Volume 198 1040 89 1327 188 164 71 423 35 1352 359 1746 868 174 392 1434 4930 % App. Total 14.9 78.4 6.7 44.4 38.8 16.8 2 77.4 20.6 60.5 12.1 27.3 PHF .839 .858 .618 .916 .922 .837 .888 .920 .729 .931 .847 .915 .973 .821 .907 .972 .978

BRISTOL STREET

MEMORY LANE

BRISTOL STREET
Right
198
Thru
1040
Left
89 Out In Total
1932 1327 3259
Right
188
Thru
164
Left
71 Out Total In
298 423 721
Left
359
Thru
1352
Right
35 Out In Total
1979 1746 3725
Left
392
Thru
174
Right
868
Total Out In
721 1434 2155
Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-18
2975
File Name : H1908010
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: BRISTOL STREET
E-W Direction: MEMORY LANE

BRISTOL STREET
Southbound

MEMORY LANE
Westbound

BRISTOL STREET
Northbound

MEMORY LANE
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 17:00
17:00 153 331 45 529 53 82 24 159 13 340 162 515 184 53 91 328 1531 17:15 191 306 27 524 47 97 31 175 19 351 142 512 208 53 85 346 1557 17:30 170 292 31 493 44 88 23 155 16 344 136 496 191 60 83 334 1478 17:45 132 323 42 497 38 91 26 155 14 322 137 473 159 57 75 291 1416 Total Volume 646 1252 145 2043 182 358 104 644 62 1357 577 1996 742 223 334 1299 5982 % App. Total 31.6 61.3 7.1 28.3 55.6 16.1 3.1 68 28.9 57.1 17.2 25.7 PHF .846 .946 .806 .966 .858 .923 .839 .920 .816 .967 .890 .969 .892 .929 .918 .939 .961

BRISTOL STREET

MEMORY LANE

BRISTOL STREET
Right
646
Thru
1252
Left
145
Out In Total
1873 2043 3916
Right
182
Thru
358
Left
104
Out Total In
430 644 1074
Left
577
Thru
1357
Right
62 Out In Total
2098 1996 4094
Left
334
Thru
223
Right
742
Total Out In
1581 1299 2880
Peak Hour Begins at 17:00
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-19
2976
File Name : H1908011
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: EXISTING DRIVEWAY 1
Groups Printed- Turning Movements

THE CITY DRIVE
Southbound

DRIIVEWAY
Westbound

THE CITY DRIVE
Northbound
EXISTING DRIVEWAY 1
Eastbound
Start Time Right Thru Left U-Turn Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 31 160 8 0 2 0 0 11 138 3 0 0 7 360
07:15 29 142 10 0 5 0 1 6 202 5 1 0 7 408
07:30 25 201 16 0 3 0 1 6 194 5 2 0 4 457
07:45 39 236 21 3 0 0 0 10 208 8 2 0 5 532
Total 124 739 55 3 10 0 2 33 742 21 5 0 23 1757
08:00 38 213 16 0 3 2 0 17 186 3 3 0 11 492
08:15 40 198 15 0 2 0 2 8 149 5 1 0 2 422
08:30 39 174 14 0 1 1 1 4 130 7 2 0 11 384
08:45 40 154 10 0 0 0 1 4 114 4 0 0 6 333
Total 157 739 55 0 6 3 4 33 579 19 6 0 30 1631
*** BREAK ***
16:00 5 178 3 0 3 1 3 0 186 6 6 1 35 427
16:15 4 168 2 1 2 0 2 1 181 2 5 0 22 390
16:30 7 198 3 1 8 0 4 4 182 2 7 0 46 462
16:45 5 202 2 0 17 0 1 4 225 2 5 0 32 495
Total 21 746 10 2 30 1 10 9 774 12 23 1 135 1774
17:00 2 244 1 0 27 0 6 1 223 2 9 0 55 570
17:15 5 248 1 0 5 1 1 0 232 1 2 0 41 537
17:30 4 236 3 0 9 0 2 2 252 3 9 0 30 550
17:45 2 176 9 0 10 0 2 3 229 2 5 0 27 465
Total 13 904 14 0 51 1 11 6 936 8 25 0 153 2122
Grand Total 315 3128 134 5 97 5 27 81 3031 60 59 1 341 7284 Apprch % 8.8 87.3 3.7 0.1 75.2 3.9 20.9 2.6 95.6 1.9 14.7 0.2 85 Total % 4.3 42.9 1.8 0.1 1.3 0.1 0.4 1.1 41.6 0.8 0.8 0 4.7 Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-20
2977
File Name : H1908011
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: EXISTING DRIVEWAY 1

THE CITY DRIVE
Southbound

DRIIVEWAY
Westbound

THE CITY DRIVE
Northbound
EXISTING DRIVEWAY 1
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:30
07:30 25 201 16 0 242 3 0 1 4 6 194 5 205 2 0 4 6 457
07:45 39 236 21 3 299 0 0 0 0 10 208 8 226 2 0 5 7 532
08:00 38 213 16 0 267 3 2 0 5 17 186 3 206 3 0 11 14 492 08:15 40 198 15 0 253 2 0 2 4 8 149 5 162 1 0 2 3 422
Total Volume 142 848 68 3 1061 8 2 3 13 41 737 21 799 8 0 22 30 1903 % App. Total 13.4 79.9 6.4 0.3 61.5 15.4 23.1 5.1 92.2 2.6 26.7 0 73.3 PHF .888 .898 .810 .250 .887 .667 .250 .375 .650 .603 .886 .656 .884 .667 .000 .500 .536 .894

THE CITY DRIVE
EXISTING DRIVEWAY 1

DRIIVEWAY

THE CITY DRIVE
Right
142
Thru
848
Left
68 U-Turn
3 Out In Total
767 1061 1828
Right
8 Thru
2 Left
3 Out Total In
109 13 122
Left
21 Thru
737
Right
41 Out In Total
859 799 1658
Left
22 Thru
0 Right
8 Total Out In
165 30 195
Peak Hour Begins at 07:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-21
2978
File Name : H1908011
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: THE CITY DRIVE
E-W Direction: EXISTING DRIVEWAY 1

THE CITY DRIVE
Southbound

DRIIVEWAY
Westbound

THE CITY DRIVE
Northbound
EXISTING DRIVEWAY 1
Eastbound
Start Time Right Thru Left U-Turn App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:45
16:45 5 202 2 0 209 17 0 1 18 4 225 2 231 5 0 32 37 495 17:00 2 244 1 0 247 27 0 6 33 1 223 2 226 9 0 55 64 570 17:15 5 248 1 0 254 5 1 1 7 0 232 1 233 2 0 41 43 537
17:30 4 236 3 0 243 9 0 2 11 2 252 3 257 9 0 30 39 550
Total Volume 16 930 7 0 953 58 1 10 69 7 932 8 947 25 0 158 183 2152 % App. Total 1.7 97.6 0.7 0 84.1 1.4 14.5 0.7 98.4 0.8 13.7 0 86.3 PHF .800 .938 .583 .000 .938 .537 .250 .417 .523 .438 .925 .667 .921 .694 .000 .718 .715 .944

THE CITY DRIVE
EXISTING DRIVEWAY 1

DRIIVEWAY

THE CITY DRIVE
Right
16 Thru
930
Left
7 U-Turn
0 Out In Total
1148 953 2101
Right
58 Thru
1 Left
10 Out Total In
14 69 83
Left
8 Thru
932
Right
7 Out In Total
965 947 1912
Left
158
Thru
0 Right
25 Total Out In
25 183 208
Peak Hour Begins at 16:45
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-22
2979
File Name : H1908012
Site Code : 00000000
Start Date : 8/27/2019
Page No : 1
City: ORANGE
N-S Direction: EXISTING DRIVEWAY 2
E-W Direction: GARDEN GROVE BOULEVARD
Groups Printed- Turning Movements
EXISTING DRIVEWAY 2
Southbound

GARDEN GROVE

BOULEVARD
Westbound

DEAD END
Northbound

GARDEN GROVE

BOULEVARD
Eastbound
Start Time Right Thru Left Right Thru Left Right Thru Left Right Thru Left Int. Total 07:00 1 0 0 9 77 0 0 0 0 0 260 1 348
07:15 4 0 0 6 72 0 0 0 0 0 314 1 397
07:30 0 0 0 8 148 0 0 0 0 0 301 0 457
07:45 1 0 0 3 143 0 0 0 0 0 305 1 453
Total 6 0 0 26 440 0 0 0 0 0 1180 3 1655
08:00 1 0 0 5 147 0 0 0 0 0 280 1 434
08:15 4 0 0 6 129 0 0 0 0 0 230 1 370
08:30 2 0 1 4 115 0 0 0 0 0 196 2 320
08:45 3 0 0 3 97 0 0 0 0 0 193 1 297
Total 10 0 1 18 488 0 0 0 0 0 899 5 1421
*** BREAK ***
16:00 9 0 0 2 228 0 0 0 0 0 254 0 493
16:15 7 0 1 0 263 0 0 0 0 0 229 0 500
16:30 6 0 0 0 279 0 0 0 0 0 249 0 534
16:45 6 0 0 0 275 0 0 0 0 0 257 2 540
Total 28 0 1 2 1045 0 0 0 0 0 989 2 2067
17:00 13 0 0 1 293 0 0 0 0 0 230 1 538
17:15 12 0 0 5 290 0 0 0 0 0 255 1 563
17:30 4 0 0 1 299 0 0 0 0 0 205 2 511
17:45 5 0 0 3 246 0 0 0 0 0 264 0 518
Total 34 0 0 10 1128 0 0 0 0 0 954 4 2130
Grand Total 78 0 2 56 3101 0 0 0 0 0 4022 14 7273
Apprch % 97.5 0 2.5 1.8 98.2 0 0 0 0 0 99.7 0.3
Total % 1.1 0 0 0.8 42.6 0 0 0 0 0 55.3 0.2
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-23
2980
File Name : H1908012
Site Code : 00000000
Start Date : 8/27/2019
Page No : 2
City: ORANGE
N-S Direction: EXISTING DRIVEWAY 2
E-W Direction: GARDEN GROVE BOULEVARD
EXISTING DRIVEWAY 2
Southbound

GARDEN GROVE

BOULEVARD
Westbound

DEAD END
Northbound

GARDEN GROVE

BOULEVARD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 07:00 to 08:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 07:15
07:15 4 0 0 4 6 72 0 78 0 0 0 0 0 314 1 315 397
07:30 0 0 0 0 8 148 0 156 0 0 0 0 0 301 0 301 457
07:45 1 0 0 1 3 143 0 146 0 0 0 0 0 305 1 306 453
08:00 1 0 0 1 5 147 0 152 0 0 0 0 0 280 1 281 434
Total Volume 6 0 0 6 22 510 0 532 0 0 0 0 0 1200 3 1203 1741 % App. Total 100 0 0 4.1 95.9 0 0 0 0 0 99.8 0.2
PHF .375 .000 .000 .375 .688 .861 .000 .853 .000 .000 .000 .000 .000 .955 .750 .955 .952 EXISTING DRIVEWAY 2

GARDEN GROVE BOULEVARD

DEAD END
Right
6 Thru
0 Left
0 Out In Total
25 6 31
Right
22 Thru
510
Left
0 Out Total In
1200 532 1732
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
3 1200
Thru Right
0 Total Out In
516 1203 1719
Peak Hour Begins at 07:15
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-24
2981
File Name : H1908012
Site Code : 00000000
Start Date : 8/27/2019
Page No : 3
City: ORANGE
N-S Direction: EXISTING DRIVEWAY 2
E-W Direction: GARDEN GROVE BOULEVARD
EXISTING DRIVEWAY 2
Southbound

GARDEN GROVE

BOULEVARD
Westbound

DEAD END
Northbound

GARDEN GROVE

BOULEVARD
Eastbound
Start Time Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Right Thru Left App. Total Int. Total Peak Hour Analysis From 16:00 to 17:45 - Peak 1 of 1
Peak Hour for Entire Intersection Begins at 16:30
16:30 6 0 0 6 0 279 0 279 0 0 0 0 0 249 0 249 534
16:45 6 0 0 6 0 275 0 275 0 0 0 0 0 257 2 259 540
17:00 13 0 0 13 1 293 0 294 0 0 0 0 0 230 1 231 538
17:15 12 0 0 12 5 290 0 295 0 0 0 0 0 255 1 256 563
Total Volume 37 0 0 37 6 1137 0 1143 0 0 0 0 0 991 4 995 2175 % App. Total 100 0 0 0.5 99.5 0 0 0 0 0 99.6 0.4
PHF .712 .000 .000 .712 .300 .970 .000 .969 .000 .000 .000 .000 .000 .964 .500 .960 .966 EXISTING DRIVEWAY 2

GARDEN GROVE BOULEVARD

DEAD END
Right
37 Thru
0 Left
0 Out In Total
10 37 47
Right
6 Thru
1137
Left
0 Out Total In
991 1143 2134
Left
0 Thru
0 Right
0 Out In Total
0 0 0
Left
4 Thru
991
Right
0 Total Out In
1174 995 2169
Peak Hour Begins at 16:30
Turning Movements
Peak Hour Data
North
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
B-25
2982
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX B-II

ROADWAY SEGMENT COUNTS
B-26
2983
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Location : METROPOLITAN DRIVE Site: ORANGE
Segment : SR-22 WB TO THE CITY DR Date: 08/27/19
Client : LL&G
Interval EB WB Combined Day: Tuesday
Begin AM PM AM PM AM PM
12:00 19 69 138 671 20 67 138 526 39 136 276 1,197
12:15 28 195 17 142 45 337
12:30 8 166 14 124 22 290
12:45 14 172 16 122 30 294
01:00 5 19 173 674 7 24 122 463 12 43 295 1,137
01:15 7 164 6 106 13 270
01:30 3 177 7 99 10 276
01:45 4 160 4 136 8 296
02:00 4 19 160 696 2 6 140 550 6 25 300 1,246
02:15 5 178 0 128 5 306
02:30 5 179 0 138 5 317
02:45 5 179 4 144 9 323
03:00 6 39 182 725 5 24 136 623 11 63 318 1,348
03:15 12 174 8 118 20 292
03:30 9 175 5 192 14 367
03:45 12 194 6 177 18 371
04:00 15 113 233 813 4 34 166 883 19 147 399 1,696
04:15 24 200 6 207 30 407
04:30 28 210 12 266 40 476
04:45 46 170 12 244 58 414
05:00 33 272 212 860 20 96 394 1,312 53 368 606 2,172
05:15 44 224 23 366 67 590
05:30 76 198 21 318 97 516
05:45 119 226 32 234 151 460
06:00 127 608 233 782 48 188 190 604 175 796 423 1,386
06:15 141 206 36 114 177 320
06:30 162 203 58 144 220 347
06:45 178 140 46 156 224 296
07:00 222 1,189 140 633 80 467 147 488 302 1,656 287 1,121 07:15 260 170 105 119 365 289
07:30 305 156 128 86 433 242
07:45 402 167 154 136 556 303
08:00 338 1,097 144 458 146 470 108 469 484 1,567 252 927 08:15 285 88 100 114 385 202
08:30 226 122 118 123 344 245
08:45 248 104 106 124 354 228
09:00 200 721 155 438 84 328 134 460 284 1,049 289 898
09:15 206 94 70 90 276 184
09:30 143 104 86 118 229 222
09:45 172 85 88 118 260 203
10:00 154 605 64 252 62 350 164 437 216 955 228 689
10:15 163 70 81 164 244 234
10:30 138 76 91 64 229 140
10:45 150 42 116 45 266 87
11:00 158 652 45 185 104 426 37 136 262 1,078 82 321
11:15 128 34 108 29 236 63
11:30 178 62 106 34 284 96
11:45 188 44 108 36 296 80
Totals 5,403 7,187 2,480 6,951 7,883 14,138
Split% 68.5 50.8 31.5 49.2
Day Totals 12,590 9,431 22,021
Day Splits 57.2 42.8
Peak Hour 07:30 05:15 07:15 04:45 07:30 05:00
Volume 1,330 881 533 1,322 1,858 2,172
Factor 0.83 0.95 0.87 0.84 0.84 0.90
* Data File : D1908006
B-27
2984
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Location : THE CITY DRIVE Site: ORANGE
Segment : SR-22 EB & GARDEN GROVE BLVD Date: 08/27/19
Client : LL&G
Interval NB SB Combined Day: Tuesday
Begin AM PM AM PM AM PM
12:00 10 41 154 560 29 92 118 533 39 133 272 1,093
12:15 14 134 24 154 38 288
12:30 12 128 16 132 28 260
12:45 5 144 23 129 28 273
01:00 4 17 122 512 13 43 153 596 17 60 275 1,108
01:15 7 126 14 181 21 307
01:30 3 136 8 136 11 272
01:45 3 128 8 126 11 254
02:00 3 12 135 580 4 25 138 560 7 37 273 1,140
02:15 3 135 4 134 7 269
02:30 2 149 8 144 10 293
02:45 4 161 9 144 13 305
03:00 2 38 158 751 9 31 148 637 11 69 306 1,388
03:15 6 196 5 138 11 334
03:30 11 198 12 178 23 376
03:45 19 199 5 173 24 372
04:00 5 74 221 927 12 59 185 743 17 133 406 1,670
04:15 13 202 8 180 21 382
04:30 26 236 17 174 43 410
04:45 30 268 22 204 52 472
05:00 28 181 320 1,142 21 149 237 950 49 330 557 2,092
05:15 50 282 29 264 79 546
05:30 37 278 43 241 80 519
05:45 66 262 56 208 122 470
06:00 54 438 261 883 66 393 191 619 120 831 452 1,502
06:15 90 214 97 171 187 385
06:30 100 210 108 142 208 352
06:45 194 198 122 115 316 313
07:00 143 784 188 527 170 892 122 499 313 1,676 310 1,026 07:15 217 128 218 140 435 268
07:30 192 106 220 113 412 219
07:45 232 105 284 124 516 229
08:00 212 624 78 288 282 956 112 451 494 1,580 190 739
08:15 156 69 245 102 401 171
08:30 134 71 228 124 362 195
08:45 122 70 201 113 323 183
09:00 84 373 63 211 140 539 128 387 224 912 191 598
09:15 94 58 144 90 238 148
09:30 110 43 115 91 225 134
09:45 85 47 140 78 225 125
10:00 84 358 47 147 136 498 78 277 220 856 125 424
10:15 96 40 128 90 224 130
10:30 78 32 106 66 184 98
10:45 100 28 128 43 228 71
11:00 97 426 29 79 120 535 58 177 217 961 87 256
11:15 113 13 140 43 253 56
11:30 88 21 135 38 223 59
11:45 128 16 140 38 268 54
Totals 3,366 6,607 4,212 6,429 7,578 13,036
Split% 44.4 50.7 55.6 49.3
Day Totals 9,973 10,641 20,614
Day Splits 48.4 51.6
Peak Hour 07:15 04:45 07:45 05:00 07:15 04:45
Volume 853 1,148 1,039 950 1,857 2,094
Factor 0.92 0.90 0.91 0.90 0.90 0.94
* Data File : D1908007
B-28
2985
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Location : GARDEN GROVE BOULEVARD Site: ORANGE
Segment : LEWIS ST TO CITY DRIVE Date: 08/27/19
Client : LL&G
Interval WB EB Combined Day: Tuesday
Begin AM PM AM PM AM PM
12:00 28 88 124 471 20 51 128 567 48 139 252 1,038
12:15 22 132 9 134 31 266
12:30 22 111 12 145 34 256
12:45 16 104 10 160 26 264
01:00 8 38 112 489 4 23 152 598 12 61 264 1,087
01:15 11 112 7 132 18 244
01:30 9 147 7 158 16 305
01:45 10 118 5 156 15 274
02:00 7 21 124 538 6 17 164 713 13 38 288 1,251
02:15 4 124 2 198 6 322
02:30 6 152 5 171 11 323
02:45 4 138 4 180 8 318
03:00 6 20 201 763 2 34 178 836 8 54 379 1,599
03:15 4 162 10 206 14 368
03:30 3 188 10 212 13 400
03:45 7 212 12 240 19 452
04:00 11 59 234 1,116 10 88 248 954 21 147 482 2,070
04:15 12 246 25 216 37 462
04:30 15 298 31 254 46 552
04:45 21 338 22 236 43 574
05:00 20 127 318 1,440 26 213 254 1,022 46 340 572 2,462 05:15 34 398 54 261 88 659
05:30 37 376 56 291 93 667
05:45 36 348 77 216 113 564
06:00 28 200 248 810 76 666 224 864 104 866 472 1,674
06:15 42 218 116 230 158 448
06:30 54 184 228 224 282 408
06:45 76 160 246 186 322 346
07:00 92 444 150 566 265 1,185 161 532 357 1,629 311 1,098 07:15 96 147 298 132 394 279
07:30 120 144 300 134 420 278
07:45 136 125 322 105 458 230
08:00 136 480 108 430 284 921 108 359 420 1,401 216 789 08:15 125 104 233 87 358 191
08:30 126 102 211 82 337 184
08:45 93 116 193 82 286 198
09:00 98 384 110 410 131 553 84 282 229 937 194 692
09:15 106 114 130 82 236 196
09:30 92 103 165 56 257 159
09:45 88 83 127 60 215 143
10:00 108 424 70 247 117 432 54 168 225 856 124 415
10:15 112 74 107 44 219 118
10:30 98 54 96 40 194 94
10:45 106 49 112 30 218 79
11:00 105 430 52 137 122 478 34 132 227 908 86 269
11:15 127 28 116 38 243 66
11:30 108 28 110 34 218 62
11:45 90 29 130 26 220 55
Totals 2,715 7,417 4,661 7,027 7,376 14,444
Split% 36.8 51.4 63.2 48.6
Day Totals 10,132 11,688 21,820
Day Splits 46.4 53.6
Peak Hour 07:45 05:00 07:15 04:45 07:15 04:45
Volume 523 1,440 1,204 1,042 1,692 2,472
Factor 0.96 0.90 0.93 0.90 0.92 0.93
* Data File : D1908008
B-29
2986
Transportation Studies, Inc.
2640 Walnut Avenue, Suite L
Tustin, CA. 92780
Location : MEMORY LANE Site: ORANGE
Segment : THE CITY DR & BRISTOL ST Date: 08/27/19
Client : LL&G
Interval EB WB Combined Day: Tuesday
Begin AM PM AM PM AM PM
12:00 23 73 140 587 27 98 177 660 50 171 317 1,247
12:15 17 153 28 183 45 336
12:30 17 134 28 140 45 274
12:45 16 160 15 160 31 320
01:00 12 37 154 648 12 44 161 713 24 81 315 1,361
01:15 11 183 14 178 25 361
01:30 8 152 10 204 18 356
01:45 6 159 8 170 14 329
02:00 6 33 167 677 7 28 170 739 13 61 337 1,416
02:15 5 167 5 168 10 335
02:30 12 180 10 201 22 381
02:45 10 163 6 200 16 363
03:00 4 30 174 738 8 43 250 955 12 73 424 1,693
03:15 8 174 6 202 14 376
03:30 14 178 11 228 25 406
03:45 4 212 18 275 22 487
04:00 12 84 214 931 10 95 282 1,362 22 179 496 2,293
04:15 23 235 23 330 46 565
04:30 25 246 22 348 47 594
04:45 24 236 40 402 64 638
05:00 30 188 275 1,081 35 213 394 1,684 65 401 669 2,765 05:15 42 290 55 464 97 754
05:30 47 290 48 448 95 738
05:45 69 226 75 378 144 604
06:00 58 542 220 796 45 386 380 1,261 103 928 600 2,057 06:15 126 216 78 323 204 539
06:30 176 198 93 294 269 492
06:45 182 162 170 264 352 426
07:00 216 1,088 157 593 124 746 256 769 340 1,834 413 1,362 07:15 279 155 174 177 453 332
07:30 295 143 202 190 497 333
07:45 298 138 246 146 544 284
08:00 292 958 130 473 230 730 136 516 522 1,688 266 989 08:15 250 121 194 114 444 235
08:30 212 113 160 133 372 246
08:45 204 109 146 133 350 242
09:00 140 588 115 375 130 516 133 461 270 1,104 248 836 09:15 139 96 130 129 269 225
09:30 168 76 126 101 294 177
09:45 141 88 130 98 271 186
10:00 147 509 76 247 129 521 88 309 276 1,030 164 556
10:15 130 79 134 90 264 169
10:30 114 58 136 73 250 131
10:45 118 34 122 58 240 92
11:00 134 559 42 160 141 557 52 141 275 1,116 94 301
11:15 142 46 150 23 292 69
11:30 143 42 140 38 283 80
11:45 140 30 126 28 266 58
Totals 4,689 7,306 3,977 9,570 8,666 16,876
Split% 54.1 43.3 45.9 56.7
Day Totals 11,995 13,547 25,542
Day Splits 47.0 53.0
Peak Hour 07:15 04:45 07:30 04:45 07:15 04:45
Volume 1,164 1,091 872 1,708 2,016 2,799
Factor 0.98 0.94 0.89 0.92 0.93 0.93
* Data File : D1908009
B-30
2987
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-19-4158-1 840 The City Drive South Apartments, Orange
N:\4100\2194158 - 840 The City Drive South Apartments, Orange\Report\4158 Dividers.doc

APPENDIX C

INTERSECTION LEVEL OF SERVICE

CALCULATION WORKSHEETS
2988
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX C-I

EXISTING TRAFFIC CONDITIONS
C-1
2989
Volume to Capacity (v/c): 0.417
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 458 28 671 0 0 8 0 479 42 267 103 10 Total 15-Minute Volume [veh/h] 115 7 168 0 0 2 0 120 11 67 26 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 458 28 671 0 0 8 0 479 42 267 103 10 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 458 28 671 0 0 8 0 479 42 267 103 10 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-2
2990
Intersection V/C 0.417
Intersection LOS A
V/C, Movement V/C Ratio 0.13 0.14 0.12 0.00 0.00 0.00 0.00 0.14 0.00 0.08 0.03 0.03 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-3
2991
Volume to Capacity (v/c): 0.468
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 94 966 1038 293 391 729
Total 15-Minute Volume [veh/h] 24 242 260 73 98 182
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 94 966 1038 293 391 729
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 94 966 1038 293 391 729
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-4
2992
Intersection V/C 0.468
Intersection LOS A
V/C, Movement V/C Ratio 0.03 0.19 0.20 0.00 0.12 0.19
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-5
2993
Volume to Capacity (v/c): 0.652
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 298 626 12 65 1005 665 415 19 53 1 5 5 Total 15-Minute Volume [veh/h] 75 157 3 16 251 166 104 5 13 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 298 626 12 65 1005 665 415 19 53 1 5 5 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 298 626 12 65 1005 665 415 19 53 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-6
2994
Intersection V/C 0.652
Intersection LOS B
V/C, Movement V/C Ratio 0.18 0.13 0.13 0.04 0.30 0.00 0.12 0.10 0.10 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-7
2995
Volume to Capacity (v/c): 0.729
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 39 77 15 208 36 329 475 836 15 3 313 124 Total 15-Minute Volume [veh/h] 10 19 4 52 9 82 119 209 4 1 78 31 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 39 77 15 208 36 329 475 836 15 3 313 124 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 39 77 15 208 36 329 475 836 15 3 313 124 Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-8
2996
Intersection V/C 0.729
Intersection LOS C
V/C, Movement V/C Ratio 0.02 0.08 0.08 0.12 0.02 0.19 0.28 0.25 0.25 0.00 0.13 0.13 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-9
2997
Volume to Capacity (v/c): 0.589
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 2 5 6 658 1 152 468 686 7 2 321 385 Total 15-Minute Volume [veh/h] 1 1 2 165 0 38 117 172 2 1 80 96 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 2 5 6 658 1 152 468 686 7 2 321 385 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 2 5 6 658 1 152 468 686 7 2 321 385 Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-10
2998
Intersection V/C 0.589
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.19 0.19 0.00 0.28 0.14 0.14 0.00 0.06 0.03 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protect Permis Permis Protect Permis Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-11
2999
Volume to Capacity (v/c): 0.762
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 359 1352 35 89 1040 198 392 174 868 71 164 188 Total 15-Minute Volume [veh/h] 90 338 9 22 260 50 98 44 217 18 41 47 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 359 1352 35 89 1040 198 392 174 868 71 164 188 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 359 1352 35 89 1040 198 392 174 868 71 164 188 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-12
3000
Intersection V/C 0.762
Intersection LOS C
V/C, Movement V/C Ratio 0.11 0.27 0.27 0.06 0.31 0.00 0.12 0.18 0.16 0.04 0.05 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protect Permis Permis Protect Permis Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-13
3001
Volume to Capacity (v/c): 0.536
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 363 52 166 0 0 29 0 495 166 683 187 27 Total 15-Minute Volume [veh/h] 91 13 42 0 0 7 0 124 42 171 47 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 363 52 166 0 0 29 0 495 166 683 187 27 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 363 52 166 0 0 29 0 495 166 683 187 27 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-14
3002
Intersection V/C 0.536
Intersection LOS A
V/C, Movement V/C Ratio 0.11 0.12 0.00 0.00 0.00 0.02 0.00 0.15 0.00 0.20 0.06 0.06 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-15
3003
Volume to Capacity (v/c): 0.412
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 194 1142 983 706 131 576
Total 15-Minute Volume [veh/h] 49 286 246 177 33 144
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 194 1142 983 706 131 576
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 194 1142 983 706 131 576
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-16
3004
Intersection V/C 0.412
Intersection LOS A
V/C, Movement V/C Ratio 0.06 0.22 0.19 0.17 0.04 0.11
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-17
3005
Volume to Capacity (v/c): 0.618
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 232 923 2 12 841 651 443 1 88 20 71 21 Total 15-Minute Volume [veh/h] 58 231 1 3 210 163 111 0 22 5 18 5 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 232 923 2 12 841 651 443 1 88 20 71 21 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 232 923 2 12 841 651 443 1 88 20 71 21 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-18
3006
Intersection V/C 0.618
Intersection LOS B
V/C, Movement V/C Ratio 0.14 0.18 0.18 0.01 0.25 0.00 0.13 0.10 0.10 0.01 0.05 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-19
3007
Volume to Capacity (v/c): 1.041
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 85 77 4 152 85 576 483 798 40 8 744 175 Total 15-Minute Volume [veh/h] 21 19 1 38 21 144 121 200 10 2 186 44 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 85 77 4 152 85 576 483 798 40 8 744 175 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 85 77 4 152 85 576 483 798 40 8 744 175 Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-20
3008
Intersection V/C 1.041
Intersection LOS F
V/C, Movement V/C Ratio 0.05 0.10 0.10 0.09 0.05 0.34 0.28 0.25 0.25 0.00 0.27 0.27 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-21
3009
Volume to Capacity (v/c): 0.646
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 3 5 4 668 0 282 362 623 2 5 923 583 Total 15-Minute Volume [veh/h] 1 1 1 167 0 71 91 156 1 1 231 146 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 3 5 4 668 0 282 362 623 2 5 923 583 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 3 5 4 668 0 282 362 623 2 5 923 583 Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-22
3010
Intersection V/C 0.646
Intersection LOS B
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.20 0.00 0.00 0.21 0.12 0.12 0.00 0.18 0.15 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protect Permis Permis Protect Permis Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-23
3011
Volume to Capacity (v/c): 0.886
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 577 1357 62 145 1252 646 334 223 742 104 358 182 Total 15-Minute Volume [veh/h] 144 339 16 36 313 162 84 56 186 26 90 46 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 577 1357 62 145 1252 646 334 223 742 104 358 182 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 577 1357 62 145 1252 646 334 223 742 104 358 182 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-24
3012
Intersection V/C 0.886
Intersection LOS D
V/C, Movement V/C Ratio 0.18 0.28 0.28 0.09 0.37 0.30 0.10 0.17 0.05 0.07 0.11 0.11 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protect Permis Permis Protect Permis Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-25
3013
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX C-II

EXISTING PLUS PROJECT

TRAFFIC CONDITIONS
C-26
3014
Volume to Capacity (v/c): 0.419
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 458 28 676 0 0 8 0 480 42 273 103 10 Total 15-Minute Volume [veh/h] 115 7 169 0 0 2 0 120 11 68 26 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 458 28 676 0 0 8 0 480 42 273 103 10 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 458 28 676 0 0 8 0 480 42 273 103 10 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-27
3015
Intersection V/C 0.419
Intersection LOS A
V/C, Movement V/C Ratio 0.13 0.14 0.12 0.00 0.00 0.00 0.00 0.14 0.00 0.08 0.03 0.03 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-28
3016
Volume to Capacity (v/c): 0.471
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 100 980 1043 293 391 736
Total 15-Minute Volume [veh/h] 25 245 261 73 98 184
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 100 980 1043 293 391 736
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 100 980 1043 293 391 736
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-29
3017
Intersection V/C 0.471
Intersection LOS A
V/C, Movement V/C Ratio 0.03 0.19 0.20 0.00 0.12 0.19
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-30
3018
Volume to Capacity (v/c): 0.668
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 319 645 12 65 1016 665 415 19 55 1 5 5 Total 15-Minute Volume [veh/h] 80 161 3 16 254 166 104 5 14 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 319 645 12 65 1016 665 415 19 55 1 5 5 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 319 645 12 65 1016 665 415 19 55 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-31
3019
Intersection V/C 0.668
Intersection LOS B
V/C, Movement V/C Ratio 0.19 0.13 0.13 0.04 0.30 0.00 0.12 0.10 0.10 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-32
3020
Volume to Capacity (v/c): 0.731
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 39 77 15 208 36 329 475 838 15 3 319 128 Total 15-Minute Volume [veh/h] 10 19 4 52 9 82 119 210 4 1 80 32 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 39 77 15 208 36 329 475 838 15 3 319 128 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 39 77 15 208 36 329 475 838 15 3 319 128 Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-33
3021
Intersection V/C 0.731
Intersection LOS C
V/C, Movement V/C Ratio 0.02 0.08 0.08 0.12 0.02 0.19 0.28 0.25 0.25 0.00 0.13 0.13 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-34
3022
Volume to Capacity (v/c): 0.593
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 2 5 6 667 1 152 470 686 7 2 326 385 Total 15-Minute Volume [veh/h] 1 1 2 167 0 38 118 172 2 1 82 96 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 2 5 6 667 1 152 470 686 7 2 326 385 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 2 5 6 667 1 152 470 686 7 2 326 385 Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Volumes
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-35
3023
Intersection V/C 0.593
Intersection LOS A
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.20 0.20 0.00 0.28 0.14 0.14 0.00 0.06 0.03 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protect Permis Permis Protect Permis Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-36
3024
Volume to Capacity (v/c): 0.764
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 361 1352 35 89 1040 201 395 174 874 71 164 188 Total 15-Minute Volume [veh/h] 90 338 9 22 260 50 99 44 219 18 41 47 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 361 1352 35 89 1040 201 395 174 874 71 164 188 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 361 1352 35 89 1040 201 395 174 874 71 164 188 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-37
3025
Intersection V/C 0.764
Intersection LOS C
V/C, Movement V/C Ratio 0.11 0.27 0.27 0.06 0.31 0.00 0.12 0.18 0.16 0.04 0.05 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protect Permis Permis Protect Permis Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 3: 3 AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-38
3026
Volume to Capacity (v/c): 0.538
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 363 52 180 0 0 29 0 499 166 687 187 27 Total 15-Minute Volume [veh/h] 91 13 45 0 0 7 0 125 42 172 47 7 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 363 52 180 0 0 29 0 499 166 687 187 27 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 363 52 180 0 0 29 0 499 166 687 187 27 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-39
3027
Intersection V/C 0.538
Intersection LOS A
V/C, Movement V/C Ratio 0.11 0.12 0.00 0.00 0.00 0.02 0.00 0.15 0.00 0.20 0.06 0.06 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-40
3028
Volume to Capacity (v/c): 0.419
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 198 1150 994 706 131 593
Total 15-Minute Volume [veh/h] 50 288 249 177 33 148
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 198 1150 994 706 131 593
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 198 1150 994 706 131 593
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-41
3029
Intersection V/C 0.419
Intersection LOS A
V/C, Movement V/C Ratio 0.06 0.23 0.19 0.17 0.04 0.12
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-42
3030
Volume to Capacity (v/c): 0.634
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 245 934 2 12 870 651 443 1 93 20 71 21 Total 15-Minute Volume [veh/h] 61 234 1 3 218 163 111 0 23 5 18 5 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 245 934 2 12 870 651 443 1 93 20 71 21 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 245 934 2 12 870 651 443 1 93 20 71 21 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-43
3031
Intersection V/C 0.634
Intersection LOS B
V/C, Movement V/C Ratio 0.14 0.18 0.18 0.01 0.26 0.00 0.13 0.11 0.11 0.01 0.05 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-44
3032
Volume to Capacity (v/c): 1.043
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 85 77 4 152 85 576 483 803 40 8 747 178 Total 15-Minute Volume [veh/h] 21 19 1 38 21 144 121 201 10 2 187 45 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 85 77 4 152 85 576 483 803 40 8 747 178 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 85 77 4 152 85 576 483 803 40 8 747 178 Name Lewis Street Lewis Street Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-45
3033
Intersection V/C 1.043
Intersection LOS F
V/C, Movement V/C Ratio 0.05 0.10 0.10 0.09 0.05 0.34 0.28 0.25 0.25 0.00 0.27 0.27 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protect Permis Permis Protect Permis Permis Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-46
3034
Volume to Capacity (v/c): 0.653
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 3 5 4 672 0 282 367 623 2 5 937 583 Total 15-Minute Volume [veh/h] 1 1 1 168 0 71 92 156 1 1 234 146 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 3 5 4 672 0 282 367 623 2 5 937 583 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 3 5 4 672 0 282 367 623 2 5 937 583 Name The City Drive The City Drive Garden Grove Boulevard Memory Lane Volumes
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-47
3035
Intersection V/C 0.653
Intersection LOS B
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.20 0.00 0.00 0.22 0.12 0.12 0.00 0.18 0.15 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protect Permis Permis Protect Permis Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-48
3036
Volume to Capacity (v/c): 0.888
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 582 1357 62 145 1252 654 336 222 745 104 358 182 Total 15-Minute Volume [veh/h] 146 339 16 36 313 164 84 56 186 26 90 46 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 582 1357 62 145 1252 654 336 222 745 104 358 182 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 582 1357 62 145 1252 654 336 222 745 104 358 182 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-49
3037
Intersection V/C 0.888
Intersection LOS D
V/C, Movement V/C Ratio 0.18 0.28 0.28 0.09 0.37 0.30 0.11 0.17 0.05 0.07 0.11 0.11 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protect Permis Permis Protect Permis Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 4: 4 PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-50
3038
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX C-III
YEAR 2024 CUMULATIVE

TRAFFIC CONDITIONS
C-51
3039
Volume to Capacity (v/c): 0.476
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 509 29 710 0 0 8 0 615 81 280 153 11 Total 15-Minute Volume [veh/h] 127 7 178 0 0 2 0 154 20 70 38 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 509 29 710 0 0 8 0 615 81 280 153 11 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 509 29 710 0 0 8 0 615 81 280 153 11 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-52
3040
Intersection V/C 0.476
Intersection LOS A
V/C, Movement V/C Ratio 0.15 0.16 0.13 0.00 0.00 0.00 0.00 0.18 0.00 0.08 0.05 0.05 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-53
3041
Volume to Capacity (v/c): 0.535
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 113 1101 1220 339 460 834 Total 15-Minute Volume [veh/h] 28 275 305 85 115 209
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 113 1101 1220 339 460 834
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 113 1101 1220 339 460 834
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-54
3042
Intersection V/C 0.535
Intersection LOS A
V/C, Movement V/C Ratio 0.03 0.22 0.24 0.00 0.14 0.21
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-55
3043
Volume to Capacity (v/c): 0.736
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 329 743 13 68 1190 762 451 20 56 1 5 5 Total 15-Minute Volume [veh/h] 82 186 3 17 298 191 113 5 14 0 1 1 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 329 743 13 68 1190 762 451 20 56 1 5 5 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 329 743 13 68 1190 762 451 20 56 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-56
3044
Intersection V/C 0.736
Intersection LOS C
V/C, Movement V/C Ratio 0.19 0.15 0.15 0.04 0.35 0.00 0.13 0.10 0.10 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-57
3045
Volume to Capacity (v/c): 0.993
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Ga Gr Ga Gr
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 41 81 16 225 38 559 639 958 16 3 392 141 Total 15-Minute Volume [veh/h] 10 20 4 56 10 140 160 240 4 1 98 35 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 41 81 16 225 38 559 639 958 16 3 392 141 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 41 81 16 225 38 559 639 958 16 3 392 141 Name Lewis Street Lewis Street Ga Gr Ga Gr
Volumes
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-58
3046
Intersection V/C 0.993
Intersection LOS E
V/C, Movement V/C Ratio 0.02 0.08 0.08 0.13 0.02 0.33 0.38 0.29 0.29 0.00 0.16 0.16 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-59
3047
Volume to Capacity (v/c): 0.676
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Ga Gr Memory Lane
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 2 5 6 812 1 173 514 785 7 2 398 484 Total 15-Minute Volume [veh/h] 1 1 2 203 0 43 129 196 2 1 100 121 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 2 5 6 812 1 173 514 785 7 2 398 484 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 2 5 6 812 1 173 514 785 7 2 398 484 Name The City Drive The City Drive Ga Gr Memory Lane
Volumes
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-60
3048
Intersection V/C 0.676
Intersection LOS B
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.24 0.24 0.00 0.30 0.16 0.16 0.00 0.08 0.05 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protec Permi Permi Protec Permi Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-61
3049
Volume to Capacity (v/c): 0.857
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 488 1489 37 93 1132 230 446 189 1060 75 178 197 Total 15-Minute Volume [veh/h] 122 372 9 23 283 58 112 47 265 19 45 49 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 488 1489 37 93 1132 230 446 189 1060 75 178 197 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 488 1489 37 93 1132 230 446 189 1060 75 178 197 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-62
3050
Intersection V/C 0.857
Intersection LOS D
V/C, Movement V/C Ratio 0.15 0.30 0.30 0.06 0.33 0.00 0.14 0.20 0.18 0.05 0.05 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protec Permi Permi Protec Permi Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 5: 5 AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-63
3051
Volume to Capacity (v/c): 0.606
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 446 55 201 0 0 30 0 603 196 726 285 28 Total 15-Minute Volume [veh/h] 112 14 50 0 0 8 0 151 49 182 71 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 446 55 201 0 0 30 0 603 196 726 285 28 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 446 55 201 0 0 30 0 603 196 726 285 28 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-64
3052
Intersection V/C 0.606
Intersection LOS B
V/C, Movement V/C Ratio 0.13 0.15 0.00 0.00 0.00 0.02 0.00 0.18 0.00 0.21 0.09 0.09 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-65
3053
Volume to Capacity (v/c): 0.476
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 238 1376 1176 805 190 663 Total 15-Minute Volume [veh/h] 60 344 294 201 48 166
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 238 1376 1176 805 190 663
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 238 1376 1176 805 190 663
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-66
3054
Intersection V/C 0.476
Intersection LOS A
V/C, Movement V/C Ratio 0.07 0.27 0.23 0.18 0.06 0.13
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-67
3055
Volume to Capacity (v/c): 0.711
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 254 1135 2 13 1036 735 511 1 92 21 75 22 Total 15-Minute Volume [veh/h] 64 284 1 3 259 184 128 0 23 5 19 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 254 1135 2 13 1036 735 511 1 92 21 75 22 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 254 1135 2 13 1036 735 511 1 92 21 75 22 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-68
3056
Intersection V/C 0.711
Intersection LOS C
V/C, Movement V/C Ratio 0.15 0.22 0.22 0.01 0.30 0.00 0.15 0.12 0.12 0.01 0.06 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-69
3057
Volume to Capacity (v/c): 1.424
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Ga Gr Ga Gr
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 89 81 4 171 89 829 780 945 42 8 907 198 Total 15-Minute Volume [veh/h] 22 20 1 43 22 207 195 236 11 2 227 50 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 89 81 4 171 89 829 780 945 42 8 907 198 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 89 81 4 171 89 829 780 945 42 8 907 198 Name Lewis Street Lewis Street Ga Gr Ga Gr
Volumes
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-70
3058
Intersection V/C 1.424
Intersection LOS F
V/C, Movement V/C Ratio 0.05 0.10 0.10 0.10 0.05 0.49 0.46 0.29 0.29 0.00 0.33 0.33 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-71
3059
Volume to Capacity (v/c): 0.747
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Ga Gr Memory Lane
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 3 5 4 826 0 325 404 749 2 5 1079 765 Total 15-Minute Volume [veh/h] 1 1 1 207 0 81 101 187 1 1 270 191 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 3 5 4 826 0 325 404 749 2 5 1079 765 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 3 5 4 826 0 325 404 749 2 5 1079 765 Name The City Drive The City Drive Ga Gr Memory Lane
Volumes
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-72
3060
Intersection V/C 0.747
Intersection LOS C
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.24 0.00 0.00 0.24 0.15 0.15 0.00 0.21 0.21 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protec Permi Permi Protec Permi Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-73
3061
Volume to Capacity (v/c): 1.038
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 801 1506 65 152 1422 736 399 242 940 109 387 191 Total 15-Minute Volume [veh/h] 200 377 16 38 356 184 100 61 235 27 97 48 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 801 1506 65 152 1422 736 399 242 940 109 387 191 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 801 1506 65 152 1422 736 399 242 940 109 387 191 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-74
3062
Intersection V/C 1.038
Intersection LOS F
V/C, Movement V/C Ratio 0.25 0.31 0.31 0.10 0.42 0.34 0.12 0.20 0.04 0.07 0.11 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protec Permi Permi Protec Permi Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 6: 6 PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-75
3063
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX C-IV
YEAR 2024 CUMULATIVE PLUS PROJECT

TRAFFIC CONDITIONS
C-76
3064
Volume to Capacity (v/c): 0.478
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 509 29 715 0 0 8 0 616 81 286 153 11 Total 15-Minute Volume [veh/h] 127 7 179 0 0 2 0 154 20 72 38 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 509 29 715 0 0 8 0 616 81 286 153 11 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 509 29 715 0 0 8 0 616 81 286 153 11 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-77
3065
Intersection V/C 0.478
Intersection LOS A
V/C, Movement V/C Ratio 0.15 0.16 0.13 0.00 0.00 0.00 0.00 0.18 0.00 0.08 0.05 0.05 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-78
3066
Volume to Capacity (v/c): 0.538
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 119 1115 1225 339 460 841 Total 15-Minute Volume [veh/h] 30 279 306 85 115 210
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 119 1115 1225 339 460 841
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 119 1115 1225 339 460 841
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-79
3067
Intersection V/C 0.538
Intersection LOS A
V/C, Movement V/C Ratio 0.04 0.22 0.24 0.00 0.14 0.21
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-80
3068
Volume to Capacity (v/c): 0.751
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 350 762 13 68 1201 762 451 20 58 1 5 5 Total 15-Minute Volume [veh/h] 88 191 3 17 300 191 113 5 15 0 1 1 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 350 762 13 68 1201 762 451 20 58 1 5 5 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 350 762 13 68 1201 762 451 20 58 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-81
3069
Intersection V/C 0.751
Intersection LOS C
V/C, Movement V/C Ratio 0.21 0.15 0.15 0.04 0.35 0.00 0.13 0.10 0.10 0.00 0.00 0.00 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-82
3070
Volume to Capacity (v/c): 0.996
Level Of Service: E
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Ga Gr Ga Gr
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 41 81 16 225 38 559 639 960 16 3 398 145 Total 15-Minute Volume [veh/h] 10 20 4 56 10 140 160 240 4 1 100 36 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 41 81 16 225 38 559 639 960 16 3 398 145 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 41 81 16 225 38 559 639 960 16 3 398 145 Name Lewis Street Lewis Street Ga Gr Ga Gr
Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-83
3071
Intersection V/C 0.996
Intersection LOS E
V/C, Movement V/C Ratio 0.02 0.08 0.08 0.13 0.02 0.33 0.38 0.29 0.29 0.00 0.16 0.16 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-84
3072
Volume to Capacity (v/c): 0.681
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Ga Gr Memory Lane
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 2 5 6 821 1 173 516 785 7 2 403 484 Total 15-Minute Volume [veh/h] 1 1 2 205 0 43 129 196 2 1 101 121 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 2 5 6 821 1 173 516 785 7 2 403 484 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 2 5 6 821 1 173 516 785 7 2 403 484 Name The City Drive The City Drive Ga Gr Memory Lane
Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-85
3073
Intersection V/C 0.681
Intersection LOS B
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.24 0.24 0.00 0.30 0.16 0.16 0.00 0.08 0.04 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protec Permi Permi Protec Permi Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-86
3074
Volume to Capacity (v/c): 0.859
Level Of Service: D
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 490 1489 37 93 1132 233 449 189 1066 75 178 197 Total 15-Minute Volume [veh/h] 123 372 9 23 283 58 112 47 267 19 45 49 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 490 1489 37 93 1132 233 449 189 1066 75 178 197 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 490 1489 37 93 1132 233 449 189 1066 75 178 197 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-87
3075
Intersection V/C 0.859
Intersection LOS D
V/C, Movement V/C Ratio 0.15 0.30 0.30 0.06 0.33 0.01 0.14 0.20 0.18 0.05 0.05 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protec Permi Permi Protec Permi Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-88
3076
Volume to Capacity (v/c): 0.608
Level Of Service: B
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 446 55 215 0 0 30 0 607 196 730 285 28 Total 15-Minute Volume [veh/h] 112 14 54 0 0 8 0 152 49 183 71 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 446 55 215 0 0 30 0 607 196 730 285 28 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 446 55 215 0 0 30 0 607 196 730 285 28 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-89
3077
Intersection V/C 0.608
Intersection LOS B
V/C, Movement V/C Ratio 0.13 0.15 0.00 0.00 0.00 0.02 0.00 0.18 0.00 0.21 0.09 0.09 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-90
3078
Volume to Capacity (v/c): 0.483
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 2: The City Drive at Metropolitan Drive
Intersection Level Of Service Report
Crosswalk Yes No Yes
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Thru Thru Right Left Right
Lane Configuration
Approach Northbound Southbound Eastbound
Name The City Drive The City Drive Metropolitan Drive
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 242 1384 1187 805 190 680 Total 15-Minute Volume [veh/h] 61 346 297 201 48 170
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Total Hourly Volume [veh/h] 242 1384 1187 805 190 680
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 242 1384 1187 805 190 680
Name The City Drive The City Drive Metropolitan Drive
Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-91
3079
Intersection V/C 0.483
Intersection LOS A
V/C, Movement V/C Ratio 0.07 0.27 0.23 0.18 0.06 0.13
Movement, Approach, & Intersection Results
Lead / Lag Lead - - - Lead -
Auxiliary Signal Groups 6,7 4,5
Signal Group 5 2 6 6 7 4
Control Type Protected Permissive Permissive Overlap Split Overlap Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-92
3080
Volume to Capacity (v/c): 0.727
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 267 1146 2 13 1065 735 511 1 97 21 75 22 Total 15-Minute Volume [veh/h] 67 287 1 3 266 184 128 0 24 5 19 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 267 1146 2 13 1065 735 511 1 97 21 75 22 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 267 1146 2 13 1065 735 511 1 97 21 75 22 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-93
3081
Intersection V/C 0.727
Intersection LOS C
V/C, Movement V/C Ratio 0.16 0.23 0.23 0.01 0.31 0.00 0.15 0.12 0.12 0.01 0.06 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-94
3082
Volume to Capacity (v/c): 1.426
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 4: Lewis Street at Garden Grove Boulevard
Intersection Level Of Service Report
Crosswalk Yes Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Lewis Street Lewis Street Ga Gr Ga Gr
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 89 81 4 171 89 829 780 950 42 8 910 201 Total 15-Minute Volume [veh/h] 22 20 1 43 22 207 195 238 11 2 228 50 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 89 81 4 171 89 829 780 950 42 8 910 201 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 89 81 4 171 89 829 780 950 42 8 910 201 Name Lewis Street Lewis Street Ga Gr Ga Gr
Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-95
3083
Intersection V/C 1.426
Intersection LOS F
V/C, Movement V/C Ratio 0.05 0.10 0.10 0.10 0.05 0.49 0.46 0.29 0.29 0.00 0.33 0.33 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups
Signal Group 0 2 0 0 6 0 7 4 0 3 8 0
Control Type Split Split Split Split Split Split Protec Permi Permi Protec Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-96
3084
Volume to Capacity (v/c): 0.754
Level Of Service: C
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 5: The City Drive at Garden Grove Boulevard/Memory Lane Intersection Level Of Service Report
Crosswalk Yes Yes Yes No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Ga Gr Memory Lane
Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 3 5 4 830 0 325 409 749 2 5 1093 765 Total 15-Minute Volume [veh/h] 1 1 1 208 0 81 102 187 1 1 273 191 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 3 5 4 830 0 325 409 749 2 5 1093 765 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 3 5 4 830 0 325 409 749 2 5 1093 765 Name The City Drive The City Drive Ga Gr Memory Lane
Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-97
3085
Intersection V/C 0.754
Intersection LOS C
V/C, Movement V/C Ratio 0.00 0.01 0.01 0.24 0.00 0.00 0.24 0.15 0.15 0.00 0.21 0.21 Movement, Approach, & Intersection Results
Lead / Lag - - - - - - Lead - - Lead - -
Auxiliary Signal Groups 6,7 6,8
Signal Group 0 2 0 0 6 6 7 4 0 3 8 8
Control Type Split Split Split Split Split Overla Protec Permi Permi Protec Permi Overla Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-98
3086
Volume to Capacity (v/c): 1.040
Level Of Service: F
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 6: Bristol Street at Memory Lane
Intersection Level Of Service Report
Crosswalk No Yes Yes Yes
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name Bristol Street Bristol Street Memory Lane Memory Lane Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 806 1506 65 152 1422 744 401 241 943 109 387 191 Total 15-Minute Volume [veh/h] 202 377 16 38 356 186 100 60 236 27 97 48 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 806 1506 65 152 1422 744 401 241 943 109 387 191 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 806 1506 65 152 1422 744 401 241 943 109 387 191 Name Bristol Street Bristol Street Memory Lane Memory Lane Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-99
3087
Intersection V/C 1.040
Intersection LOS F
V/C, Movement V/C Ratio 0.25 0.31 0.31 0.10 0.42 0.34 0.13 0.20 0.04 0.07 0.11 0.12 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups 4,6 4,5
Signal Group 5 2 0 1 6 6 0 4 4 0 8 0
Control Type Protec Permi Permi Protec Permi Overla Split Split Overla Split Split Split Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
C-100
3088
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-19-4158-1 840 The City Drive South Apartments, Orange
N:\4100\2194158 - 840 The City Drive South Apartments, Orange\Report\4158 Dividers.doc

APPENDIX D

CALTRANS INTERSECTION LEVEL OF SERVICE

CALCULATION WORKSHEETS
3089
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX D-I

EXISTING TRAFFIC CONDITIONS
D-1
3090
Volume to Capacity (v/c): 0.558
Level Of Service: C
Delay (sec / veh): 22.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-2
3091
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 519 32 760 0 0 9 0 542 48 302 117 11 Total 15-Minute Volume [veh/h] 130 8 190 0 0 2 0 136 12 76 29 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8830 0.8830 0.8830 1.0000 1.0000 0.8830 1.0000 0.8830 0.8830 0.8830 0.8830 0.8830 Total Hourly Volume [veh/h] 458 28 671 0 0 8 0 479 42 267 103 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 458 28 671 0 0 8 0 479 42 267 103 10 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-3
3092
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 20 20 0 0 23 0 35 35 22 57 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 100
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-4
3093
95th-Percentile Queue Length [ft/ln] 171.91 171.66 109.06 21.25 271.01 11.86 156.98 44.22 43.33 95th-Percentile Queue Length [veh/ln] 6.88 6.87 4.36 0.85 10.84 0.47 6.28 1.77 1.73 50th-Percentile Queue Length [ft/ln] 95.50 95.37 60.59 11.81 165.51 6.59 87.21 24.56 24.07 50th-Percentile Queue Length [veh/ln] 3.82 3.81 2.42 0.47 6.62 0.26 3.49 0.98 0.96 Critical Lane Group No No Yes Yes Yes No Yes No No
Lane Group LOS B B A F D A D C C
d, Delay for Lane Group [s/veh] 15.84 15.81 5.19 131.45 42.53 4.13 40.26 20.30 20.31 X, volume / capacity 0.31 0.31 0.37 0.82 0.84 0.04 0.57 0.09 0.09 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.91 0.90 0.50 81.78 2.98 0.07 0.96 0.06 0.06 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 14.93 14.91 4.69 49.67 39.55 4.06 39.30 20.24 20.25 c, Capacity [veh/h] 887 892 2077 11 647 1144 531 702 681 s, saturation flow rate [veh/h] 1781 1791 2813 1589 3560 1589 3459 1870 1814 (v / s)_i Volume / Saturation Flow Rate 0.15 0.15 0.27 0.01 0.15 0.03 0.09 0.03 0.03 g / C, Green / Cycle 0.50 0.50 0.74 0.01 0.18 0.72 0.15 0.37 0.37 g_i, Effective Green Time [s] 50 50 74 1 18 72 15 37 37 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 100 100 100 100 100 100 100 100 100 Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-5
3094
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.82 15.81 5.19 0.00 0.00 131.45 0.00 42.53 4.13 40.26 20.30 20.31 Movement LOS B B A F D A D C C
d_A, Approach Delay [s/veh] 9.66 131.45 39.41 34.32
Approach LOS A F D C
d_I, Intersection Delay [s/veh] 22.16
Intersection LOS C
Intersection V/C 0.558
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 39.61 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.745 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 320 380 620 1060 d_b, Bicycle Delay [s] 35.28 32.81 23.81 11.05
I_b,int, Bicycle LOS Score for Intersection 3.723 1.560 2.046 1.914 Bicycle LOS D A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-6
3095
Volume to Capacity (v/c): 0.760
Level Of Service: C
Delay (sec / veh): 31.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-7
3096
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 339 713 14 74 1145 757 473 22 60 1 6 6 Total 15-Minute Volume [veh/h] 85 178 3 19 286 189 118 5 15 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 Total Hourly Volume [veh/h] 298 626 12 65 1005 665 415 19 53 1 5 5 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 298 626 12 65 1005 665 415 19 53 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-8
3097
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 36 29 0 43 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 115
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-9
3098
95th-Percentile Queue Length [ft/ln] 411.26 111.91 119.39 108.77 443.67 296.21 297.13 68.39 12.92 11.58 95th-Percentile Queue Length [veh/ln] 16.45 4.48 4.78 4.35 17.75 11.85 11.89 2.74 0.52 0.46 50th-Percentile Queue Length [ft/ln] 275.22 62.17 66.33 60.43 301.33 184.75 185.46 38.00 7.18 6.44 50th-Percentile Queue Length [veh/ln] 11.01 2.49 2.65 2.42 12.05 7.39 7.42 1.52 0.29 0.26 Critical Lane Group Yes No No No Yes Yes No No No Yes
Lane Group LOS E A A E C D D D E E
d, Delay for Lane Group [s/veh] 60.24 9.09 9.29 64.96 25.00 53.55 53.52 42.29 76.78 79.92 X, volume / capacity 0.91 0.21 0.21 0.76 0.67 0.85 0.85 0.23 0.46 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 15.76 0.21 0.41 11.32 2.10 6.80 6.77 0.45 19.97 23.10 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.22 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.48 8.88 8.88 53.64 22.90 46.75 46.75 41.85 56.81 56.81 c, Capacity [veh/h] 372 2259 1175 98 1710 291 292 260 15 13 s, saturation flow rate [veh/h] 1781 3560 1852 1781 3560 1781 1788 1589 1857 1589 (v / s)_i Volume / Saturation Flow Rate 0.19 0.13 0.13 0.04 0.32 0.14 0.14 0.04 0.00 0.00 g / C, Green / Cycle 0.21 0.64 0.64 0.05 0.48 0.16 0.16 0.16 0.01 0.01 g_i, Effective Green Time [s] 24 73 73 6 55 19 19 19 1 1 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 115 115 115 115 115 115 115 115 115 115 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-10
3099
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.24 9.16 9.29 64.96 25.00 0.00 53.53 53.52 42.29 76.78 76.78 79.92 Movement LOS E A A E C D D D E E E
d_A, Approach Delay [s/veh] 25.41 27.43 52.32 78.23
Approach LOS C C D E
d_I, Intersection Delay [s/veh] 31.74
Intersection LOS C
Intersection V/C 0.760
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 47.03 0.00 47.03 47.03
I_p,int, Pedestrian LOS Score for Intersection 2.834 0.000 2.362 1.992 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 435 557 591 17 d_b, Bicycle Delay [s] 35.22 29.95 28.53 56.50
I_b,int, Bicycle LOS Score for Intersection 2.146 2.565 2.475 1.581 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 9: 9 [HCM] AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-11
3100
Volume to Capacity (v/c): 0.640
Level Of Service: C
Delay (sec / veh): 26.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-12
3101
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 406 58 186 0 0 32 0 554 186 765 209 30 Total 15-Minute Volume [veh/h] 102 15 46 0 0 8 0 139 46 191 52 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8930 0.8930 0.8930 1.0000 1.0000 0.8930 1.0000 0.8930 0.8930 0.8930 0.8930 0.8930 Total Hourly Volume [veh/h] 363 52 166 0 0 29 0 495 166 683 187 27 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 363 52 166 0 0 29 0 495 166 683 187 27 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-13
3102
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 17 17 0 0 9 0 19 19 45 64 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-14
3103
95th-Percentile Queue Length [ft/ln] 175.56 177.23 19.63 47.12 247.72 78.41 312.39 57.32 54.87 95th-Percentile Queue Length [veh/ln] 7.02 7.09 0.79 1.88 9.91 3.14 12.50 2.29 2.19 50th-Percentile Queue Length [ft/ln] 97.54 98.46 10.90 26.18 147.97 43.56 197.23 31.84 30.48 50th-Percentile Queue Length [veh/ln] 3.90 3.94 0.44 1.05 5.92 1.74 7.89 1.27 1.22 Critical Lane Group Yes No No Yes Yes No Yes No No
Lane Group LOS C C A E D A C B B
d, Delay for Lane Group [s/veh] 24.29 24.26 3.89 75.25 37.27 9.63 33.36 12.07 12.07 X, volume / capacity 0.38 0.38 0.09 0.81 0.81 0.20 0.83 0.13 0.13 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.80 1.78 0.09 31.48 2.39 0.50 2.08 0.06 0.07 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 22.49 22.48 3.80 43.77 34.89 9.13 31.28 12.01 12.01 c, Capacity [veh/h] 608 615 2024 39 683 917 916 937 896 s, saturation flow rate [veh/h] 1781 1802 2813 1589 3560 1589 3459 1870 1789 (v / s)_i Volume / Saturation Flow Rate 0.13 0.13 0.07 0.02 0.16 0.12 0.22 0.07 0.07 g / C, Green / Cycle 0.34 0.34 0.72 0.02 0.19 0.58 0.26 0.50 0.50 g_i, Effective Green Time [s] 31 31 65 2 17 52 24 45 45 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90
Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-15
3104
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.28 24.26 3.89 0.00 0.00 75.25 0.00 37.27 9.63 33.36 12.07 12.07 Movement LOS C C A E D A C B B
d_A, Approach Delay [s/veh] 18.44 75.25 30.32 28.30
Approach LOS B E C C
d_I, Intersection Delay [s/veh] 26.89
Intersection LOS C
Intersection V/C 0.640
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 34.67 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.773 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 289 111 333 1333 d_b, Bicycle Delay [s] 32.94 40.14 31.25 5.00
I_b,int, Bicycle LOS Score for Intersection 2.632 1.560 2.170 2.388 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-16
3105
Volume to Capacity (v/c): 0.679
Level Of Service: C
Delay (sec / veh): 27.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-17
3106
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 247 983 2 13 896 693 472 1 94 21 76 22 Total 15-Minute Volume [veh/h] 62 246 1 3 224 173 118 0 23 5 19 6 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 Total Hourly Volume [veh/h] 232 923 2 12 841 651 443 1 88 20 71 21 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 232 923 2 12 841 651 443 1 88 20 71 21 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-18
3107
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 26 29 0 33 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 105
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-19
3108
95th-Percentile Queue Length [ft/ln] 279.86 156.66 168.94 26.24 316.70 262.68 262.71 99.99 124.90 25.53 95th-Percentile Queue Length [veh/ln] 11.19 6.27 6.76 1.05 12.67 10.51 10.51 4.00 5.00 1.02 50th-Percentile Queue Length [ft/ln] 172.24 87.03 93.86 14.58 200.57 159.21 159.24 55.55 69.39 14.18 50th-Percentile Queue Length [veh/ln] 6.89 3.48 3.75 0.58 8.02 6.37 6.37 2.22 2.78 0.57 Critical Lane Group Yes No No No Yes Yes No No Yes No
Lane Group LOS D B B F C D D D E D
d, Delay for Lane Group [s/veh] 51.79 10.28 10.60 103.64 21.95 48.64 48.64 40.22 56.00 46.89 X, volume / capacity 0.88 0.30 0.30 0.77 0.55 0.83 0.83 0.37 0.74 0.20 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.54 0.35 0.68 51.69 1.33 5.96 5.96 0.88 8.08 0.85 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 43.25 9.92 9.92 51.95 20.61 42.68 42.68 39.34 47.92 46.05 c, Capacity [veh/h] 282 2161 1134 17 1632 287 287 256 130 112 s, saturation flow rate [veh/h] 1781 3560 1868 1781 3560 1781 1781 1589 1850 1589 (v / s)_i Volume / Saturation Flow Rate 0.14 0.18 0.18 0.01 0.25 0.13 0.13 0.06 0.05 0.01 g / C, Green / Cycle 0.16 0.61 0.61 0.01 0.46 0.16 0.16 0.16 0.07 0.07 g_i, Effective Green Time [s] 17 64 64 1 48 17 17 17 7 7 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 105 105 105 105 105 105 105 105 105 105 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-20
3109
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 51.79 10.39 10.60 103.64 21.95 0.00 48.64 48.64 40.22 56.00 56.00 46.89 Movement LOS D B B F C D D D E E D
d_A, Approach Delay [s/veh] 18.69 23.11 47.24 54.32
Approach LOS B C D D
d_I, Intersection Delay [s/veh] 27.34
Intersection LOS C
Intersection V/C 0.679
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 42.08 0.00 42.08 42.08
I_p,int, Pedestrian LOS Score for Intersection 2.825 0.000 2.355 1.991 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 476 610 648 19 d_b, Bicycle Delay [s] 30.48 25.38 24.00 51.50
I_b,int, Bicycle LOS Score for Intersection 2.237 2.310 2.495 1.756 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 10: 10 [HCM] PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-21
3110
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX D-II

EXISTING PLUS PROJECT

TRAFFIC CONDITIONS
D-22
3111
Volume to Capacity (v/c): 0.562
Level Of Service: C
Delay (sec / veh): 22.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-23
3112
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 519 32 766 0 0 9 0 544 48 309 117 11 Total 15-Minute Volume [veh/h] 130 8 191 0 0 2 0 136 12 77 29 3 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8830 0.8830 0.8830 1.0000 1.0000 0.8830 1.0000 0.8830 0.8830 0.8830 0.8830 0.8830 Total Hourly Volume [veh/h] 458 28 676 0 0 8 0 480 42 273 103 10 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 458 28 676 0 0 8 0 480 42 273 103 10 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-24
3113
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 20 20 0 0 23 0 35 35 22 57 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 100
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-25
3114
95th-Percentile Queue Length [ft/ln] 172.97 172.72 110.65 21.25 271.77 11.97 160.58 44.01 43.12 95th-Percentile Queue Length [veh/ln] 6.92 6.91 4.43 0.85 10.87 0.48 6.42 1.76 1.72 50th-Percentile Queue Length [ft/ln] 96.09 95.96 61.47 11.81 166.09 6.65 89.21 24.45 23.96 50th-Percentile Queue Length [veh/ln] 3.84 3.84 2.46 0.47 6.64 0.27 3.57 0.98 0.96 Critical Lane Group No No Yes Yes Yes No Yes No No
Lane Group LOS B B A F D A D C C
d, Delay for Lane Group [s/veh] 15.99 15.96 5.24 131.45 42.50 4.18 40.19 20.14 20.15 X, volume / capacity 0.31 0.31 0.37 0.82 0.84 0.04 0.57 0.09 0.09 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.92 0.91 0.51 81.78 2.98 0.07 0.97 0.06 0.06 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 15.07 15.05 4.73 49.67 39.52 4.11 39.22 20.09 20.09 c, Capacity [veh/h] 883 888 2076 11 649 1141 538 706 685 s, saturation flow rate [veh/h] 1781 1791 2813 1589 3560 1589 3459 1870 1814 (v / s)_i Volume / Saturation Flow Rate 0.15 0.15 0.27 0.01 0.15 0.03 0.09 0.03 0.03 g / C, Green / Cycle 0.50 0.50 0.74 0.01 0.18 0.72 0.15 0.38 0.38 g_i, Effective Green Time [s] 50 50 74 1 18 72 16 38 38 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 100 100 100 100 100 100 100 100 100 Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-26
3115
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 15.98 15.96 5.24 0.00 0.00 131.45 0.00 42.50 4.18 40.19 20.15 20.15 Movement LOS B B A F D A D C C
d_A, Approach Delay [s/veh] 9.73 131.45 39.39 34.32
Approach LOS A F D C
d_I, Intersection Delay [s/veh] 22.21
Intersection LOS C
Intersection V/C 0.562
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 39.61 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.745 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 320 380 620 1060 d_b, Bicycle Delay [s] 35.28 32.81 23.81 11.05
I_b,int, Bicycle LOS Score for Intersection 3.733 1.560 2.048 1.920 Bicycle LOS D A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-27
3116
Volume to Capacity (v/c): 0.774
Level Of Service: C
Delay (sec / veh): 33.1
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-28
3117
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 363 735 14 74 1157 757 473 22 63 1 6 6 Total 15-Minute Volume [veh/h] 91 184 3 19 289 189 118 5 16 0 1 1 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 0.8780 Total Hourly Volume [veh/h] 319 645 12 65 1016 665 415 19 55 1 5 5 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 319 645 12 65 1016 665 415 19 55 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-29
3118
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 41 31 0 46 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-30
3119
95th-Percentile Queue Length [ft/ln] 447.12 119.26 127.12 113.54 474.86 308.06 309.02 75.52 13.40 12.00 95th-Percentile Queue Length [veh/ln] 17.88 4.77 5.08 4.54 18.99 12.32 12.36 3.02 0.54 0.48 50th-Percentile Queue Length [ft/ln] 304.12 66.26 70.62 63.08 326.66 193.88 194.63 41.96 7.44 6.67 50th-Percentile Queue Length [veh/ln] 12.16 2.65 2.82 2.52 13.07 7.76 7.79 1.68 0.30 0.27 Critical Lane Group Yes No No No Yes Yes No No No Yes
Lane Group LOS E A A E C E E D E F
d, Delay for Lane Group [s/veh] 60.66 9.16 9.36 67.50 26.87 56.03 56.00 44.35 79.60 82.79 X, volume / capacity 0.92 0.22 0.22 0.76 0.69 0.85 0.85 0.24 0.46 0.46 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 15.03 0.22 0.42 11.52 2.28 7.12 7.09 0.49 20.33 23.51 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.21 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 45.63 8.95 8.95 55.98 24.59 48.91 48.91 43.86 59.28 59.28 c, Capacity [veh/h] 395 2285 1188 97 1688 289 290 258 15 13 s, saturation flow rate [veh/h] 1781 3560 1852 1781 3560 1781 1788 1589 1857 1589 (v / s)_i Volume / Saturation Flow Rate 0.20 0.14 0.14 0.04 0.32 0.14 0.14 0.04 0.00 0.00 g / C, Green / Cycle 0.22 0.64 0.64 0.05 0.47 0.16 0.16 0.16 0.01 0.01 g_i, Effective Green Time [s] 27 77 77 7 57 19 19 19 1 1 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-31
3120
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.66 9.23 9.36 67.50 26.87 0.00 56.01 56.00 44.35 79.60 79.60 82.79 Movement LOS E A A E C E E D E E F
d_A, Approach Delay [s/veh] 26.02 29.32 54.69 81.08
Approach LOS C C D F
d_I, Intersection Delay [s/veh] 33.15
Intersection LOS C
Intersection V/C 0.774
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.50 0.00 49.50 49.50
I_p,int, Pedestrian LOS Score for Intersection 2.846 0.000 2.371 1.994 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 450 533 567 17 d_b, Bicycle Delay [s] 36.04 32.27 30.82 59.00
I_b,int, Bicycle LOS Score for Intersection 2.171 2.575 2.480 1.581 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 11: 11 [HCM] AM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-32
3121
Volume to Capacity (v/c): 0.643
Level Of Service: C
Delay (sec / veh): 26.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-33
3122
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 406 58 202 0 0 32 0 559 186 769 209 30 Total 15-Minute Volume [veh/h] 102 15 50 0 0 8 0 140 46 192 52 8 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8930 0.8930 0.8930 1.0000 1.0000 0.8930 1.0000 0.8930 0.8930 0.8930 0.8930 0.8930 Total Hourly Volume [veh/h] 363 52 180 0 0 29 0 499 166 687 187 27 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 363 52 180 0 0 29 0 499 166 687 187 27 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-34
3123
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 17 17 0 0 10 0 30 30 33 63 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permis Split Permis Permis Overla Protect Permis Permis Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-35
3124
95th-Percentile Queue Length [ft/ln] 175.18 176.79 21.64 47.09 249.35 77.75 316.01 57.48 55.02 95th-Percentile Queue Length [veh/ln] 7.01 7.07 0.87 1.88 9.97 3.11 12.64 2.30 2.20 50th-Percentile Queue Length [ft/ln] 97.32 98.22 12.02 26.16 149.19 43.19 200.03 31.93 30.57 50th-Percentile Queue Length [veh/ln] 3.89 3.93 0.48 1.05 5.97 1.73 8.00 1.28 1.22 Critical Lane Group Yes No No Yes Yes No Yes No No
Lane Group LOS C C A E D A C B B
d, Delay for Lane Group [s/veh] 24.17 24.14 3.96 75.17 37.18 9.49 33.93 12.15 12.15 X, volume / capacity 0.38 0.38 0.10 0.81 0.81 0.20 0.85 0.13 0.13 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.78 1.76 0.10 31.40 2.38 0.49 2.34 0.06 0.07 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 22.38 22.38 3.86 43.77 34.81 8.99 31.59 12.08 12.08 c, Capacity [veh/h] 610 618 2020 39 688 922 906 934 894 s, saturation flow rate [veh/h] 1781 1802 2813 1589 3560 1589 3459 1870 1789 (v / s)_i Volume / Saturation Flow Rate 0.13 0.13 0.07 0.02 0.16 0.12 0.22 0.07 0.07 g / C, Green / Cycle 0.34 0.34 0.72 0.02 0.19 0.58 0.26 0.50 0.50 g_i, Effective Green Time [s] 31 31 65 2 17 52 24 45 45 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90
Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-36
3125
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.15 24.14 3.96 0.00 0.00 75.17 0.00 37.18 9.49 33.93 12.15 12.15 Movement LOS C C A E D A C B B
d_A, Approach Delay [s/veh] 18.03 75.17 30.27 28.76
Approach LOS B E C C
d_I, Intersection Delay [s/veh] 26.91
Intersection LOS C
Intersection V/C 0.643
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 34.67 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.773 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 289 133 578 1311 d_b, Bicycle Delay [s] 32.94 39.20 22.76 5.34
I_b,int, Bicycle LOS Score for Intersection 2.659 1.560 2.174 2.391 Bicycle LOS B A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-37
3126
Volume to Capacity (v/c): 0.693
Level Of Service: C
Delay (sec / veh): 28.5
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Intersection Setup
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-38
3127
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor stree 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major stree 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 261 995 2 13 927 693 472 1 99 21 76 22 Total 15-Minute Volume [veh/h] 65 249 1 3 232 173 118 0 25 5 19 6 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 0.9390 Total Hourly Volume [veh/h] 245 934 2 12 870 651 443 1 93 20 71 21 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 245 934 2 12 870 651 443 1 93 20 71 21 Name The City Drive The City Drive SR-22 EB Ramps Shopping Center Dwy Volumes
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-39
3128
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 31 29 0 38 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protect Permis Permis Protect Permis Unsign Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 110
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-40
3129
95th-Percentile Queue Length [ft/ln] 304.39 163.83 176.45 27.10 343.41 274.17 274.21 111.50 131.40 26.86 95th-Percentile Queue Length [veh/ln] 12.18 6.55 7.06 1.08 13.74 10.97 10.97 4.46 5.26 1.07 50th-Percentile Queue Length [ft/ln] 191.05 91.02 98.03 15.06 221.40 167.92 167.95 61.95 73.00 14.92 50th-Percentile Queue Length [veh/ln] 7.64 3.64 3.92 0.60 8.86 6.72 6.72 2.48 2.92 0.60 Critical Lane Group Yes No No No Yes Yes No No Yes No
Lane Group LOS D B B F C D D D E D
d, Delay for Lane Group [s/veh] 53.69 10.30 10.61 106.46 23.18 51.11 51.11 42.45 58.73 49.17 X, volume / capacity 0.88 0.30 0.30 0.77 0.57 0.83 0.83 0.39 0.75 0.20 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 8.81 0.35 0.66 52.05 1.43 6.27 6.27 0.98 8.46 0.86 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.11 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.88 9.95 9.95 54.41 21.75 44.84 44.84 41.47 50.27 48.30 c, Capacity [veh/h] 295 2193 1151 17 1636 284 284 254 129 111 s, saturation flow rate [veh/h] 1781 3560 1868 1781 3560 1781 1781 1589 1850 1589 (v / s)_i Volume / Saturation Flow Rate 0.15 0.18 0.18 0.01 0.26 0.13 0.13 0.06 0.05 0.01 g / C, Green / Cycle 0.17 0.62 0.62 0.01 0.46 0.16 0.16 0.16 0.07 0.07 g_i, Effective Green Time [s] 18 68 68 1 51 18 18 18 8 8 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-41
3130
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 53.69 10.41 10.61 106.46 23.18 0.00 51.11 51.11 42.45 58.73 58.73 49.17 Movement LOS D B B F C D D D E E D
d_A, Approach Delay [s/veh] 19.39 24.33 49.61 56.96
Approach LOS B C D E
d_I, Intersection Delay [s/veh] 28.53
Intersection LOS C
Intersection V/C 0.693
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.55 0.00 44.55 44.55
I_p,int, Pedestrian LOS Score for Intersection 2.837 0.000 2.362 1.994 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 455 582 618 18 d_b, Bicycle Delay [s] 32.84 27.65 26.25 54.00
I_b,int, Bicycle LOS Score for Intersection 2.252 2.335 2.503 1.756 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 12: 12 [HCM] PM Existing + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-42
3131
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX D-III
YEAR 2023 CUMULATIVE

TRAFFIC CONDITIONS
D-43
3132
Volume to Capacity (v/c): 0.582
Level Of Service: C
Delay (sec / veh): 22.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-44
3133
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 536 31 747 0 0 8 0 647 85 295 161 12 Total 15-Minute Volume [veh/h] 134 8 187 0 0 2 0 162 21 74 40 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 1.000 1.000 0.950 1.000 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 509 29 710 0 0 8 0 615 81 280 153 11 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 509 29 710 0 0 8 0 615 81 280 153 11 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-45
3134
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 18 18 0 0 28 0 35 35 19 54 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 100
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-46
3135
95th-Percentile Queue Length [ft/ln] 194.5 194.3 127.4 19.47 309.40 22.42 150.8 55.72 54.76 95th-Percentile Queue Length [veh/ln] 7.78 7.77 5.10 0.78 12.38 0.90 6.03 2.23 2.19 50th-Percentile Queue Length [ft/ln] 108.9 108.8 70.78 10.82 194.92 12.46 83.82 30.95 30.42 50th-Percentile Queue Length [veh/ln] 4.36 4.35 2.83 0.43 7.80 0.50 3.35 1.24 1.22 Critical Lane Group No No Yes Yes Yes No Yes No No
Lane Group LOS B B A F D A D B B
d, Delay for Lane Group [s/veh] 18.65 18.62 6.43 135.23 40.59 4.52 39.21 17.99 18.00 X, volume / capacity 0.35 0.35 0.38 0.81 0.85 0.08 0.53 0.11 0.11 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 1.17 1.15 0.54 85.53 2.78 0.13 0.77 0.06 0.07 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 17.48 17.46 5.88 49.70 37.82 4.39 38.44 17.93 17.93 c, Capacity [veh/h] 816 820 1987 10 761 1132 560 778 759 s, saturation flow rate [veh/h] 1781 1790 2813 1589 3560 1589 3459 1870 1825 (v / s)_i Volume / Saturation Flow Rate 0.16 0.16 0.27 0.01 0.18 0.05 0.09 0.05 0.05 g / C, Green / Cycle 0.46 0.46 0.71 0.01 0.21 0.71 0.16 0.42 0.42 g_i, Effective Green Time [s] 46 46 71 1 21 71 16 42 42 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 100 100 100 100 100 100 100 100 100 Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-47
3136
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 18.64 18.62 6.43 0.00 0.00 135.2 0.00 40.59 4.52 39.21 17.99 18.00 Movement LOS B B A F D A D B B
d_A, Approach Delay [s/veh] 11.69 135.23 36.40 31.37
Approach LOS B F D C
d_I, Intersection Delay [s/veh] 22.91
Intersection LOS C
Intersection V/C 0.582
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 39.61 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.745 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 280 480 620 1000 d_b, Bicycle Delay [s] 36.98 28.88 23.81 12.50
I_b,int, Bicycle LOS Score for Intersection 3.728 1.560 2.164 1.946 Bicycle LOS D A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-48
3137
Volume to Capacity (v/c): 0.800
Level Of Service: C
Delay (sec / veh): 32.0
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-49
3138
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 346 782 14 72 1253 802 475 21 59 1 5 5 Total 15-Minute Volume [veh/h] 87 196 3 18 313 201 119 5 15 0 1 1 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 329 743 13 68 1190 762 451 20 56 1 5 5 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 329 743 13 68 1190 762 451 20 56 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-50
3139
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 36 39 0 33 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 115
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-51
3140
95th-Percentile Queue Length [ft/ln] 419.9 123.3 131.6 106.27 503.83 296.7 297.6 67.17 11.52 10.01 95th-Percentile Queue Length [veh/ln] 16.80 4.93 5.27 4.25 20.15 11.87 11.90 2.69 0.46 0.40 50th-Percentile Queue Length [ft/ln] 282.1 68.52 73.16 59.04 350.34 185.1 185.8 37.32 6.40 5.56 50th-Percentile Queue Length [veh/ln] 11.29 2.74 2.93 2.36 14.01 7.41 7.43 1.49 0.26 0.22 Critical Lane Group Yes No No No Yes Yes No No Yes No
Lane Group LOS E A A E C D D D E F
d, Delay for Lane Group [s/veh] 60.60 9.14 9.36 65.39 27.15 53.53 53.51 42.23 79.27 81.54 X, volume / capacity 0.91 0.23 0.23 0.76 0.74 0.85 0.85 0.23 0.45 0.44 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 16.34 0.24 0.46 11.65 2.90 6.80 6.77 0.44 22.36 24.64 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.23 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.26 8.90 8.90 53.75 24.25 46.73 46.73 41.79 56.91 56.90 c, Capacity [veh/h] 379 2267 1180 95 1700 292 293 260 13 11 s, saturation flow rate [veh/h] 1781 3560 1853 1781 3560 1781 1788 1589 1855 1589 (v / s)_i Volume / Saturation Flow Rate 0.19 0.15 0.15 0.04 0.35 0.14 0.14 0.04 0.00 0.00 g / C, Green / Cycle 0.21 0.64 0.64 0.05 0.48 0.16 0.16 0.16 0.01 0.01 g_i, Effective Green Time [s] 24 73 73 6 55 19 19 19 1 1 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 115 115 115 115 115 115 115 115 115 115 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-52
3141
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.60 9.21 9.36 65.39 27.15 0.00 53.52 53.51 42.23 79.27 79.27 81.54 Movement LOS E A A E C D D D E E F
d_A, Approach Delay [s/veh] 24.78 29.23 52.32 80.30
Approach LOS C C D F
d_I, Intersection Delay [s/veh] 31.97
Intersection LOS C
Intersection V/C 0.800
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 47.03 0.00 47.03 47.03
I_p,int, Pedestrian LOS Score for Intersection 2.864 0.000 2.364 1.990 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 609 557 591 17 d_b, Bicycle Delay [s] 27.83 29.95 28.53 56.50
I_b,int, Bicycle LOS Score for Intersection 2.188 2.653 2.475 1.578 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 13: 13 [HCM] AM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-53
3142
Volume to Capacity (v/c): 0.689
Level Of Service: C
Delay (sec / veh): 27.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-54
3143
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 469 58 212 0 0 32 0 635 206 764 300 29 Total 15-Minute Volume [veh/h] 117 14 53 0 0 8 0 159 52 191 75 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 1.000 1.000 0.950 1.000 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 446 55 201 0 0 30 0 603 196 726 285 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 446 55 201 0 0 30 0 603 196 726 285 28 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-55
3144
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 15 15 0 0 10 0 43 43 22 65 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-56
3145
95th-Percentile Queue Length [ft/ln] 200.7 201.7 25.81 49.75 273.92 80.92 331.8 80.46 78.07 95th-Percentile Queue Length [veh/ln] 8.03 8.07 1.03 1.99 10.96 3.24 13.27 3.22 3.12 50th-Percentile Queue Length [ft/ln] 113.4 114.1 14.34 27.64 167.72 44.96 212.3 44.70 43.37 50th-Percentile Queue Length [veh/ln] 4.54 4.57 0.57 1.11 6.71 1.80 8.49 1.79 1.73 Critical Lane Group Yes No No Yes Yes No Yes No No
Lane Group LOS C C A F D A D B B
d, Delay for Lane Group [s/veh] 24.90 24.85 4.64 82.55 35.99 8.60 38.59 12.49 12.49 X, volume / capacity 0.43 0.43 0.11 0.86 0.83 0.21 0.93 0.18 0.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.18 2.15 0.11 38.75 2.32 0.51 5.10 0.09 0.09 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 22.71 22.70 4.53 43.80 33.67 8.09 33.49 12.40 12.40 c, Capacity [veh/h] 613 619 1956 37 769 961 825 933 905 s, saturation flow rate [veh/h] 1781 1800 2813 1589 3560 1589 3459 1870 1813 (v / s)_i Volume / Saturation Flow Rate 0.15 0.15 0.08 0.02 0.18 0.13 0.22 0.09 0.09 g / C, Green / Cycle 0.34 0.34 0.70 0.02 0.22 0.60 0.24 0.50 0.50 g_i, Effective Green Time [s] 31 31 63 2 19 54 22 45 45 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90
Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-57
3146
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.88 24.85 4.64 0.00 0.00 82.55 0.00 35.99 8.60 38.59 12.49 12.49 Movement LOS C C A F D A D B B
d_A, Approach Delay [s/veh] 19.07 82.55 29.28 30.73
Approach LOS B F C C
d_I, Intersection Delay [s/veh] 27.71
Intersection LOS C
Intersection V/C 0.689
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 34.67 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.772 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 244 133 867 1356 d_b, Bicycle Delay [s] 34.67 39.20 14.45 4.67
I_b,int, Bicycle LOS Score for Intersection 2.779 1.560 2.253 2.461 Bicycle LOS C A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-58
3147
Volume to Capacity (v/c): 0.775
Level Of Service: C
Delay (sec / veh): 29.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-59
3148
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 267 1195 2 14 1091 774 538 1 97 22 79 23 Total 15-Minute Volume [veh/h] 67 299 1 3 273 193 134 0 24 6 20 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 254 1135 2 13 1036 735 511 1 92 21 75 22 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 254 1135 2 13 1036 735 511 1 92 21 75 22 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-60
3149
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 31 54 0 13 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 110
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-61
3150
95th-Percentile Queue Length [ft/ln] 311.6 214.2 227.2 28.64 438.34 303.3 303.4 105.8 136.74 28.00 95th-Percentile Queue Length [veh/ln] 12.46 8.57 9.09 1.15 17.53 12.14 12.14 4.24 5.47 1.12 50th-Percentile Queue Length [ft/ln] 196.6 123.1 132.7 15.91 297.02 190.2 190.3 58.83 75.97 15.55 50th-Percentile Queue Length [veh/ln] 7.86 4.93 5.31 0.64 11.88 7.61 7.61 2.35 3.04 0.62 Critical Lane Group Yes No No No Yes Yes No No Yes No
Lane Group LOS D B B F C D D D E D
d, Delay for Lane Group [s/veh] 54.15 12.14 12.59 104.23 28.06 50.00 50.00 40.27 58.67 48.96 X, volume / capacity 0.89 0.37 0.37 0.78 0.70 0.85 0.85 0.34 0.76 0.20 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 9.45 0.50 0.95 49.87 2.72 6.23 6.23 0.71 8.52 0.85 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.12 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.70 11.64 11.64 54.37 25.34 43.77 43.77 39.56 50.15 48.11 c, Capacity [veh/h] 301 2115 1110 18 1549 318 318 284 133 114 s, saturation flow rate [veh/h] 1781 3560 1868 1781 3560 1781 1781 1589 1850 1589 (v / s)_i Volume / Saturation Flow Rate 0.15 0.22 0.22 0.01 0.31 0.15 0.15 0.06 0.05 0.01 g / C, Green / Cycle 0.17 0.60 0.60 0.01 0.44 0.18 0.18 0.18 0.07 0.07 g_i, Effective Green Time [s] 19 65 65 1 48 20 20 20 8 8 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-62
3151
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 54.15 12.30 12.59 104.2 28.06 0.00 50.00 50.00 40.27 58.67 58.67 48.96 Movement LOS D B B F C D D D E E D
d_A, Approach Delay [s/veh] 19.93 29.02 48.52 56.87
Approach LOS B C D E
d_I, Intersection Delay [s/veh] 29.78
Intersection LOS C
Intersection V/C 0.775
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.55 0.00 44.55 44.55
I_p,int, Pedestrian LOS Score for Intersection 2.897 0.000 2.380 1.996 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 909 582 618 18 d_b, Bicycle Delay [s] 16.36 27.65 26.25 54.00
I_b,int, Bicycle LOS Score for Intersection 2.365 2.471 2.609 1.764 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 14: 14 [HCM] PM Year 2024 Cumulative
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-63
3152
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX D-IV
YEAR 2023 CUMULATIVE PLUS PROJECT

TRAFFIC CONDITIONS
D-64
3153
Volume to Capacity (v/c): 0.577
Level Of Service: C
Delay (sec / veh): 25.8
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-65
3154
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 536 31 753 0 0 8 0 648 85 301 161 12 Total 15-Minute Volume [veh/h] 134 8 188 0 0 2 0 162 21 75 40 3 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 1.000 1.000 0.950 1.000 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 509 29 715 0 0 8 0 616 81 286 153 11 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 509 29 715 0 0 8 0 616 81 286 153 11 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-66
3155
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 24 24 0 0 28 0 40 40 23 63 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 115
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-67
3156
95th-Percentile Queue Length [ft/ln] 206.6 206.4 146.2 21.29 354.33 23.80 183.1 68.38 67.19 95th-Percentile Queue Length [veh/ln] 8.27 8.26 5.85 0.85 14.17 0.95 7.32 2.74 2.69 50th-Percentile Queue Length [ft/ln] 117.7 117.5 81.23 11.83 229.98 13.22 101.7 37.99 37.33 50th-Percentile Queue Length [veh/ln] 4.71 4.70 3.25 0.47 9.20 0.53 4.07 1.52 1.49 Critical Lane Group No No Yes Yes Yes No Yes No No
Lane Group LOS B B A F D A D C C
d, Delay for Lane Group [s/veh] 18.51 18.48 6.65 146.83 47.17 4.29 46.38 22.10 22.11 X, volume / capacity 0.32 0.32 0.37 0.83 0.87 0.07 0.57 0.12 0.12 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 0.97 0.96 0.52 89.70 3.24 0.12 1.00 0.07 0.07 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 17.54 17.52 6.13 57.13 43.93 4.17 45.39 22.03 22.03 c, Capacity [veh/h] 879 884 2028 10 747 1173 524 740 722 s, saturation flow rate [veh/h] 1781 1790 2813 1589 3560 1589 3459 1870 1825 (v / s)_i Volume / Saturation Flow Rate 0.16 0.16 0.27 0.01 0.18 0.05 0.09 0.05 0.05 g / C, Green / Cycle 0.49 0.49 0.72 0.01 0.21 0.74 0.15 0.40 0.40 g_i, Effective Green Time [s] 57 57 83 1 24 85 17 45 45 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 115 115 115 115 115 115 115 115 115 Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-68
3157
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 18.50 18.48 6.65 0.00 0.00 146.8 0.00 47.17 4.29 46.38 22.10 22.11 Movement LOS B B A F D A D C C
d_A, Approach Delay [s/veh] 11.74 146.83 42.20 37.52
Approach LOS B F D D
d_I, Intersection Delay [s/veh] 25.79
Intersection LOS C
Intersection V/C 0.577
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 47.03 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.751 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 348 417 626 1026 d_b, Bicycle Delay [s] 39.24 36.00 27.13 13.63
I_b,int, Bicycle LOS Score for Intersection 3.738 1.560 2.164 1.951 Bicycle LOS D A B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-69
3158
Volume to Capacity (v/c): 0.812
Level Of Service: C
Delay (sec / veh): 33.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-70
3159
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 368 802 14 72 1264 802 475 21 61 1 5 5 Total 15-Minute Volume [veh/h] 92 201 3 18 316 201 119 5 15 0 1 1 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 350 762 13 68 1201 762 451 20 58 1 5 5 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 350 762 13 68 1201 762 451 20 58 1 5 5 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-71
3160
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 41 32 0 45 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 120
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-72
3161
95th-Percentile Queue Length [ft/ln] 453.3 130.7 139.5 110.77 537.64 308.6 309.5 72.99 11.93 10.36 95th-Percentile Queue Length [veh/ln] 18.13 5.23 5.58 4.43 21.51 12.34 12.38 2.92 0.48 0.41 50th-Percentile Queue Length [ft/ln] 309.1 72.65 77.50 61.54 378.18 194.3 195.0 40.55 6.63 5.75 50th-Percentile Queue Length [veh/ln] 12.37 2.91 3.10 2.46 15.13 7.77 7.80 1.62 0.27 0.23 Critical Lane Group Yes No No No Yes Yes No No Yes No
Lane Group LOS E A A E C E E D F F
d, Delay for Lane Group [s/veh] 60.87 9.20 9.43 67.80 29.08 56.02 55.99 44.24 82.16 84.47 X, volume / capacity 0.92 0.23 0.23 0.76 0.75 0.85 0.85 0.24 0.46 0.44 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 15.40 0.24 0.46 11.72 3.15 7.13 7.10 0.46 22.79 25.10 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.21 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 45.47 8.96 8.97 56.08 25.92 48.89 48.89 43.78 59.38 59.37 c, Capacity [veh/h] 400 2292 1193 95 1681 290 291 258 13 11 s, saturation flow rate [veh/h] 1781 3560 1854 1781 3560 1781 1788 1589 1855 1589 (v / s)_i Volume / Saturation Flow Rate 0.21 0.15 0.15 0.04 0.36 0.14 0.14 0.04 0.00 0.00 g / C, Green / Cycle 0.22 0.64 0.64 0.05 0.47 0.16 0.16 0.16 0.01 0.01 g_i, Effective Green Time [s] 27 77 77 6 57 19 19 19 1 1 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 120 120 120 120 120 120 120 120 120 120 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-73
3162
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 60.87 9.28 9.43 67.80 29.08 0.00 56.01 55.99 44.24 82.16 82.16 84.47 Movement LOS E A A E C E E D F F F
d_A, Approach Delay [s/veh] 25.31 31.16 54.72 83.21
Approach LOS C C D F
d_I, Intersection Delay [s/veh] 33.36
Intersection LOS C
Intersection V/C 0.812
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 49.50 0.00 49.50 49.50
I_p,int, Pedestrian LOS Score for Intersection 2.875 0.000 2.372 1.992 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 467 533 567 17 d_b, Bicycle Delay [s] 35.27 32.27 30.82 59.00
I_b,int, Bicycle LOS Score for Intersection 2.211 2.662 2.479 1.578 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 15: 15 [HCM] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-74
3163
Volume to Capacity (v/c): 0.692
Level Of Service: C
Delay (sec / veh): 28.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 1: SR-22 WB Ramps/Designer Drive at Metropolitan Drive Intersection Level Of Service Report
Crosswalk No Yes No No
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Intersection Setup
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-75
3164
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 469 58 226 0 0 32 0 639 206 768 300 29 Total 15-Minute Volume [veh/h] 117 14 57 0 0 8 0 160 52 192 75 7 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 1.000 1.000 0.950 1.000 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 446 55 215 0 0 30 0 607 196 730 285 28 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 446 55 215 0 0 30 0 607 196 730 285 28 Name SR-22 WB Ramps Designer Drive Metropolitan Drive Metropolitan Drive Volumes
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-76
3165
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No No
Maximum Recall No No No No No No No
Minimum Recall No No No No No No No
l2, Clearance Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 l1, Start-Up Lost Time [s] 0.0 2.0 2.0 0.0 0.0 2.0 0.0 2.0 2.0 2.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 0 0 0 0 0 0 0 0 0 22 0
Walk [s] 0 0 0 0 0 0 0 0 0 0 7 0
Vehicle Extension [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Split [s] 0 14 14 0 0 10 0 45 45 21 66 0
All red [s] 0.0 1.0 1.0 0.0 0.0 1.0 0.0 1.0 1.0 1.0 1.0 0.0 Amber [s] 0.0 3.0 3.0 0.0 0.0 3.0 0.0 3.0 3.0 3.0 3.0 0.0 Maximum Green [s] 0 30 30 0 0 30 0 30 30 30 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag - - - - - - - - - Lead - -
Auxiliary Signal Groups 2,3 2,4
Signal Group 0 2 2 0 0 6 0 4 4 3 8 0
Control Type Split Split Overla Split Permi Split Permi Permi Overla Protec Permi Permi Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 90
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-77
3166
95th-Percentile Queue Length [ft/ln] 198.5 199.4 27.84 49.98 275.15 78.65 347.7 81.87 79.44 95th-Percentile Queue Length [veh/ln] 7.94 7.98 1.11 2.00 11.01 3.15 13.91 3.27 3.18 50th-Percentile Queue Length [ft/ln] 111.8 112.5 15.47 27.77 168.66 43.70 224.7 45.48 44.13 50th-Percentile Queue Length [veh/ln] 4.47 4.50 0.62 1.11 6.75 1.75 8.99 1.82 1.77 Critical Lane Group Yes No No Yes Yes No Yes No No
Lane Group LOS C C A F D A D B B
d, Delay for Lane Group [s/veh] 24.31 24.27 4.71 83.20 35.92 8.26 42.63 12.83 12.83 X, volume / capacity 0.42 0.42 0.12 0.86 0.83 0.21 0.96 0.18 0.18 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 2.07 2.04 0.12 39.40 2.32 0.50 8.38 0.09 0.10 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.50 0.50 0.50 0.11 0.11 0.50 0.11 0.11 0.11 d1, Uniform Delay [s] 22.24 22.23 4.59 43.80 33.60 7.76 34.24 12.73 12.73 c, Capacity [veh/h] 625 631 1952 37 774 974 798 921 893 s, saturation flow rate [veh/h] 1781 1800 2813 1589 3560 1589 3459 1870 1813 (v / s)_i Volume / Saturation Flow Rate 0.15 0.15 0.08 0.02 0.18 0.13 0.22 0.09 0.09 g / C, Green / Cycle 0.35 0.35 0.69 0.02 0.22 0.61 0.23 0.49 0.49 g_i, Effective Green Time [s] 32 32 62 2 20 55 21 44 44 l2, Clearance Lost Time [s] 2.00 2.00 0.00 2.00 2.00 0.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 90 90 90 90 90 90 90 90 90
Lane Group L C R R C R L C C
Lane Group Calculations
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-78
3167
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 24.29 24.27 4.71 0.00 0.00 83.20 0.00 35.92 8.26 42.63 12.83 12.83 Movement LOS C C A F D A D B B
d_A, Approach Delay [s/veh] 18.41 83.20 29.18 33.69
Approach LOS B F C C
d_I, Intersection Delay [s/veh] 28.65
Intersection LOS C
Intersection V/C 0.692
Other Modes
g_Walk,mi, Effective Walk Time [s] 0.0 11.0 0.0 0.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 0.00 34.67 0.00 0.00
I_p,int, Pedestrian LOS Score for Intersection 0.000 1.772 0.000 0.000 Crosswalk LOS F A F F
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 222 133 911 1378 d_b, Bicycle Delay [s] 35.56 39.20 13.34 4.36
I_b,int, Bicycle LOS Score for Intersection 2.802 1.560 2.257 2.465 Bicycle LOS C A B B
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 - - - 8 - - - - - - - - - - - -
Ring 1 2 6 3 4 - - - - - - - - - - - -
Sequence
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-79
3168
Volume to Capacity (v/c): 0.794
Level Of Service: C
Delay (sec / veh): 30.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Signalized
Intersection 3: The City Drive at SR-22 EB Ramps
Intersection Level Of Service Report
Crosswalk Yes No Yes Yes
Curb Present No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive SR-22 EB Ramps Sh
Intersection Setup
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-80
3169
Bicycle Volume [bicycles/h] 0 0 0 0
v_ab, Corner Pedestrian Volume [ped/h] 0 0 0 0
v_ci, Inbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_co, Outbound Pedestrian Volume crossing minor street [ped/h] 0 0 0 0 v_di, Inbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 v_do, Outbound Pedestrian Volume crossing major street [ped/h] 0 0 0 0 Local Bus Stopping Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0
On-Street Parking Maneuver Rate [/h] 0 0 0 0 0 0 0 0 0 0 0 0 Presence of On-Street Parking No No No No No No No No
Total Analysis Volume [veh/h] 281 1206 2 14 1121 774 538 1 102 22 79 23 Total 15-Minute Volume [veh/h] 70 302 1 3 280 193 134 0 26 6 20 6 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 267 1146 2 13 1065 735 511 1 97 21 75 22 Right Turn on Red Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 267 1146 2 13 1065 735 511 1 97 21 75 22 Name The City Drive The City Drive SR-22 EB Ramps Sh
Volumes
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-81
3170
Pedestrian Clearance [s] 0
Pedestrian Walk [s] 0
Pedestrian Signal Group 0
Exclusive Pedestrian Phase
I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Detector Length [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Detector Location [ft] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Recall No No No No No No
Maximum Recall No No No No No No
Minimum Recall No No No No No No
l2, Clearance Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 l1, Start-Up Lost Time [s] 2.0 2.0 0.0 2.0 2.0 0.0 0.0 2.0 0.0 0.0 2.0 0.0 Rest In Walk No No No No
Delayed Vehicle Green [s] 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Pedestrian Clearance [s] 0 18 0 0 25 0 0 27 0 0 0 0
Walk [s] 0 7 0 0 7 0 0 7 0 0 0 0
Vehicle Extension [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Split [s] 31 57 0 10 36 0 0 38 0 0 5 0
All red [s] 1.0 1.0 0.0 1.0 1.0 0.0 0.0 1.0 0.0 0.0 1.0 0.0 Amber [s] 3.0 3.0 0.0 3.0 3.0 0.0 0.0 3.0 0.0 0.0 3.0 0.0 Maximum Green [s] 30 30 0 30 30 0 0 30 0 0 30 0
Minimum Green [s] 0 0 0 0 0 0 0 0 0 0 0 0
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Unsig Split Split Split Split Split Split Phasing & Timing
Lost time [s] 16.00
Permissive Mode SingleBand
Offset Reference Lead Green - Beginning of First Green
Offset [s] 0.0
Actuation Type Fully actuated
Coordination Type Time of Day Pattern Coordinated
Cycle Length [s] 110
Signal Coordination Group -
Located in CBD No
Intersection Settings
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-82
3171
95th-Percentile Queue Length [ft/ln] 328.4 216.2 229.4 28.66 461.42 303.2 303.3 111.7 136.74 28.00 95th-Percentile Queue Length [veh/ln] 13.14 8.65 9.18 1.15 18.46 12.13 12.13 4.47 5.47 1.12 50th-Percentile Queue Length [ft/ln] 209.7 124.7 134.4 15.92 315.71 190.2 190.2 62.09 75.97 15.55 50th-Percentile Queue Length [veh/ln] 8.39 4.99 5.38 0.64 12.63 7.61 7.61 2.48 3.04 0.62 Critical Lane Group Yes No No No Yes Yes No No Yes No
Lane Group LOS E B B F C D D D E D
d, Delay for Lane Group [s/veh] 55.17 12.18 12.64 104.31 29.60 49.97 49.97 40.45 58.67 48.96 X, volume / capacity 0.89 0.37 0.37 0.78 0.74 0.85 0.85 0.36 0.76 0.20 Lane Group Results
PF, progression factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Rp, platoon ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 d3, Initial Queue Delay [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 d2, Incremental Delay [s] 10.89 0.51 0.97 49.94 3.23 6.21 6.21 0.77 8.52 0.85 I, Upstream Filtering Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 k, delay calibration 0.14 0.50 0.50 0.11 0.50 0.11 0.11 0.11 0.11 0.11 d1, Uniform Delay [s] 44.28 11.67 11.67 54.37 26.37 43.76 43.76 39.69 50.15 48.11 c, Capacity [veh/h] 315 2115 1110 18 1521 318 318 284 133 114 s, saturation flow rate [veh/h] 1781 3560 1868 1781 3560 1781 1781 1589 1850 1589 (v / s)_i Volume / Saturation Flow Rate 0.16 0.22 0.22 0.01 0.31 0.15 0.15 0.06 0.05 0.01 g / C, Green / Cycle 0.18 0.59 0.59 0.01 0.43 0.18 0.18 0.18 0.07 0.07 g_i, Effective Green Time [s] 19 65 65 1 47 20 20 20 8 8 l2, Clearance Lost Time [s] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 l1_p, Permitted Start-Up Lost Time [s] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 L, Total Lost Time per Cycle [s] 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 4.00 C, Cycle Length [s] 110 110 110 110 110 110 110 110 110 110 Lane Group L C C L C L C R C R
Lane Group Calculations
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-83
3172
Movement, Approach, & Intersection Results
d_M, Delay for Movement [s/veh] 55.17 12.34 12.64 104.3 29.60 0.00 49.97 49.97 40.45 58.67 58.67 48.96 Movement LOS E B B F C D D D E E D
d_A, Approach Delay [s/veh] 20.43 30.52 48.45 56.87
Approach LOS C C D E
d_I, Intersection Delay [s/veh] 30.44
Intersection LOS C
Intersection V/C 0.794
Other Modes
g_Walk,mi, Effective Walk Time [s] 11.0 0.0 11.0 11.0
M_corner, Corner Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 M_CW, Crosswalk Circulation Area [ft²/ped] 0.00 0.00 0.00 0.00 d_p, Pedestrian Delay [s] 44.55 0.00 44.55 44.55
I_p,int, Pedestrian LOS Score for Intersection 2.907 0.000 2.385 1.996 Crosswalk LOS C F B A
s_b, Saturation Flow Rate of the bicycle lane [bicycles/h] 2000 2000 2000 2000 c_b, Capacity of the bicycle lane [bicycles/h] 964 582 618 18 d_b, Bicycle Delay [s] 14.77 27.65 26.25 54.00
I_b,int, Bicycle LOS Score for Intersection 2.379 2.496 2.617 1.764 Bicycle LOS B B B A
Ring 4 - - - - - - - - - - - - - - - -
Ring 3 - - - - - - - - - - - - - - - -
Ring 2 5 6 - - - - - - - - - - - - - -
Ring 1 1 2 4 8 - - - - - - - - - - - -
Sequence
Scenario 16: 16 [HCM] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
D-84
3173
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-19-4158-1 840 The City Drive South Apartments, Orange
N:\4100\2194158 - 840 The City Drive Apartments, Orange\Report\4158 Dividers.doc

APPENDIX E

PROJECT DRIVEWAY LEVEL OF SERVICE

CALCULATION WORKSHEETS
3174
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX E-I

EXISTING TRAFFIC CONDITIONS
E-1
3175
Volume to Capacity (v/c): 0.054
Level Of Service: F
Delay (sec / veh): 104.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 7: The City Drive at Project Driveway No.1 Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 23 824 46 79 949 159 25 0 9 3 2 9 Total 15-Minute Volume [veh/h] 6 206 11 20 237 40 6 0 2 1 1 2 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 0.8940 Total Hourly Volume [veh/h] 21 737 41 71 848 142 22 0 8 3 2 8 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 21 737 41 71 848 142 22 0 8 3 2 8 Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-2
3176
Intersection LOS F
d_I, Intersection Delay [s/veh] 1.64
Approach LOS A A E D
d_A, Approach Delay [s/veh] 0.28 0.97 47.64 32.85
95th-Percentile Queue Length [ft/ln] 2.86 0.00 0.00 15.67 0.00 0.00 27.60 27.60 27.60 7.97 7.97 7.97 95th-Percentile Queue Length [veh/ln] 0.11 0.00 0.00 0.63 0.00 0.00 1.10 1.10 1.10 0.32 0.32 0.32 Movement LOS B A A B A A F F D E F C
d_M, Delay for Movement [s/veh] 10.97 0.00 0.00 14.64 0.00 0.00 55.49 105.82 25.85 38.54 104.15 15.11 V/C, Movement V/C Ratio 0.04 0.01 0.00 0.17 0.01 0.00 0.27 0.00 0.02 0.03 0.05 0.02 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-3
3177
Volume to Capacity (v/c): 0.010
Level Of Service: B
Delay (sec / veh): 10.9
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 8: Project Driveway No. 2 at Garden Grove Boulevard Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 6 0 1264 536 23
Total 15-Minute Volume [veh/h] 0 2 0 316 134 6
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9520 1.0000 0.9520 0.9520 0.9520 Total Hourly Volume [veh/h] 0 6 0 1203 510 22
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 6 0 1203 510 22
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-4
3178
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.04
Approach LOS B A A
d_A, Approach Delay [s/veh] 10.94 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 0.74 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.03 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 10.94 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.01 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-5
3179
Volume to Capacity (v/c): 1.393
Level Of Service: F
Delay (sec / veh): 304.3
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 7: The City Drive at Project Driveway No.1 Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 8 987 7 7 985 17 167 0 26 11 1 61 Total 15-Minute Volume [veh/h] 2 247 2 2 246 4 42 0 7 3 0 15 Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 0.9440 Total Hourly Volume [veh/h] 8 932 7 7 930 16 158 0 25 10 1 58 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 8 932 7 7 930 16 158 0 25 10 1 58 Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-6
3180
Intersection LOS F
d_I, Intersection Delay [s/veh] 26.28
Approach LOS A A F C
d_A, Approach Delay [s/veh] 0.08 0.10 301.40 20.36
95th-Percentile Queue Length [ft/ln] 0.88 0.00 0.00 1.35 0.00 0.00 326.43 326.43 326.43 22.71 22.71 22.71 95th-Percentile Queue Length [veh/ln] 0.04 0.00 0.00 0.05 0.00 0.00 13.06 13.06 13.06 0.91 0.91 0.91 Movement LOS B A A B A A F F F E F C
d_M, Delay for Movement [s/veh] 10.30 0.00 0.00 14.30 0.00 0.00 304.34 338.56 282.47 35.62 73.34 16.74 V/C, Movement V/C Ratio 0.01 0.01 0.00 0.02 0.01 0.00 1.39 0.00 0.06 0.08 0.02 0.14 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-7
3181
Volume to Capacity (v/c): 0.099
Level Of Service: C
Delay (sec / veh): 15.4
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 8: Project Driveway No. 2 at Garden Grove Boulevard Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 38 0 1030 1177 6
Total 15-Minute Volume [veh/h] 0 10 0 258 294 2
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9660 1.0000 0.9660 0.9660 0.9660 Total Hourly Volume [veh/h] 0 37 0 995 1137 6
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 37 0 995 1137 6
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-8
3182
Intersection LOS C
d_I, Intersection Delay [s/veh] 0.26
Approach LOS C A A
d_A, Approach Delay [s/veh] 15.36 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 8.14 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.33 0.00 0.00 0.00 0.00 Movement LOS C A A A
d_M, Delay for Movement [s/veh] 0.00 15.36 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.10 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-9
3183
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\3800\2173882 - The Terrace Apartments, Orange\Report\3882 Sub-Dividers.doc

APPENDIX E-II
YEAR 2024 CUMULATIVE PLUS PROJECT

TRAFFIC CONDITIONS
E-10
3184
Volume to Capacity (v/c): 0.939
Level Of Service: F
Delay (sec / veh): 190.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 7: The City Drive at Project Driveway No.1 Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 25 921 45 79 1074 171 66 0 17 3 2 8 Total 15-Minute Volume [veh/h] 6 230 11 20 268 43 17 0 4 1 1 2 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 24 875 43 75 1020 162 63 0 16 3 2 8 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 24 875 43 75 1020 162 63 0 16 3 2 8 Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-11
3185
Intersection LOS F
d_I, Intersection Delay [s/veh] 7.17
Approach LOS A A F E
d_A, Approach Delay [s/veh] 0.30 0.95 182.23 46.12
95th-Percentile Queue Length [ft/ln] 3.53 0.00 0.00 17.78 0.00 0.00 137.5 137.5 137.5 10.73 10.73 10.73 95th-Percentile Queue Length [veh/ln] 0.14 0.00 0.00 0.71 0.00 0.00 5.50 5.50 5.50 0.43 0.43 0.43 Movement LOS B A A C A A F F F F F C
d_M, Delay for Movement [s/veh] 11.79 0.00 0.00 15.98 0.00 0.00 190.7 268.2 149.2 50.21 151.6 18.21 V/C, Movement V/C Ratio 0.05 0.01 0.00 0.19 0.01 0.00 0.94 0.00 0.05 0.03 0.08 0.02 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-12
3186
Volume to Capacity (v/c): 0.032
Level Of Service: B
Delay (sec / veh): 11.6
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 8: Project Driveway No. 2 at Garden Grove Boulevard Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 18 0 1420 641 29
Total 15-Minute Volume [veh/h] 0 4 0 355 160 7
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9520 1.0000 0.9520 0.9520 0.9520 Total Hourly Volume [veh/h] 0 17 0 1352 610 28
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 17 0 1352 610 28
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-13
3187
Intersection LOS B
d_I, Intersection Delay [s/veh] 0.10
Approach LOS B A A
d_A, Approach Delay [s/veh] 11.59 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 2.47 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.10 0.00 0.00 0.00 0.00 Movement LOS B A A A
d_M, Delay for Movement [s/veh] 0.00 11.59 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.03 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
Scenario 7: 7 AM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-14
3188
Volume to Capacity (v/c): 2.836
Level Of Service: F
Delay (sec / veh): 985.2
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 7: The City Drive at Project Driveway No.1 Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Intersection Setup
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 15 1213 7 7 1188 53 201 0 32 12 1 64 Total 15-Minute Volume [veh/h] 4 303 2 2 297 13 50 0 8 3 0 16 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 0.950 Total Hourly Volume [veh/h] 14 1152 7 7 1129 50 191 0 30 11 1 61 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 14 1152 7 7 1129 50 191 0 30 11 1 61 Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-15
3189
Intersection LOS F
d_I, Intersection Delay [s/veh] 82.66
Approach LOS A A F D
d_A, Approach Delay [s/veh] 0.14 0.10 979.53 30.52
95th-Percentile Queue Length [ft/ln] 2.07 0.00 0.00 1.75 0.00 0.00 574.1 574.1 574.1 38.05 38.05 38.05 95th-Percentile Queue Length [veh/ln] 0.08 0.00 0.00 0.07 0.00 0.00 22.97 22.97 22.97 1.52 1.52 1.52 Movement LOS B A A C A A F F F F F C
d_M, Delay for Movement [s/veh] 11.64 0.00 0.00 17.04 0.00 0.00 985.1 1063. 944.1 58.19 147.6 23.50 V/C, Movement V/C Ratio 0.03 0.01 0.00 0.02 0.01 0.00 2.84 0.00 0.09 0.15 0.04 0.17 Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0 0
Two-Stage Gap Acceptance No No
Storage Area [veh] 0 0 0 0
Flared Lane No No
Priority Scheme Free Free Stop Stop
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-16
3190
Volume to Capacity (v/c): 0.132
Level Of Service: C
Delay (sec / veh): 17.7
Analysis Period: 15 minutes
Analysis Method: HCM 6th Edition
Control Type: Two-way stop
Intersection 8: Project Driveway No. 2 at Garden Grove Boulevard Intersection Level Of Service Report
Crosswalk No No No
Grade [%] 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00
No. of Lanes in Exit Pocket 0 0 0 0 0 0
Entry Pocket Length [ft] 100.00 100.00 100.00 100.00 100.00 100.00 No. of Lanes in Entry Pocket 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00
Turning Movement Left Right Left Thru Thru Right
Lane Configuration
Approach Southbound Eastbound Westbound
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Intersection Setup
Pedestrian Volume [ped/h] 0 0 0
Total Analysis Volume [veh/h] 0 43 0 1209 1381 21
Total 15-Minute Volume [veh/h] 0 11 0 302 345 5
Other Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Peak Hour Factor 1.0000 0.9660 1.0000 0.9660 0.9660 0.9660 Total Hourly Volume [veh/h] 0 42 0 1168 1334 20
Other Volume [veh/h] 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0
Pass-by Trips [veh/h] 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0
Growth Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.0000 1.0000 1.0000 1.0000 1.0000 1.0000 Base Volume Input [veh/h] 0 42 0 1168 1334 20
Name Project Driveway No. 2 Garden Grove Boulevard Garden Grove Boulevard Volumes
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-17
3191
Intersection LOS C
d_I, Intersection Delay [s/veh] 0.29
Approach LOS C A A
d_A, Approach Delay [s/veh] 17.67 0.00 0.00
95th-Percentile Queue Length [ft/ln] 0.00 11.22 0.00 0.00 0.00 0.00 95th-Percentile Queue Length [veh/ln] 0.00 0.45 0.00 0.00 0.00 0.00 Movement LOS C A A A
d_M, Delay for Movement [s/veh] 0.00 17.67 0.00 0.00 0.00 0.00 V/C, Movement V/C Ratio 0.00 0.13 0.00 0.01 0.01 0.00
Movement, Approach, & Intersection Results
Number of Storage Spaces in Median 0 0 0
Two-Stage Gap Acceptance No
Storage Area [veh] 0 0 0
Flared Lane
Priority Scheme Stop Free Free
Intersection Settings
Scenario 8: 8 PM Year 2024 Cumulative + Project
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-18
3192
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Report\Misc\4158 Sub-Dividers.doc

APPENDIX E-III
YEAR 2024 CUMULATIVE PLUS PROJECT

PLUS IMPROVEMENTS TRAFFIC CONDITIONS
E-19
3193
Volume to Capacity (v/c): 0.460
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 7: The City Drive at Project Driveway No.1 Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 24 875 43 75 1020 162 63 0 16 3 2 8 Total 15-Minute Volume [veh/h] 6 219 11 19 255 41 16 0 4 1 1 2 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 24 875 43 75 1020 162 63 0 16 3 2 8 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 24 875 43 75 1020 162 63 0 16 3 2 8 Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Volumes
Scenario 17: 17 [Mit] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-20
3194
Intersection V/C 0.460
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.18 0.18 0.04 0.35 0.35 0.04 0.00 0.05 0.00 0.01 0.01 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 17: 17 [Mit] AM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-21
3195
Volume to Capacity (v/c): 0.560
Level Of Service: A
Delay (sec / veh): -
Analysis Period: 15 minutes
Analysis Method: ICU 1
Control Type: Signalized
Intersection 7: The City Drive at Project Driveway No.1 Intersection Level Of Service Report
Crosswalk No No No No
Grade [%] 0.00 0.00 0.00 0.00
Speed [mph] 30.00 30.00 30.00 30.00
Exit Pocket Length [ft] 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 No. of Lanes in Exit Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Entry Pocket Length [ft] 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 100.0 No. of Lanes in Entry Pocket 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width [ft] 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 12.00 Turning Movement Left Thru Right Left Thru Right Left Thru Right Left Thru Right Lane Configuration
Approach Northbound Southbound Eastbound Westbound
Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Intersection Setup
Bicycle Volume [bicycles/h] 0 0 0 0
Pedestrian Volume [ped/h] 0 0 0 0
Total Analysis Volume [veh/h] 14 1152 7 7 1129 50 191 0 30 11 1 61 Total 15-Minute Volume [veh/h] 4 288 2 2 282 13 48 0 8 3 0 15 Other Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Peak Hour Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Total Hourly Volume [veh/h] 14 1152 7 7 1129 50 191 0 30 11 1 61 Other Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Existing Site Adjustment Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0 Pass-by Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Diverted Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Site-Generated Trips [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
In-Process Volume [veh/h] 0 0 0 0 0 0 0 0 0 0 0 0
Growth Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Heavy Vehicles Percentage [%] 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 2.00 Base Volume Adjustment Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Base Volume Input [veh/h] 14 1152 7 7 1129 50 191 0 30 11 1 61 Name The City Drive The City Drive Project Driveway No.1 Project Driveway No.1 Volumes
Scenario 18: 18 [Mit] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-22
3196
Intersection V/C 0.560
Intersection LOS A
V/C, Movement V/C Ratio 0.01 0.23 0.23 0.00 0.35 0.35 0.11 0.00 0.13 0.01 0.04 0.04 Movement, Approach, & Intersection Results
Lead / Lag Lead - - Lead - - - - - - - -
Auxiliary Signal Groups
Signal Group 5 2 0 1 6 0 0 4 0 0 8 0
Control Type Protec Permi Permi Protec Permi Permi Permi Permi Permi Permi Permi Permi Phasing & Timing
Lost time [s] 5.00
Cycle Length [s] 100
Intersection Settings
Scenario 18: 18 [Mit] PM Year 2024 Cumulative + Project 840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-23
3197
LINSCOTT, LAW & GREENSPAN, engineers LLG Ref. 2-16-3695-1 Kendall-Palm Commercial, San Bernardino
N:\4100\2194158 - 840 The City Drive South Apartments Project, Orange\Report\Misc\4158 Sub-Dividers.doc

APPENDIX E-IV

EXISTING SIGNAL WARRANT ANALYSIS
E-24
3198
Signal Warrants Report For Intersection 7: The City Drive at Project Driveway No.1 Hour Major Streets Minor Streets

S N E W
1 799 1061 13 30
2 775 1029 13 29
3 759 1008 12 29
4 711 944 12 27
5 631 838 10 24
6 623 828 10 23
7 615 817 10 23
8 559 743 9 21
9 551 732 9 21
10 543 721 9 20
11 471 626 8 18
12 439 584 7 17
13 431 573 7 16
14 320 424 5 12
15 320 424 5 12
16 224 297 4 8
17 128 170 2 5
18 128 170 2 5
19 72 95 1 3
20 40 53 1 2
21 24 32 0 1
22 8 11 0 0
23 8 11 0 0
24 8 11 0 0
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume No
#2 Four Hour Vehicular Volume No
#3 Peak Hour No
Warrants Summary
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-25
3199
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 32.8 47.6 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:07 0:23 Delay Condition Met No No
Volume on Minor Street Approach During Same Hour 13 30
High Minor Volume Condition Met No No
Total Entering Volume on All Approaches During Same Hour 1903 1903 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No No
Warrant Met for Intersection No
Warrant 3 Condition A
Hour Major Lanes Minor Lanes Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 7 1860 2 43 No No No No No No No No No No
2 7 1804 2 42 No No No No No No No No No No
3 7 1767 2 41 No No No No No No No No No No
4 7 1655 2 39 No No No No No No No No No No
5 7 1469 2 34 No No No No No No No No No No
6 7 1451 2 33 No No No No No No No No No No
7 7 1432 2 33 No No No No No No No No No No
8 7 1302 2 30 No No No No No No No No No No
9 7 1283 2 30 No No No No No No No No No No
10 7 1264 2 29 No No No No No No No No No No
11 7 1097 2 26 No No No No No No No No No No
12 7 1023 2 24 No No No No No No No No No No
13 7 1004 2 23 No No No No No No No No No No
14 7 744 2 17 No No No No No No No No No No
15 7 744 2 17 No No No No No No No No No No
16 7 521 2 12 No No No No No No No No No No
17 7 298 2 7 No No No No No No No No No No
18 7 298 2 7 No No No No No No No No No No
19 7 167 2 4 No No No No No No No No No No
20 7 93 2 3 No No No No No No No No No No
21 7 56 2 1 No No No No No No No No No No
22 7 19 2 0 No No No No No No No No No No
23 7 19 2 0 No No No No No No No No No No
24 7 19 2 0 No No No No No No No No No No
Hours
Met 0 0 0 0 0 0 0 0 0 0
Warrant Analysis by Hour
Scenario 1: 1 AM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-26
3200
Signal Warrants Report For Intersection 7: The City Drive at Project Driveway No.1 Hour Major Streets Minor Streets

S N E W
1 947 953 69 183
2 919 924 67 178
3 900 905 66 174
4 843 848 61 163
5 748 753 55 145
6 739 743 54 143
7 729 734 53 141
8 663 667 48 128
9 653 658 48 126
10 644 648 47 124
11 559 562 41 108
12 521 524 38 101
13 511 515 37 99
14 379 381 28 73
15 379 381 28 73
16 265 267 19 51
17 152 152 11 29
18 152 152 11 29
19 85 86 6 16
20 47 48 3 9
21 28 29 2 5
22 9 10 1 2
23 9 10 1 2
24 9 10 1 2
Warrant Analysis Traffic Volumes
Major Approaches S, N
Minor Approaches E, W
Speed > 40mph No
Population < 10,000 No
Warrant Factor 100%
Intersection Warrants Parameters
Warrant Name Met?
#1 Eight Hour Vehicular Volume Yes
#2 Four Hour Vehicular Volume Yes
#3 Peak Hour Yes
Warrants Summary
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-27
3201
Orientation E W
Total Stopped Delay Per Vehicle on Minor Approach (s) 20.4 301.4 Number of Lanes on Minor Street Approach 1 1
VehicleHours of Stopped Delay on Minor Approach ([h]h:mm) 0:23 15:19 Delay Condition Met No Yes
Volume on Minor Street Approach During Same Hour 69 183 High Minor Volume Condition Met No Yes
Total Entering Volume on All Approaches During Same Hour 2152 2152 Number of Approaches on Intersection 4 4
Total Volume Condition Met Yes Yes
Warrant Met for Approach No Yes
Warrant Met for Intersection Yes
Warrant 3 Condition A
Hour Major Lanes Minor Lanes Warrant 1 Condition A Warrant 1 Condition B Warrant 2 Warrant 3 Number Volume Number Volume 100% 80% 70% 56% 100% 80% 70% 56% Condition B
1 7 1900 2 252 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
2 7 1843 2 245 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
3 7 1805 2 240 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
4 7 1691 2 224 Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes
5 7 1501 2 200 No Yes Yes Yes Yes Yes Yes Yes Yes Yes
6 7 1482 2 197 No Yes Yes Yes Yes Yes Yes Yes Yes No
7 7 1463 2 194 No Yes Yes Yes Yes Yes Yes Yes Yes No
8 7 1330 2 176 No Yes Yes Yes Yes Yes Yes Yes Yes No
9 7 1311 2 174 No Yes Yes Yes Yes Yes Yes Yes Yes No
10 7 1292 2 171 No Yes Yes Yes Yes Yes Yes Yes Yes No
11 7 1121 2 149 No No Yes Yes Yes Yes Yes Yes No No
12 7 1045 2 139 No No No Yes Yes Yes Yes Yes No No
13 7 1026 2 136 No No No Yes Yes Yes Yes Yes No No
14 7 760 2 101 No No No No No Yes Yes Yes No No
15 7 760 2 101 No No No No No Yes Yes Yes No No
16 7 532 2 70 No No No No No No No Yes No No
17 7 304 2 40 No No No No No No No No No No
18 7 304 2 40 No No No No No No No No No No
19 7 171 2 22 No No No No No No No No No No
20 7 95 2 12 No No No No No No No No No No
21 7 57 2 7 No No No No No No No No No No
22 7 19 2 3 No No No No No No No No No No
23 7 19 2 3 No No No No No No No No No No
24 7 19 2 3 No No No No No No No No No No
Hours
Met 4 10 11 13 13 15 15 16 10 5
Warrant Analysis by Hour
Scenario 2: 2 PM Existing
840 The City Drive South Apartments
Version 2020 (SP 0-6)
Generated with
E-28
3202
K-2: VMT Screening Memorandum
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3204

TECHNICAL MEMORANDUM
To: Mr. Adam Covington
Street Lights Residential
Date: December 11, 2020
From: Keil D. Maberry, P.E., Principal
Daniel A. Kloos, P.E., Associate Principal
Linscott, Law & Greenspan, Engineers
LLG Ref: 2.19.4158.1
Subject: Vehicle Miles Traveled (VMT) Screening Assessment 840 The City Drive South Apartments Project, Orange
As requested, Linscott, Law & Greenspan, Engineers (LLG) is pleased to submit this Vehicle Miles Traveled (VMT) Screening Assessment Technical Memorandum for the proposed 840 The City Drive South Apartments Project (herein referred to as “Project”). The project site is located at 840 The City Drive South in the City of Orange, California. The project site is currently occupied by a 9,000 square-foot (SF) strip retail center and an existing parking lot. Figure 1 presents a Vicinity Map, which illustrates the general location of the project site and depicts the surrounding street system and Figure 2 presents an aerial depiction of the existing site. The Project proposes to demolish the existing strip retail center and construct a maximum of 226 apartment units with a maximum of 9,169 SF of mixed-use retail space.

Figure 3 presents the proposed site plan for the proposed Project.

On December 28, 2018, the California Natural Resources Agency adopted revised CEQA Guidelines. Among the changes to the guidelines was the removal of vehicle delay and LOS from consideration for transportation impacts under CEQA. With the adopted guidelines, transportation impacts are to be evaluated based on a project’s effect on vehicle miles traveled. Lead agencies are allowed to continue using their current impact criteria, or to opt into the revised transportation guidelines. However, the new guidelines must be used starting July 1, 2020, as required in CEQA section 15064.3. The City of Orange recently adopted new transportation impact criteria in July 2020 to be consistent with the CEQA revisions. These new guidelines are contained within the City of Orange Traffic Impact Analysis Guidelines for Vehicle Miles Traveled and Level of Service Assessment, dated July 2020 and provide screening criteria and methodology for VMT analysis.

As part of the updated guidelines, the City of Orange has developed a VMT Traffic Study Screening Tool to be utilized by proposed development projects. The details of the proposed project (i.e. location, project land use information, etc.) are provided to City of Orange Traffic Engineering staff and City staff enters the project information into their screening tool to determine whether or not a project will screen out from a VMT analysis or require a VMT analysis.
3205
Mr. Adam Covington
December 11, 2020

Page 2 ends

Orange City CouncilApril 11, 2023

Orange City Council
April 11, 2023