Cities Index.
Agenda

Indio City Council
December 6, 2023

Document
Agenda
Meeting
December 6, 2023
Body
Indio City Council
Pages
2,023
Original file
455.0 MB
Text extracted from the city's file for reading and search. Open the original on indio.civicweb.net. That file is the official record.

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2938 of 3061 File Name : 02_IND_HC_FW PM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 1
City of Indio
N/S: Heritage Court Main Driveway
E/W: Fred Waring Drive
Weather: Clear
Groups Printed- Total Volume
Fred Waring Drive
Westbound
Heritage Court Main Driveway
Northbound
Fred Waring Drive
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 23 159 182 25 35 60 248 29 277 519
04:15 PM 21 153 174 23 28 51 223 25 248 473
04:30 PM 20 166 186 18 26 44 218 18 236 466
04:45 PM 27 145 172 22 30 52 191 27 218 442
Total 91 623 714 88 119 207 880 99 979 1900
05:00 PM 21 147 168 26 36 62 195 25 220 450
05:15 PM 10 169 179 23 31 54 261 18 279 512
05:30 PM 21 166 187 28 28 56 198 29 227 470
05:45 PM 14 134 148 22 17 39 184 22 206 393
Total 66 616 682 99 112 211 838 94 932 1825
Grand Total 157 1239 1396 187 231 418 1718 193 1911 3725 Apprch % 11.2 88.8 44.7 55.3 89.9 10.1
Total % 4.2 33.3 37.5 5 6.2 11.2 46.1 5.2 51.3
Fred Waring Drive
Westbound
Heritage Court Main Driveway
Northbound
Fred Waring Drive
Eastbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 23 159 182 25 35 60 248 29 277 519
04:15 PM 21 153 174 23 28 51 223 25 248 473
04:30 PM 20 166 186 18 26 44 218 18 236 466
04:45 PM 27 145 172 22 30 52 191 27 218 442
Total Volume 91 623 714 88 119 207 880 99 979 1900
% App. Total 12.7 87.3 42.5 57.5 89.9 10.1
PHF .843 .938 .960 .880 .850 .863 .887 .853 .884 .915
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-7

Page 378 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2939 of 3061 File Name : 02_IND_HC_FW PM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 2
City of Indio
N/S: Heritage Court Main Driveway
E/W: Fred Waring Drive
Weather: Clear
Fred Waring Drive
Fred Waring Drive
Heritage Court Main Driveway
Thru
623
Left
91 Out Total In
999 714 1713
Left
88 Right
119
Out In Total
190 207 397
Thru
880
Right
99 Total Out In
711 979 1690
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:45 PM 04:00 PM
+0 mins. 23 159 182 22 30 52 248 29 277
+15 mins. 21 153 174 26 36 62 223 25 248
+30 mins. 20 166 186 23 31 54 218 18 236
+45 mins. 27 145 172 28 28 56 191 27 218
Total Volume 91 623 714 99 125 224 880 99 979
% App. Total 12.7 87.3 44.2 55.8 89.9 10.1
PHF .843 .938 .960 .884 .868 .903 .887 .853 .884
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-8

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2940 of 3061 File Name : 03_IND_JEFF_RIRO N AM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 1
City of Indio
N/S: Jefferson Street
E/W: RIRO Driveway North
Weather: Clear
Groups Printed- Total Volume
Jefferson Street
Southbound
RIRO Driveway North
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 0 281 281 0 2 2 243 1 244 527
07:15 AM 0 325 325 0 1 1 308 2 310 636
07:30 AM 0 343 343 0 1 1 356 2 358 702
07:45 AM 0 401 401 0 2 2 335 2 337 740
Total 0 1350 1350 0 6 6 1242 7 1249 2605
08:00 AM 0 485 485 0 1 1 348 2 350 836
08:15 AM 0 371 371 0 4 4 327 3 330 705
08:30 AM 0 315 315 0 4 4 309 1 310 629
08:45 AM 0 333 333 0 4 4 235 2 237 574
Total 0 1504 1504 0 13 13 1219 8 1227 2744
Grand Total 0 2854 2854 0 19 19 2461 15 2476 5349
Apprch % 0 100 0 100 99.4 0.6
Total % 0 53.4 53.4 0 0.4 0.4 46 0.3 46.3
Jefferson Street
Southbound
RIRO Driveway North
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 0 343 343 0 1 1 356 2 358 702
07:45 AM 0 401 401 0 2 2 335 2 337 740
08:00 AM 0 485 485 0 1 1 348 2 350 836
08:15 AM 0 371 371 0 4 4 327 3 330 705
Total Volume 0 1600 1600 0 8 8 1366 9 1375 2983
% App. Total 0 100 0 100 99.3 0.7
PHF .000 .825 .825 .000 .500 .500 .959 .750 .960 .892
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-9

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2941 of 3061 File Name : 03_IND_JEFF_RIRO N AM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 2
City of Indio
N/S: Jefferson Street
E/W: RIRO Driveway North
Weather: Clear
Jefferson Street
RIRO Driveway North
Jefferson Street
Thru
1600
Left
0 Out In Total
1374 1600 2974
Right
8 Left
0 Out Total In
9 8 17
Thru
1366
Right
9 Out In Total
1600 1375 2975
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 07:30 AM
+0 mins. 0 343 343 0 1 1 356 2 358
+15 mins. 0 401 401 0 4 4 335 2 337
+30 mins. 0 485 485 0 4 4 348 2 350
+45 mins. 0 371 371 0 4 4 327 3 330
Total Volume 0 1600 1600 0 13 13 1366 9 1375
% App. Total 0 100 0 100 99.3 0.7
PHF .000 .825 .825 .000 .813 .813 .959 .750 .960
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-10

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2942 of 3061 File Name : 03_IND_JEFF_RIRO N PM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 1
City of Indio
N/S: Jefferson Street
E/W: RIRO Driveway North
Weather: Clear
Groups Printed- Total Volume
Jefferson Street
Southbound
RIRO Driveway North
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 0 405 405 0 6 6 305 4 309 720
04:15 PM 0 321 321 0 6 6 308 1 309 636
04:30 PM 0 344 344 0 7 7 310 4 314 665
04:45 PM 0 346 346 0 4 4 271 6 277 627
Total 0 1416 1416 0 23 23 1194 15 1209 2648
05:00 PM 0 356 356 0 5 5 302 1 303 664
05:15 PM 0 314 314 0 3 3 276 4 280 597
05:30 PM 0 361 361 0 6 6 243 4 247 614
05:45 PM 0 280 280 0 7 7 231 1 232 519
Total 0 1311 1311 0 21 21 1052 10 1062 2394
Grand Total 0 2727 2727 0 44 44 2246 25 2271 5042
Apprch % 0 100 0 100 98.9 1.1
Total % 0 54.1 54.1 0 0.9 0.9 44.5 0.5 45
Jefferson Street
Southbound
RIRO Driveway North
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 0 405 405 0 6 6 305 4 309 720
04:15 PM 0 321 321 0 6 6 308 1 309 636
04:30 PM 0 344 344 0 7 7 310 4 314 665
04:45 PM 0 346 346 0 4 4 271 6 277 627
Total Volume 0 1416 1416 0 23 23 1194 15 1209 2648
% App. Total 0 100 0 100 98.8 1.2
PHF .000 .874 .874 .000 .821 .821 .963 .625 .963 .919
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-11

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2943 of 3061 File Name : 03_IND_JEFF_RIRO N PM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 2
City of Indio
N/S: Jefferson Street
E/W: RIRO Driveway North
Weather: Clear
Jefferson Street
RIRO Driveway North
Jefferson Street
Thru
1416
Left
0 Out In Total
1217 1416 2633
Right
23 Left
0 Out Total In
15 23 38
Thru
1194
Right
15 Out In Total
1416 1209 2625
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:00 PM 04:00 PM
+0 mins. 0 405 405 0 6 6 305 4 309
+15 mins. 0 321 321 0 6 6 308 1 309
+30 mins. 0 344 344 0 7 7 310 4 314
+45 mins. 0 346 346 0 4 4 271 6 277
Total Volume 0 1416 1416 0 23 23 1194 15 1209
% App. Total 0 100 0 100 98.8 1.2
PHF .000 .874 .874 .000 .821 .821 .963 .625 .963
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-12

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2944 of 3061 File Name : 04_IND_JEFF_RIRO S AM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 1
City of Indio
N/S: Jefferson Street
E/W: LI/RIRO Driveway South
Weather: Clear
Groups Printed- Total Volume
Jefferson Street
Southbound
LI/RIRO Driveway South
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 07:00 AM 8 276 284 0 8 8 240 6 246 538
07:15 AM 7 315 322 0 6 6 302 8 310 638
07:30 AM 5 333 338 0 8 8 367 6 373 719
07:45 AM 10 385 395 0 6 6 332 10 342 743
Total 30 1309 1339 0 28 28 1241 30 1271 2638
08:00 AM 12 473 485 0 9 9 355 14 369 863
08:15 AM 7 360 367 0 10 10 316 8 324 701
08:30 AM 5 308 313 0 8 8 309 10 319 640
08:45 AM 8 320 328 0 10 10 226 9 235 573
Total 32 1461 1493 0 37 37 1206 41 1247 2777
Grand Total 62 2770 2832 0 65 65 2447 71 2518 5415
Apprch % 2.2 97.8 0 100 97.2 2.8
Total % 1.1 51.2 52.3 0 1.2 1.2 45.2 1.3 46.5
Jefferson Street
Southbound
LI/RIRO Driveway South
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 07:30 AM
07:30 AM 5 333 338 0 8 8 367 6 373 719
07:45 AM 10 385 395 0 6 6 332 10 342 743
08:00 AM 12 473 485 0 9 9 355 14 369 863
08:15 AM 7 360 367 0 10 10 316 8 324 701
Total Volume 34 1551 1585 0 33 33 1370 38 1408 3026
% App. Total 2.1 97.9 0 100 97.3 2.7
PHF .708 .820 .817 .000 .825 .825 .933 .679 .944 .877
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-13

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2945 of 3061 File Name : 04_IND_JEFF_RIRO S AM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 2
City of Indio
N/S: Jefferson Street
E/W: LI/RIRO Driveway South
Weather: Clear
Jefferson Street
LI/RIRO Driveway South
Jefferson Street
Thru
1551
Left
34 Out In Total
1403 1585 2988
Right
33 Left
0 Out Total In
72 33 105
Thru
1370
Right
38 Out In Total
1551 1408 2959
Peak Hour Begins at 07:30 AM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 07:00 AM to 08:45 AM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
07:30 AM 08:00 AM 07:30 AM
+0 mins. 5 333 338 0 9 9 367 6 373
+15 mins. 10 385 395 0 10 10 332 10 342
+30 mins. 12 473 485 0 8 8 355 14 369
+45 mins. 7 360 367 0 10 10 316 8 324
Total Volume 34 1551 1585 0 37 37 1370 38 1408
% App. Total 2.1 97.9 0 100 97.3 2.7
PHF .708 .820 .817 .000 .925 .925 .933 .679 .944
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-14

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2946 of 3061 File Name : 04_IND_JEFF_RIRO S PM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 1
City of Indio
N/S: Jefferson Street
E/W: LI/RIRO Driveway South
Weather: Clear
Groups Printed- Total Volume
Jefferson Street
Southbound
LI/RIRO Driveway South
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total 04:00 PM 21 398 419 0 29 29 282 22 304 752
04:15 PM 13 309 322 0 26 26 289 26 315 663
04:30 PM 15 329 344 0 26 26 279 23 302 672
04:45 PM 12 342 354 0 16 16 264 19 283 653
Total 61 1378 1439 0 97 97 1114 90 1204 2740
05:00 PM 10 345 355 0 31 31 280 23 303 689
05:15 PM 17 298 315 0 15 15 263 20 283 613
05:30 PM 16 348 364 0 21 21 235 12 247 632
05:45 PM 19 263 282 0 24 24 215 14 229 535
Total 62 1254 1316 0 91 91 993 69 1062 2469
Grand Total 123 2632 2755 0 188 188 2107 159 2266 5209
Apprch % 4.5 95.5 0 100 93 7
Total % 2.4 50.5 52.9 0 3.6 3.6 40.4 3.1 43.5
Jefferson Street
Southbound
LI/RIRO Driveway South
Westbound
Jefferson Street
Northbound
Start Time Left Thru App. Total Left Right App. Total Thru Right App. Total Int. Total Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Entire Intersection Begins at 04:00 PM
04:00 PM 21 398 419 0 29 29 282 22 304 752
04:15 PM 13 309 322 0 26 26 289 26 315 663
04:30 PM 15 329 344 0 26 26 279 23 302 672
04:45 PM 12 342 354 0 16 16 264 19 283 653
Total Volume 61 1378 1439 0 97 97 1114 90 1204 2740
% App. Total 4.2 95.8 0 100 92.5 7.5
PHF .726 .866 .859 .000 .836 .836 .964 .865 .956 .911
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-15

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2947 of 3061 File Name : 04_IND_JEFF_RIRO S PM
Site Code : 05123427
Start Date : 5/10/2023
Page No : 2
City of Indio
N/S: Jefferson Street
E/W: LI/RIRO Driveway South
Weather: Clear
Jefferson Street
LI/RIRO Driveway South
Jefferson Street
Thru
1378
Left
61 Out In Total
1211 1439 2650
Right
97 Left
0 Out Total In
151 97 248
Thru
1114
Right
90 Out In Total
1378 1204 2582
Peak Hour Begins at 04:00 PM
Total Volume
Peak Hour Data
North
Peak Hour Analysis From 04:00 PM to 05:45 PM - Peak 1 of 1 Peak Hour for Each Approach Begins at:
04:00 PM 04:15 PM 04:00 PM
+0 mins. 21 398 419 0 26 26 282 22 304
+15 mins. 13 309 322 0 26 26 289 26 315
+30 mins. 15 329 344 0 16 16 279 23 302
+45 mins. 12 342 354 0 31 31 264 19 283
Total Volume 61 1378 1439 0 99 99 1114 90 1204
% App. Total 4.2 95.8 0 100 92.5 7.5
PHF .726 .866 .859 .000 .798 .798 .964 .865 .956
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
(951) 268-6268

3.1-16

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2948 of 3061

Page 1 ends

City of Indio
Fred Waring Drive
E/ Jefferson Street
24 Hour Directional Volume Count
IND002
Site Code: 051-23427
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 5/10/23 Eastbound Hour Totals Westbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 16 154 14 133
12:15 10 111 12 160
12:30 11 186 2 129
12:45 10 148 47 599 4 166 32 588 79 1187
01:00 11 194 7 143
01:15 9 167 5 150
01:30 6 165 2 205
01:45 6 165 32 691 3 133 17 631 49 1322
02:00 7 226 8 148
02:15 6 230 5 174
02:30 3 251 5 180
02:45 4 236 20 943 3 197 21 699 41 1642
03:00 6 243 4 231
03:15 6 279 7 228
03:30 8 229 16 216
03:45 8 309 28 1060 10 168 37 843 65 1903
04:00 7 249 24 176
04:15 11 245 45 187
04:30 11 231 49 172
04:45 19 219 48 944 59 173 177 708 225 1652
05:00 17 216 75 177
05:15 24 279 65 187
05:30 33 228 100 185
05:45 49 208 123 931 113 167 353 716 476 1647
06:00 49 154 90 168
06:15 42 163 152 161
06:30 53 187 173 150
06:45 59 155 203 659 167 172 582 651 785 1310
07:00 90 138 173 127
07:15 91 147 261 106
07:30 134 145 340 87
07:45 171 138 486 568 310 81 1084 401 1570 969
08:00 165 107 365 74
08:15 168 132 252 79
08:30 167 132 214 72
08:45 101 125 601 496 200 80 1031 305 1632 801
09:00 113 105 193 71
09:15 118 117 152 70
09:30 118 93 181 40
09:45 109 90 458 405 158 45 684 226 1142 631
10:00 92 85 175 45
10:15 118 59 155 43
10:30 116 53 176 45
10:45 165 51 491 248 169 37 675 170 1166 418
11:00 114 27 161 16
11:15 110 35 136 28
11:30 146 38 150 21
11:45 152 23 522 123 151 12 598 77 1120 200
Total 3059 7667 3059 7667 5291 6015 5291 6015 8350 13682 Combined
Total 10726 10726 11306 11306 22032
AM Peak - 07:45 - - - 07:15 - - - - -
Vol. - 671 - - - 1276 - - - - -
P.H.F. 0.981 0.874
PM Peak - - 03:15 - - - 02:45 - - - -
Vol. - - 1066 - - - 872 - - - -
P.H.F. 0.862 0.944
Percentag
e

28.5% 71.5% 46.8% 53.2%
ADT/AADT ADT 22,032 AADT 22,032

3.1-17

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2949 of 3061

Page 1 ends

City of Indio
Jefferson Street
S/ Fred Waring Drive
24 Hour Directional Volume Count
IND001
Site Code: 051-23427
Counts Unlimited, Inc.

PO Box 1178
Corona, CA 92878
Phone: (951) 268-6268
email: [email protected]
Start 5/10/23 Northbound Hour Totals Southbound Hour Totals Combined Totals Time Wed Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon Morning Afternoon 12:00 10 248 19 233
12:15 6 231 21 254
12:30 12 283 26 256
12:45 6 253 34 1015 16 259 82 1002 116 2017
01:00 8 245 11 256
01:15 3 256 12 276
01:30 13 288 8 275
01:45 8 269 32 1058 12 291 43 1098 75 2156
02:00 13 275 10 277
02:15 9 260 11 289
02:30 6 313 7 326
02:45 8 308 36 1156 9 359 37 1251 73 2407
03:00 9 352 3 338
03:15 8 370 6 355
03:30 20 341 16 364
03:45 21 403 58 1466 11 372 36 1429 94 2895
04:00 28 309 12 410
04:15 28 307 15 324
04:30 45 315 37 343
04:45 51 272 152 1203 52 344 116 1421 268 2624
05:00 70 311 33 355
05:15 70 288 63 313
05:30 101 256 73 357
05:45 110 243 351 1098 132 279 301 1304 652 2402
06:00 111 249 134 257
06:15 167 235 130 216
06:30 190 203 182 237
06:45 219 219 687 906 193 201 639 911 1326 1817
07:00 236 155 282 186
07:15 307 165 325 168
07:30 345 164 349 162
07:45 329 140 1217 624 404 158 1360 674 2577 1298
08:00 340 141 486 156
08:15 329 129 373 154
08:30 304 149 318 145
08:45 243 117 1216 536 335 124 1512 579 2728 1115
09:00 236 125 238 101
09:15 191 108 249 106
09:30 228 99 270 91
09:45 230 102 885 434 272 76 1029 374 1914 808
10:00 241 65 259 98
10:15 245 48 228 93
10:30 237 52 235 66
10:45 223 29 946 194 240 46 962 303 1908 497
11:00 253 33 240 41
11:15 245 25 228 40
11:30 255 23 250 37
11:45 248 17 1001 98 240 26 958 144 1959 242
Total 6615 9788 6615 9788 7075 10490 7075 10490 13690 20278 Combined
Total 16403 16403 17565 17565 33968
AM Peak - 07:30 - - - 07:30 - - - - -
Vol. - 1343 - - - 1612 - - - - -
P.H.F. 0.973 0.829
PM Peak - - 03:00 - - - 03:15 - - - -
Vol. - - 1466 - - - 1501 - - - -
P.H.F. 0.909 0.915
Percentag
e

40.3% 59.7% 40.3% 59.7%
ADT/AADT ADT 33,968 AADT 33,968

3.1-18

Page 389 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2950 of 3061 Heritage Palms SP/MP Amendment Focused Traffic Analysis 13915-07 Report
5 APPENDIX 3.2: EXISTING (2023) CONDITIONS INTERSECTION

OPERATIONS ANALYSIS WORKSHEETS

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2951 of 3061 Heritage Palms SP/MP Amendment Focused Traffic Analysis 13915-07 Report
6 This Page Intentionally Left Blank

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2952 of 3061 Lanes, Volumes, Timings Existing (2023) AM Peak Hour
1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 321 487 144 287 1003 103 261 1116 165 74 1342 570 Future Volume (vph) 321 487 144 287 1003 103 261 1116 165 74 1342 570 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 74438 522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 20.0 33.0 33.0 23.0 36.0 17.0 51.8 51.8 12.2 47.0 47.0 Total Split (%) 16.7% 27.5% 27.5% 19.2% 30.0% 14.2% 43.2% 43.2% 10.2% 39.2% 39.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 90
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

3.2-1

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2953 of 3061 HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 321 487 144 287 1003 103 261 1116 165 74 1342 570 Future Volume (veh/h) 321 487 144 287 1003 103 261 1116 165 74 1342 570 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 353 535 158 315 1102 113 287 1226 181 81 1475 626 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 222222222222
Cap, veh/h 384 699 215 771 1171 120 315 2176 673 106 1866 577 Arrive On Green 0.11 0.14 0.14 0.22 0.25 0.25 0.09 0.43 0.43 0.03 0.37 0.37 Sat Flow, veh/h 3456 5106 1568 3456 4703 482 3456 5106 1579 3456 5106 1579 Grp Volume(v), veh/h 353 535 158 315 797 418 287 1226 181 81 1475 626 Grp Sat Flow(s),veh/h/ln 1728 1702 1568 1728 1702 1780 1728 1702 1579 1728 1702 1579 Q Serve(g_s), s 12.1 12.1 9.4 9.4 27.6 27.6 9.9 21.8 4.3 2.8 30.9 31.0 Cycle Q Clear(g_c), s 12.1 12.1 9.4 9.4 27.6 27.6 9.9 21.8 4.3 2.8 30.9 31.0 Prop In Lane 1.00 1.00 1.00 0.27 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 384 699 215 771 847 443 315 2176 673 106 1866 577 V/C Ratio(X) 0.92 0.77 0.74 0.41 0.94 0.94 0.91 0.56 0.27 0.77 0.79 1.08 Avail Cap(c_a), veh/h 418 1170 359 771 865 452 331 2176 673 193 1866 577 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 49.9 32.4 39.9 44.2 44.2 54.0 26.0 5.2 57.7 34.0 19.0 Incr Delay (d2), s/veh 24.4 1.8 4.9 0.3 15.8 25.2 27.4 1.1 1.0 11.0 3.5 62.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 5.1 3.7 3.9 12.9 14.7 5.3 8.5 3.1 1.3 12.6 20.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 77.2 51.7 37.3 40.2 60.0 69.4 81.4 27.1 6.1 68.8 37.5 81.6 LnGrp LOS E D D D E E F C A E D F
Approach Vol, veh/h 1046 1530 1694 2182
Approach Delay, s/veh 58.1 58.5 34.0 51.3
Approach LOS E E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 56.6 32.3 21.9 16.4 49.4 18.8 35.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.7 47.3 18.5 28.5 12.5 42.5 15.5 31.5 Max Q Clear Time (g_c+I1), s 4.8 23.8 11.4 14.1 11.9 33.0 14.1 29.6 Green Ext Time (p_c), s 0.0 9.2 0.6 3.2 0.1 7.1 0.2 1.2 Intersection Summary
HCM 6th Ctrl Delay 49.6
HCM 6th LOS D
Notes
User approved changes to right turn type.

3.2-2

Page 393 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2954 of 3061 Lanes, Volumes, Timings Existing (2023) AM Peak Hour
2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 652 74 70 1338 55 42
Future Volume (vph) 652 74 70 1338 55 42
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 24.0 13.0 37.0 23.0 23.0
Total Split (%) 40.0% 21.7% 61.7% 38.3% 38.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 38 (63%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

3.2-3

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2955 of 3061 HCM 6th Signalized Intersection Summary Existing (2023) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 652 74 70 1338 55 42
Future Volume (veh/h) 652 74 70 1338 55 42
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 694 79 74 1423 59 45
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Percent Heavy Veh, % 222222
Cap, veh/h 1820 205 76 2681 520 462
Arrive On Green 0.39 0.39 0.04 0.52 0.29 0.29
Sat Flow, veh/h 4823 525 1781 5274 1781 1585
Grp Volume(v), veh/h 506 267 74 1423 59 45
Grp Sat Flow(s),veh/h/ln 1702 1776 1781 1702 1781 1585
Q Serve(g_s), s 6.4 6.5 2.5 11.0 1.5 1.2
Cycle Q Clear(g_c), s 6.4 6.5 2.5 11.0 1.5 1.2
Prop In Lane 0.30 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1331 694 76 2681 520 462
V/C Ratio(X) 0.38 0.38 0.98 0.53 0.11 0.10
Avail Cap(c_a), veh/h 1331 694 223 2681 520 462
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.79 0.79 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 13.1 13.1 28.7 9.4 15.6 15.5
Incr Delay (d2), s/veh 0.7 1.3 43.4 0.8 0.4 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.0 2.2 1.9 2.9 0.6 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.7 14.4 72.1 10.1 16.0 15.9
LnGrp LOS BBEBBB
Approach Vol, veh/h 773 1497 104
Approach Delay, s/veh 13.9 13.2 16.0
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.0 29.0 37.0 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 19.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 4.5 8.5 13.0 3.5
Green Ext Time (p_c), s 0.0 3.3 9.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 13.6
HCM 6th LOS B

3.2-4

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2956 of 3061 Lanes, Volumes, Timings Existing (2023) AM Peak Hour
3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 9 1533 10 0 1773
Future Volume (vph) 0 9 1533 10 0 1773
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-5

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2957 of 3061 HCM 6th TWSC Existing (2023) AM Peak Hour
3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 9 1533 10 0 1773
Future Vol, veh/h 0 9 1533 10 0 1773
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 10 1703 11 0 1970
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 852 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 289 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 289 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 17.9 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 289 -
HCM Lane V/C Ratio - - 0.035 -
HCM Control Delay (s) - - 17.9 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.1 -

3.2-6

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2958 of 3061 Lanes, Volumes, Timings Existing (2023) AM Peak Hour
4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 36 1507 42 37 1706
Future Volume (vph) 0 36 1507 42 37 1706
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-7

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2959 of 3061 HCM 6th TWSC Existing (2023) AM Peak Hour
4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 1507 42 37 1706
Future Vol, veh/h 0 36 1507 42 37 1706
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - 95 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 22222
Mvmt Flow 0 40 1674 47 41 1896
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 861 0 0 1721 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 - - 5.34 -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 - - 3.12 -
Pot Cap-1 Maneuver 0 257 - - 173 -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 257 - - 173 -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 21.6 0 0.7

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 257 173 -
HCM Lane V/C Ratio - - 0.156 0.238 -
HCM Control Delay (s) - - 21.6 32.2 -
HCM Lane LOS - - C D -
HCM 95th %tile Q(veh) - - 0.5 0.9 -

3.2-8

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2960 of 3061 Lanes, Volumes, Timings Existing (2023) PM Peak Hour
1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 351 776 215 191 492 99 226 920 195 106 1157 273 Future Volume (vph) 351 776 215 191 492 99 226 920 195 106 1157 273 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 74438 522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 26.2 35.2 35.2 18.3 27.3 20.0 52.5 52.5 14.0 46.5 46.5 Total Split (%) 21.8% 29.3% 29.3% 15.3% 22.8% 16.7% 43.8% 43.8% 11.7% 38.8% 38.8% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 80
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

3.2-9

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2961 of 3061 HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 351 776 215 191 492 99 226 920 195 106 1157 273 Future Volume (veh/h) 351 776 215 191 492 99 226 920 195 106 1157 273 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 390 862 239 212 547 110 251 1022 217 118 1286 303 Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 222222222222
Cap, veh/h 434 1043 322 244 637 125 692 2553 790 145 1745 539 Arrive On Green 0.13 0.20 0.20 0.14 0.30 0.30 0.20 0.50 0.50 0.04 0.34 0.34 Sat Flow, veh/h 3456 5106 1573 3456 4272 841 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 390 862 239 212 434 223 251 1022 217 118 1286 303 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1709 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 13.3 19.4 11.2 7.2 14.4 14.9 7.5 15.0 9.6 4.1 26.6 13.0 Cycle Q Clear(g_c), s 13.3 19.4 11.2 7.2 14.4 14.9 7.5 15.0 9.6 4.1 26.6 13.0 Prop In Lane 1.00 1.00 1.00 0.49 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 434 1043 322 244 508 255 692 2553 790 145 1745 539 V/C Ratio(X) 0.90 0.83 0.74 0.87 0.85 0.88 0.36 0.40 0.27 0.81 0.74 0.56 Avail Cap(c_a), veh/h 596 1264 389 369 618 310 692 2553 790 245 1745 539 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.7 45.7 19.2 51.0 40.9 41.1 41.4 18.8 17.4 57.0 34.8 15.6 Incr Delay (d2), s/veh 13.0 3.9 6.1 13.1 9.4 20.1 0.3 0.5 0.9 10.5 2.8 4.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 8.2 4.4 3.3 5.6 6.5 3.1 5.6 3.4 1.9 10.9 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 64.7 49.6 25.2 64.1 50.2 61.1 41.7 19.2 18.3 67.5 37.6 19.7 LnGrp LOS E D C E D E D B B E D B
Approach Vol, veh/h 1491 869 1490 1707
Approach Delay, s/veh 49.6 56.4 22.9 36.5
Approach LOS D E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.5 65.5 14.0 30.0 29.5 46.5 20.6 23.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.5 48.0 13.8 30.7 15.5 42.0 21.7 22.8 Max Q Clear Time (g_c+I1), s 6.1 17.0 9.2 21.4 9.5 28.6 15.3 16.9 Green Ext Time (p_c), s 0.1 8.3 0.3 4.1 0.4 7.5 0.7 1.9 Intersection Summary
HCM 6th Ctrl Delay 39.5
HCM 6th LOS D
Notes
User approved changes to right turn type.

3.2-10

Page 401 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2962 of 3061 Lanes, Volumes, Timings Existing (2023) PM Peak Hour
2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 968 109 100 685 97 131
Future Volume (vph) 968 109 100 685 97 131
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 24.5 13.0 37.5 22.5 22.5
Total Split (%) 40.8% 21.7% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 11 (18%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

3.2-11

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2963 of 3061 HCM 6th Signalized Intersection Summary Existing (2023) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 968 109 100 685 97 131
Future Volume (veh/h) 968 109 100 685 97 131
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1052 118 109 745 105 142
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 222222
Cap, veh/h 1475 165 223 2723 505 449
Arrive On Green 0.63 0.63 0.13 0.53 0.28 0.28
Sat Flow, veh/h 4827 522 1781 5274 1781 1585
Grp Volume(v), veh/h 768 402 109 745 105 142
Grp Sat Flow(s),veh/h/ln 1702 1776 1781 1702 1781 1585
Q Serve(g_s), s 9.1 9.1 3.4 4.8 2.7 4.2
Cycle Q Clear(g_c), s 9.1 9.1 3.4 4.8 2.7 4.2
Prop In Lane 0.29 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1078 563 223 2723 505 449
V/C Ratio(X) 0.71 0.71 0.49 0.27 0.21 0.32
Avail Cap(c_a), veh/h 1078 563 223 2723 505 449
HCM Platoon Ratio 2.00 2.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.71 0.71 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.2 9.2 24.5 7.6 16.4 16.9
Incr Delay (d2), s/veh 2.9 5.4 1.7 0.2 0.9 1.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.2 2.7 1.4 1.2 1.2 1.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 12.1 14.6 26.1 7.9 17.3 18.8
LnGrp LOS B B C A B B
Approach Vol, veh/h 1170 854 247
Approach Delay, s/veh 12.9 10.2 18.1
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 13.0 24.5 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 20.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.4 11.1 6.8 6.2
Green Ext Time (p_c), s 0.1 4.5 4.8 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.5
HCM 6th LOS B

3.2-12

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2964 of 3061 Lanes, Volumes, Timings Existing (2023) PM Peak Hour
3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 25 1316 17 0 1563
Future Volume (vph) 0 25 1316 17 0 1563
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-13

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2965 of 3061 HCM 6th TWSC Existing (2023) PM Peak Hour
3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 25 1316 17 0 1563
Future Vol, veh/h 0 25 1316 17 0 1563
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 2 22222
Mvmt Flow 0 27 1430 18 0 1699
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 715 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 349 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 349 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 16.2 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 349 -
HCM Lane V/C Ratio - - 0.078 -
HCM Control Delay (s) - - 16.2 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.3 -

3.2-14

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2966 of 3061 Lanes, Volumes, Timings Existing (2023) PM Peak Hour
4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 107 1226 99 67 1516
Future Volume (vph) 0 107 1226 99 67 1516
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

3.2-15

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2967 of 3061 HCM 6th TWSC Existing (2023) PM Peak Hour
4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 1.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 107 1226 99 67 1516
Future Vol, veh/h 0 107 1226 99 67 1516
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - 95 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 91 91 91 91 91 91
Heavy Vehicles, % 2 22222
Mvmt Flow 0 118 1347 109 74 1666
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 728 0 0 1456 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.5 - - 5.34 -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 - - 3.12 -
Pot Cap-1 Maneuver 0 402 - - 234 -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 402 - - 234 -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 17.6 0 1.2

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 402 234 -
HCM Lane V/C Ratio - - 0.292 0.315 -
HCM Control Delay (s) - - 17.6 27.3 -
HCM Lane LOS - - C D -
HCM 95th %tile Q(veh) - - 1.2 1.3 -

3.2-16

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2968 of 3061 Heritage Palms SP/MP Amendment Focused Traffic Analysis 13915-07 Report
7 APPENDIX 5.1: GENERAL PLAN BUILDOUT (2040) WITHOUT PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2969 of 3061 Heritage Palms SP/MP Amendment Focused Traffic Analysis 13915-07 Report
8 This Page Intentionally Left Blank

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2970 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Future Volume (vph) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 74438 522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 19.0 31.4 31.4 23.6 36.0 20.2 54.3 54.3 10.7 44.8 44.8 Total Split (%) 15.8% 26.2% 26.2% 19.7% 30.0% 16.8% 45.3% 45.3% 8.9% 37.3% 37.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.1-1

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2971 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) AM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Future Volume (veh/h) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 564 211 337 1161 132 405 1553 253 85 1554 660 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 389 726 223 776 1181 134 423 2140 662 107 1672 517 Arrive On Green 0.11 0.14 0.14 0.22 0.25 0.25 0.12 0.42 0.42 0.03 0.33 0.33 Sat Flow, veh/h 3456 5106 1568 3456 4648 528 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 372 564 211 337 850 443 405 1553 253 85 1554 660 Grp Sat Flow(s),veh/h/ln 1728 1702 1568 1728 1702 1772 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 12.8 12.8 12.3 10.1 29.8 29.8 14.0 30.5 6.4 2.9 35.3 28.3 Cycle Q Clear(g_c), s 12.8 12.8 12.3 10.1 29.8 29.8 14.0 30.5 6.4 2.9 35.3 28.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 389 726 223 776 865 450 423 2140 662 107 1672 517 V/C Ratio(X) 0.96 0.78 0.95 0.43 0.98 0.98 0.96 0.73 0.38 0.80 0.93 1.28 Avail Cap(c_a), veh/h 389 1102 338 776 865 450 423 2140 662 150 1672 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 49.6 30.2 40.0 44.5 44.5 52.3 29.1 5.7 57.8 39.0 21.0 Incr Delay (d2), s/veh 34.5 2.0 27.4 0.3 23.1 33.6 32.7 2.2 1.7 17.8 10.6 139.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 5.4 6.1 4.2 14.7 16.6 7.8 12.0 4.5 1.5 15.5 29.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.4 51.6 57.7 40.3 67.6 78.1 85.0 31.3 7.3 75.6 49.6 160.1 LnGrp LOS F D E D E E F C A E D F
Approach Vol, veh/h 1147 1630 2211 2299
Approach Delay, s/veh 64.4 64.8 38.4 82.3
Approach LOS E E D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 55.8 32.4 22.6 20.2 44.8 19.0 36.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.2 49.8 19.1 26.9 15.7 40.3 14.5 31.5 Max Q Clear Time (g_c+I1), s 4.9 32.5 12.1 14.8 16.0 37.3 14.8 31.8 Green Ext Time (p_c), s 0.0 10.3 0.7 3.3 0.0 2.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 62.2
HCM 6th LOS E
Notes
User approved changes to right turn type.

5.1-2

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2972 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Future Volume (vph) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 22.2 33.0 19.8 23.8 34.6 19.8 52.5 23.8 10.7 43.4 22.2 Total Split (%) 18.5% 27.5% 16.5% 19.8% 28.8% 16.5% 43.8% 19.8% 8.9% 36.2% 18.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 120
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.1-3

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2973 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Future Volume (veh/h) 353 536 200 320 1103 125 385 1475 240 81 1476 627 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 564 211 337 1161 132 405 1553 253 85 1554 660 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 408 733 414 750 1127 128 412 2172 1016 107 1721 719 Arrive On Green 0.12 0.14 0.14 0.22 0.24 0.24 0.12 0.43 0.43 0.03 0.34 0.34 Sat Flow, veh/h 3456 5106 1568 3456 4647 528 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 372 564 211 337 850 443 405 1553 253 85 1554 660 Grp Sat Flow(s),veh/h/ln 1728 1702 1568 1728 1702 1771 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 12.8 12.8 7.3 10.2 29.1 29.1 14.0 30.1 1.9 2.9 34.8 26.3 Cycle Q Clear(g_c), s 12.8 12.8 7.3 10.2 29.1 29.1 14.0 30.1 1.9 2.9 34.8 26.3 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 408 733 414 750 825 430 412 2172 1016 107 1721 719 V/C Ratio(X) 0.91 0.77 0.51 0.45 1.03 1.03 0.98 0.72 0.25 0.80 0.90 0.92 Avail Cap(c_a), veh/h 481 1170 548 750 825 430 412 2172 1016 150 1721 719 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 49.5 15.7 40.8 45.5 45.5 52.7 28.5 3.3 57.8 37.9 16.8 Incr Delay (d2), s/veh 19.8 1.7 1.0 0.3 36.0 46.9 39.8 2.0 0.6 17.8 8.2 18.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.5 5.4 2.9 4.2 15.8 17.8 8.1 11.8 1.0 1.5 14.9 11.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.1 51.2 16.7 41.1 81.4 92.4 92.6 30.5 3.9 75.6 46.1 35.5 LnGrp LOS E D B D F F F C A E D D
Approach Vol, veh/h 1147 1630 2211 2299
Approach Delay, s/veh 51.6 76.1 38.8 44.2
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.2 56.5 31.5 22.7 19.8 45.9 19.7 34.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.2 48.0 19.3 28.5 15.3 38.9 17.7 30.1 Max Q Clear Time (g_c+I1), s 4.9 32.1 12.2 14.8 16.0 36.8 14.8 31.1 Green Ext Time (p_c), s 0.0 9.7 0.7 3.5 0.0 1.8 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 50.9
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.1-4

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2974 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 353 536 200 320 1103 125 385 1475 240 121 1436 627 Future Volume (vph) 353 536 200 320 1103 125 385 1475 240 121 1436 627 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 23.0 34.2 20.0 23.8 35.0 20.0 49.8 23.8 12.2 42.0 23.0 Total Split (%) 19.2% 28.5% 16.7% 19.8% 29.2% 16.7% 41.5% 19.8% 10.2% 35.0% 19.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.1-5

Page 414 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2975 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 536 200 320 1103 125 385 1475 240 121 1436 627 Future Volume (veh/h) 353 536 200 320 1103 125 385 1475 240 121 1436 627 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 564 211 337 1161 132 405 1553 253 127 1512 660 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 410 738 418 760 1142 130 418 2083 993 153 1692 711 Arrive On Green 0.12 0.14 0.14 0.22 0.25 0.25 0.12 0.41 0.41 0.04 0.33 0.33 Sat Flow, veh/h 3456 5106 1569 3456 4647 528 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 372 564 211 337 850 443 405 1553 253 127 1512 660 Grp Sat Flow(s),veh/h/ln 1728 1702 1569 1728 1702 1771 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 12.8 12.7 7.2 10.1 29.5 29.5 14.0 31.1 2.3 4.4 33.8 26.6 Cycle Q Clear(g_c), s 12.8 12.7 7.2 10.1 29.5 29.5 14.0 31.1 2.3 4.4 33.8 26.6 Prop In Lane 1.00 1.00 1.00 0.30 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 410 738 418 760 837 435 418 2083 993 153 1692 711 V/C Ratio(X) 0.91 0.76 0.50 0.44 1.02 1.02 0.97 0.75 0.25 0.83 0.89 0.93 Avail Cap(c_a), veh/h 504 1221 567 760 837 435 418 2083 993 193 1692 711 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.80 0.80 0.80 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 49.4 15.5 40.5 45.3 45.3 52.5 30.2 3.5 56.9 38.1 17.2 Incr Delay (d2), s/veh 17.8 1.7 0.9 0.3 31.9 42.8 36.1 2.5 0.6 20.8 7.7 20.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 5.3 2.8 4.2 15.5 17.5 7.9 12.3 1.0 2.3 14.4 11.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 51.0 16.4 40.8 77.1 88.1 88.6 32.7 4.1 77.6 45.8 37.4 LnGrp LOS E D B D F F F C A E D D
Approach Vol, veh/h 1147 1630 2211 2299
Approach Delay, s/veh 50.8 72.6 39.7 45.2
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.8 54.4 31.9 22.8 20.0 45.3 19.7 35.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 7.7 45.3 19.3 29.7 15.5 37.5 18.5 30.5 Max Q Clear Time (g_c+I1), s 6.4 33.1 12.1 14.7 16.0 35.8 14.8 31.5 Green Ext Time (p_c), s 0.0 8.1 0.7 3.6 0.0 1.5 0.5 0.0 Intersection Summary
HCM 6th Ctrl Delay 50.5
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.1-6

Page 415 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2976 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 769 88 77 1480 68 47
Future Volume (vph) 769 88 77 1480 68 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 24.0 13.0 37.0 23.0 23.0
Total Split (%) 40.0% 21.7% 61.7% 38.3% 38.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 38 (63%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.1-7

Page 416 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2977 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 769 88 77 1480 68 47
Future Volume (veh/h) 769 88 77 1480 68 47
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 809 93 81 1558 72 49
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1804 206 80 2681 520 462
Arrive On Green 0.26 0.26 0.05 0.52 0.29 0.29
Sat Flow, veh/h 4816 531 1781 5274 1781 1585
Grp Volume(v), veh/h 591 311 81 1558 72 49
Grp Sat Flow(s),veh/h/ln 1702 1775 1781 1702 1781 1585
Q Serve(g_s), s 8.7 8.8 2.7 12.5 1.8 1.4
Cycle Q Clear(g_c), s 8.7 8.8 2.7 12.5 1.8 1.4
Prop In Lane 0.30 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1322 689 80 2681 520 462
V/C Ratio(X) 0.45 0.45 1.01 0.58 0.14 0.11
Avail Cap(c_a), veh/h 1322 689 223 2681 520 462
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.79 0.79 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 16.8 16.8 28.6 9.7 15.7 15.5
Incr Delay (d2), s/veh 0.9 1.7 49.0 0.9 0.6 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.1 3.4 2.1 3.3 0.8 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.7 18.5 77.6 10.7 16.2 16.0
LnGrp LOS B B F B B B
Approach Vol, veh/h 902 1639 121
Approach Delay, s/veh 18.0 14.0 16.1
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.2 28.8 37.0 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 19.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 4.7 10.8 14.5 3.8
Green Ext Time (p_c), s 0.0 3.4 9.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 15.4
HCM 6th LOS B

5.1-8

Page 417 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2978 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 769 128 77 1480 68 47
Future Volume (vph) 769 128 77 1480 68 47
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 24.0 13.0 37.0 23.0 23.0
Total Split (%) 40.0% 21.7% 61.7% 38.3% 38.3%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 38 (63%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.1-9

Page 418 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2979 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 769 128 77 1480 68 47
Future Volume (veh/h) 769 128 77 1480 68 47
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 809 135 81 1558 72 49
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1713 284 80 2681 520 462
Arrive On Green 0.26 0.26 0.05 0.52 0.29 0.29
Sat Flow, veh/h 4580 731 1781 5274 1781 1585
Grp Volume(v), veh/h 623 321 81 1558 72 49
Grp Sat Flow(s),veh/h/ln 1702 1739 1781 1702 1781 1585
Q Serve(g_s), s 9.3 9.4 2.7 12.5 1.8 1.4
Cycle Q Clear(g_c), s 9.3 9.4 2.7 12.5 1.8 1.4
Prop In Lane 0.42 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1322 675 80 2681 520 462
V/C Ratio(X) 0.47 0.48 1.01 0.58 0.14 0.11
Avail Cap(c_a), veh/h 1322 675 223 2681 520 462
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.76 0.76 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.0 17.0 28.6 9.7 15.7 15.5
Incr Delay (d2), s/veh 0.9 1.8 49.0 0.9 0.6 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 3.6 2.1 3.3 0.8 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.9 18.9 77.6 10.7 16.2 16.0
LnGrp LOS B B F B B B
Approach Vol, veh/h 944 1639 121
Approach Delay, s/veh 18.2 14.0 16.1
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 8.2 28.8 37.0 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 8.5 19.5 32.5 18.5
Max Q Clear Time (g_c+I1), s 4.7 11.4 14.5 3.8
Green Ext Time (p_c), s 0.0 3.4 9.7 0.3
Intersection Summary
HCM 6th Ctrl Delay 15.6
HCM 6th LOS B

5.1-10

Page 419 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2980 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 17 2083 21 0 1996
Future Volume (vph) 0 17 2083 21 0 1996
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-11

Page 420 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2981 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 17 2083 21 0 1996
Future Vol, veh/h 0 17 2083 21 0 1996
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 18 2193 22 0 2101
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1097 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 204 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 204 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 24.3 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 204 -
HCM Lane V/C Ratio - - 0.088 -
HCM Control Delay (s) - - 24.3 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.3 -

5.1-12

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2982 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 3: Jefferson St. & RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 17 2083 21 0 1956
Future Volume (vph) 0 17 2083 21 0 1956
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-13

Page 422 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2983 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 3: Jefferson St. & RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 17 2083 21 0 1956
Future Vol, veh/h 0 17 2083 21 0 1956
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 18 2193 22 0 2059
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1097 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 204 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 204 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 24.3 0 0

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 204 -
HCM Lane V/C Ratio - - 0.088 -
HCM Control Delay (s) - - 24.3 -
HCM Lane LOS - - C -
HCM 95th %tile Q(veh) - - 0.3 -

5.1-14

Page 423 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2984 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 36 2068 42 40 1956
Future Volume (vph) 0 36 2068 42 40 1956
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-15

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2985 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.9
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 2068 42 40 1956
Future Vol, veh/h 0 36 2068 42 40 1956
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - 95 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 2177 44 42 2059
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1111 0 0 2221 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 - - 5.34 -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 - - 3.12 -
Pot Cap-1 Maneuver 0 175 - - 96 -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 175 - - 96 -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 31.2 0 1.4

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 175 96 -
HCM Lane V/C Ratio - - 0.217 0.439 -
HCM Control Delay (s) - - 31.2 69 -
HCM Lane LOS - - D F -
HCM 95th %tile Q(veh) - - 0.8 1.8 -

5.1-16

Page 425 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2986 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 36 2068 42 0 1956
Future Volume (vph) 0 36 2068 42 0 1956
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 0
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-17

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2987 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) AM Peak Hour 4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 2068 42 0 1956
Future Vol, veh/h 0 36 2068 42 0 1956
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 2177 44 0 2059
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1111 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 175 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 175 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 31.2 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 175 -
HCM Lane V/C Ratio - - 0.217 -
HCM Control Delay (s) - - 31.2 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.8 -

5.1-18

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2988 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 386 855 470 340 715 109 550 1250 335 117 1560 300 Future Volume (vph) 386 855 470 340 715 109 550 1250 335 117 1560 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 74438 522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 20.8 28.6 28.6 19.0 26.8 26.8 58.2 58.2 14.2 45.6 45.6 Total Split (%) 17.3% 23.8% 23.8% 15.8% 22.3% 22.3% 48.5% 48.5% 11.8% 38.0% 38.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.1-19

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2989 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) PM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 855 470 340 715 109 550 1250 335 117 1560 300 Future Volume (veh/h) 386 855 470 340 715 109 550 1250 335 117 1560 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 406 900 495 358 753 115 579 1316 353 123 1642 316 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 433 976 301 382 788 119 625 2408 745 150 1706 527 Arrive On Green 0.13 0.19 0.19 0.22 0.35 0.35 0.18 0.47 0.47 0.04 0.33 0.33 Sat Flow, veh/h 3456 5106 1573 3456 4469 677 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 406 900 495 358 572 296 579 1316 353 123 1642 316 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1742 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 14.0 20.8 15.7 12.2 19.7 20.0 19.8 22.0 18.2 4.2 37.9 14.0 Cycle Q Clear(g_c), s 14.0 20.8 15.7 12.2 19.7 20.0 19.8 22.0 18.2 4.2 37.9 14.0 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 433 976 301 382 600 307 625 2408 745 150 1706 527 V/C Ratio(X) 0.94 0.92 1.65 0.94 0.95 0.96 0.93 0.55 0.47 0.82 0.96 0.60 Avail Cap(c_a), veh/h 441 983 303 389 604 309 625 2408 745 251 1706 527 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 47.7 22.7 46.3 38.4 38.5 48.4 22.6 21.6 56.9 39.2 16.3 Incr Delay (d2), s/veh 27.7 13.6 305.6 28.6 24.1 39.5 20.0 0.9 2.2 10.3 14.5 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 9.7 31.0 6.0 8.1 9.7 9.9 8.4 6.7 2.0 17.1 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 61.3 328.3 74.9 62.5 78.0 68.3 23.5 23.7 67.2 53.7 21.2 LnGrp LOS E E F EEEECCEDC
Approach Vol, veh/h 1801 1226 2248 2081
Approach Delay, s/veh 138.8 69.9 35.1 49.6
Approach LOS F E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.7 62.1 18.8 28.4 27.2 45.6 20.5 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 53.7 14.5 24.1 22.3 41.1 16.3 22.3 Max Q Clear Time (g_c+I1), s 6.2 24.0 14.2 22.8 21.8 39.9 16.0 22.0 Green Ext Time (p_c), s 0.1 11.9 0.0 0.9 0.1 1.1 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 70.4
HCM 6th LOS E
Notes
User approved changes to right turn type.

5.1-20

Page 429 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2990 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 386 855 470 340 715 109 550 1250 335 117 1560 300 Future Volume (vph) 386 855 470 340 715 109 550 1250 335 117 1560 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 20.8 28.7 26.7 19.0 26.9 26.7 58.1 19.0 14.2 45.6 20.8 Total Split (%) 17.3% 23.9% 22.3% 15.8% 22.4% 22.3% 48.4% 15.8% 11.8% 38.0% 17.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.1-21

Page 430 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2991 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 855 470 340 715 109 550 1250 335 117 1560 300 Future Volume (veh/h) 386 855 470 340 715 109 550 1250 335 117 1560 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 406 900 495 358 753 115 579 1316 353 123 1642 316 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 433 978 587 382 790 120 624 2406 920 150 1706 726 Arrive On Green 0.13 0.19 0.19 0.22 0.35 0.35 0.18 0.47 0.47 0.04 0.33 0.33 Sat Flow, veh/h 3456 5106 1573 3456 4469 677 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 406 900 495 358 572 296 579 1316 353 123 1642 316 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1742 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 14.0 20.8 9.1 12.2 19.6 20.0 19.8 22.0 14.4 4.2 37.9 6.9 Cycle Q Clear(g_c), s 14.0 20.8 9.1 12.2 19.6 20.0 19.8 22.0 14.4 4.2 37.9 6.9 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 433 978 587 382 602 308 624 2406 920 150 1706 726 V/C Ratio(X) 0.94 0.92 0.84 0.94 0.95 0.96 0.93 0.55 0.38 0.82 0.96 0.44 Avail Cap(c_a), veh/h 441 987 590 389 607 311 624 2406 920 251 1706 726 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 47.6 15.5 46.3 38.3 38.4 48.4 22.6 13.5 56.9 39.2 8.1 Incr Delay (d2), s/veh 27.7 13.4 10.7 28.6 23.7 38.9 20.3 0.9 1.2 10.3 14.5 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 9.6 8.3 6.0 8.1 9.7 9.9 8.4 4.9 2.0 17.1 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 61.0 26.2 74.9 61.9 77.3 68.7 23.5 14.7 67.2 53.7 10.0 LnGrp LOS E E C EEEECBEDB
Approach Vol, veh/h 1801 1226 2248 2081
Approach Delay, s/veh 55.6 69.4 33.8 47.9
Approach LOS E E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.7 62.0 18.8 28.5 27.2 45.6 20.5 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 53.6 14.5 24.2 22.2 41.1 16.3 22.4 Max Q Clear Time (g_c+I1), s 6.2 24.0 14.2 22.8 21.8 39.9 16.0 22.0 Green Ext Time (p_c), s 0.1 11.9 0.0 1.0 0.1 1.1 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 49.1
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.1-22

Page 431 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2992 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 386 855 470 340 715 109 550 1250 335 190 1487 300 Future Volume (vph) 386 855 470 340 715 109 550 1250 335 190 1487 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 21.0 29.0 27.0 19.0 27.0 27.0 54.1 19.0 17.9 45.0 21.0 Total Split (%) 17.5% 24.2% 22.5% 15.8% 22.5% 22.5% 45.1% 15.8% 14.9% 37.5% 17.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.1-23

Page 432 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2993 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 855 470 340 715 109 550 1250 335 190 1487 300 Future Volume (veh/h) 386 855 470 340 715 109 550 1250 335 190 1487 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 406 900 495 358 753 115 579 1316 353 200 1565 316 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 434 981 595 382 791 120 639 2280 881 233 1681 718 Arrive On Green 0.13 0.19 0.19 0.22 0.35 0.35 0.18 0.45 0.45 0.07 0.33 0.33 Sat Flow, veh/h 3456 5106 1573 3456 4469 677 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 406 900 495 358 572 296 579 1316 353 200 1565 316 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1742 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 14.0 20.7 9.1 12.2 19.6 20.0 19.7 23.1 15.3 6.9 35.6 6.9 Cycle Q Clear(g_c), s 14.0 20.7 9.1 12.2 19.6 20.0 19.7 23.1 15.3 6.9 35.6 6.9 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 434 981 595 382 603 308 639 2280 881 233 1681 718 V/C Ratio(X) 0.94 0.92 0.83 0.94 0.95 0.96 0.91 0.58 0.40 0.86 0.93 0.44 Avail Cap(c_a), veh/h 446 1000 601 389 610 312 639 2280 881 357 1681 718 HCM Platoon Ratio 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 47.5 15.2 46.3 38.2 38.3 47.9 24.8 15.2 55.4 38.9 8.3 Incr Delay (d2), s/veh 26.9 12.8 9.6 28.6 23.2 38.3 16.6 1.1 1.4 12.1 10.8 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 9.6 8.1 6.0 8.1 9.6 9.6 8.9 5.3 3.3 15.6 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.9 60.3 24.8 74.9 61.4 76.6 64.5 25.8 16.5 67.5 49.7 10.2 LnGrp LOS E E C EEEECBEDB
Approach Vol, veh/h 1801 1226 2248 2081
Approach Delay, s/veh 54.8 69.0 34.3 45.4
Approach LOS D E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 59.1 18.8 28.6 27.7 45.0 20.6 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.4 49.6 14.5 24.5 22.5 40.5 16.5 22.5 Max Q Clear Time (g_c+I1), s 8.9 25.1 14.2 22.7 21.7 37.6 16.0 22.0 Green Ext Time (p_c), s 0.2 11.0 0.0 1.2 0.2 2.4 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 48.2
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.1-24

Page 433 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2994 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1176 131 111 1031 133 145
Future Volume (vph) 1176 131 111 1031 133 145
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 25.1 12.4 37.5 22.5 22.5
Total Split (%) 41.8% 20.7% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 11 (18%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.1-25

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2995 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1176 131 111 1031 133 145
Future Volume (veh/h) 1176 131 111 1031 133 145
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1238 138 117 1085 140 153
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1523 170 205 2723 505 449
Arrive On Green 0.43 0.43 0.11 0.53 0.28 0.28
Sat Flow, veh/h 4830 520 1781 5274 1781 1585
Grp Volume(v), veh/h 904 472 117 1085 140 153
Grp Sat Flow(s),veh/h/ln 1702 1777 1781 1702 1781 1585
Q Serve(g_s), s 13.9 13.9 3.7 7.6 3.7 4.6
Cycle Q Clear(g_c), s 13.9 13.9 3.7 7.6 3.7 4.6
Prop In Lane 0.29 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1112 580 205 2723 505 449
V/C Ratio(X) 0.81 0.81 0.57 0.40 0.28 0.34
Avail Cap(c_a), veh/h 1112 580 205 2723 505 449
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.57 0.57 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.4 15.4 25.1 8.3 16.7 17.1
Incr Delay (d2), s/veh 3.8 7.1 3.8 0.4 1.4 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 4.9 1.6 1.9 1.6 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.2 22.5 28.9 8.7 18.1 19.1
LnGrp LOS B C C A B B
Approach Vol, veh/h 1376 1202 293
Approach Delay, s/veh 20.3 10.7 18.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.4 25.1 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.9 20.6 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.7 15.9 9.6 6.6
Green Ext Time (p_c), s 0.0 3.1 7.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 16.1
HCM 6th LOS B

5.1-26

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2996 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1176 204 111 1031 133 145
Future Volume (vph) 1176 204 111 1031 133 145
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 25.5 12.0 37.5 22.5 22.5
Total Split (%) 42.5% 20.0% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 11 (18%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.1-27

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2997 of 3061 HCM 6th Signalized Intersection Summary2040NP (w/ Approved Walk-In Bank) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1176 204 111 1031 133 145
Future Volume (veh/h) 1176 204 111 1031 133 145
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1238 215 117 1085 140 153
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1459 253 193 2723 505 449
Arrive On Green 0.44 0.44 0.11 0.53 0.28 0.28
Sat Flow, veh/h 4546 760 1781 5274 1781 1585
Grp Volume(v), veh/h 963 490 117 1085 140 153
Grp Sat Flow(s),veh/h/ln 1702 1734 1781 1702 1781 1585
Q Serve(g_s), s 15.1 15.1 3.8 7.6 3.7 4.6
Cycle Q Clear(g_c), s 15.1 15.1 3.8 7.6 3.7 4.6
Prop In Lane 0.44 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1135 578 193 2723 505 449
V/C Ratio(X) 0.85 0.85 0.61 0.40 0.28 0.34
Avail Cap(c_a), veh/h 1135 578 193 2723 505 449
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.58 0.58 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.3 15.3 25.5 8.3 16.7 17.1
Incr Delay (d2), s/veh 4.8 8.9 5.3 0.4 1.4 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 5.3 1.7 1.9 1.6 1.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 24.3 30.9 8.7 18.1 19.1
LnGrp LOS C C C A B B
Approach Vol, veh/h 1453 1202 293
Approach Delay, s/veh 21.6 10.9 18.6
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.0 25.5 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.5 21.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.8 17.1 9.6 6.6
Green Ext Time (p_c), s 0.0 2.7 7.3 0.7
Intersection Summary
HCM 6th Ctrl Delay 16.9
HCM 6th LOS B

5.1-28

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2998 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 46 2089 34 0 2370
Future Volume (vph) 0 46 2089 34 0 2370
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-29

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 2999 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 46 2089 34 0 2370
Future Vol, veh/h 0 46 2089 34 0 2370
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 48 2199 36 0 2495
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1100 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 203 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 203 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 28.2 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 203 -
HCM Lane V/C Ratio - - 0.239 -
HCM Control Delay (s) - - 28.2 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.9 -

5.1-30

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3000 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 3: Jefferson St. & RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 46 2089 34 0 2297
Future Volume (vph) 0 46 2089 34 0 2297
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-31

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3001 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 3: Jefferson St. & RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 46 2089 34 0 2297
Future Vol, veh/h 0 46 2089 34 0 2297
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 48 2199 36 0 2418
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1100 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 203 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 203 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 28.2 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 203 -
HCM Lane V/C Ratio - - 0.239 -
HCM Control Delay (s) - - 28.2 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.9 -

5.1-32

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3002 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 107 2016 99 73 2297
Future Volume (vph) 0 107 2016 99 73 2297
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-33

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3003 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 2.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 107 2016 99 73 2297
Future Vol, veh/h 0 107 2016 99 73 2297
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - 95 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 113 2122 104 77 2418
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1113 0 0 2226 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.5 - - 5.34 -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 - - 3.12 -
Pot Cap-1 Maneuver 0 233 - - 96 -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 233 - - 96 -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 34.1 0 3.8

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 233 96 -
HCM Lane V/C Ratio - - 0.483 0.8 -
HCM Control Delay (s) - - 34.1 122.2 -
HCM Lane LOS - - D F -
HCM 95th %tile Q(veh) - - 2.4 4.3 -

5.1-34

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3004 of 3061 Lanes, Volumes, Timings 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 107 2016 99 0 2297
Future Volume (vph) 0 107 2016 99 0 2297
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 0
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.1-35

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3005 of 3061 HCM 6th TWSC 2040NP (w/ Approved Walk-In Bank) PM Peak Hour 4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 107 2016 99 0 2297
Future Vol, veh/h 0 107 2016 99 0 2297
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 113 2122 104 0 2418
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1113 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.5 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 233 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 233 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 34.1 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 233 -
HCM Lane V/C Ratio - - 0.483 -
HCM Control Delay (s) - - 34.1 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 2.4 -

5.1-36

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3006 of 3061 Heritage Palms SP/MP Amendment Focused Traffic Analysis 13915-07 Report
9 APPENDIX 5.2: GENERAL PLAN BUILDOUT (2040) WITH PROJECT

CONDITIONS INTERSECTION OPERATIONS ANALYSIS WORKSHEETS

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3007 of 3061 Heritage Palms SP/MP Amendment Focused Traffic Analysis 13915-07 Report
10 This Page Intentionally Left Blank

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3008 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Future Volume (vph) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 74438 522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 19.0 30.0 30.0 25.0 36.0 20.2 53.7 53.7 11.3 44.8 44.8 Total Split (%) 15.8% 25.0% 25.0% 20.8% 30.0% 16.8% 44.8% 44.8% 9.4% 37.3% 37.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.2-1

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3009 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) AM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Future Volume (veh/h) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 583 211 365 1181 132 405 1581 253 104 1563 660 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 389 737 226 768 1184 132 423 2109 652 128 1672 517 Arrive On Green 0.11 0.14 0.14 0.22 0.25 0.25 0.12 0.41 0.41 0.04 0.33 0.33 Sat Flow, veh/h 3456 5106 1569 3456 4657 520 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 372 583 211 365 863 450 405 1581 253 104 1563 660 Grp Sat Flow(s),veh/h/ln 1728 1702 1569 1728 1702 1773 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 12.8 13.2 12.3 11.0 30.4 30.4 14.0 31.6 6.6 3.6 35.6 28.3 Cycle Q Clear(g_c), s 12.8 13.2 12.3 11.0 30.4 30.4 14.0 31.6 6.6 3.6 35.6 28.3 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 389 737 226 768 865 451 423 2109 652 128 1672 517 V/C Ratio(X) 0.96 0.79 0.93 0.48 1.00 1.00 0.96 0.75 0.39 0.81 0.93 1.28 Avail Cap(c_a), veh/h 389 1042 320 768 865 451 423 2109 652 167 1672 517 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.0 49.6 30.0 40.6 44.7 44.7 52.3 29.9 6.0 57.4 39.1 21.0 Incr Delay (d2), s/veh 34.5 2.8 27.0 0.4 27.1 37.9 32.7 2.5 1.7 20.2 11.2 139.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.2 5.6 6.1 4.6 15.4 17.4 7.8 12.6 4.6 1.9 15.7 29.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.4 52.4 57.0 40.9 71.8 82.6 85.0 32.4 7.7 77.6 50.3 160.1 LnGrp LOS F D E D E F F C A E D F
Approach Vol, veh/h 1166 1678 2239 2327
Approach Delay, s/veh 64.4 68.0 39.2 82.7
Approach LOS E E D F
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.9 55.1 32.2 22.8 20.2 44.8 19.0 36.0 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.8 49.2 20.5 25.5 15.7 40.3 14.5 31.5 Max Q Clear Time (g_c+I1), s 5.6 33.6 13.0 15.2 16.0 37.6 14.8 32.4 Green Ext Time (p_c), s 0.0 9.7 0.8 3.1 0.0 2.4 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 63.3
HCM 6th LOS E
Notes
User approved changes to right turn type.

5.2-2

Page 449 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3010 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Future Volume (vph) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 22.4 32.4 19.8 25.1 35.1 19.8 51.3 25.1 11.2 42.7 22.4 Total Split (%) 18.7% 27.0% 16.5% 20.9% 29.3% 16.5% 42.8% 20.9% 9.3% 35.6% 18.7% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.2-3

Page 450 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3011 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Future Volume (veh/h) 353 554 200 347 1122 125 385 1502 240 99 1485 627 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 583 211 365 1181 132 405 1581 253 104 1563 660 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 408 751 419 753 1149 128 412 2118 1001 128 1699 712 Arrive On Green 0.12 0.15 0.15 0.22 0.25 0.25 0.12 0.41 0.41 0.04 0.33 0.33 Sat Flow, veh/h 3456 5106 1569 3456 4657 520 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 372 583 211 365 863 450 405 1581 253 104 1563 660 Grp Sat Flow(s),veh/h/ln 1728 1702 1569 1728 1702 1773 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 12.8 13.2 7.2 11.1 29.6 29.6 14.0 31.5 2.1 3.6 35.3 26.6 Cycle Q Clear(g_c), s 12.8 13.2 7.2 11.1 29.6 29.6 14.0 31.5 2.1 3.6 35.3 26.6 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 408 751 419 753 840 437 412 2118 1001 128 1699 712 V/C Ratio(X) 0.91 0.78 0.50 0.48 1.03 1.03 0.98 0.75 0.25 0.81 0.92 0.93 Avail Cap(c_a), veh/h 487 1145 541 753 840 437 412 2118 1001 164 1699 712 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 49.3 15.5 41.0 45.2 45.2 52.7 29.8 3.5 57.4 38.5 17.2 Incr Delay (d2), s/veh 19.2 1.9 0.9 0.4 35.5 46.5 39.8 2.4 0.6 21.0 9.6 19.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.4 5.5 2.9 4.6 16.0 18.0 8.1 12.5 1.1 1.9 15.4 11.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 71.5 51.2 16.4 41.4 80.7 91.7 92.6 32.2 4.1 78.4 48.1 37.2 LnGrp LOS E D B D F F F C A E D D
Approach Vol, veh/h 1166 1678 2239 2327
Approach Delay, s/veh 51.4 75.1 39.9 46.4
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 9.9 55.3 31.6 23.1 19.8 45.4 19.7 35.1 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 6.7 46.8 20.6 27.9 15.3 38.2 17.9 30.6 Max Q Clear Time (g_c+I1), s 5.6 33.5 13.1 15.2 16.0 37.3 14.8 31.6 Green Ext Time (p_c), s 0.0 8.7 0.8 3.4 0.0 0.8 0.4 0.0 Intersection Summary
HCM 6th Ctrl Delay 51.7
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.2-4

Page 451 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3012 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 353 554 200 347 1122 125 385 1502 240 148 1436 627 Future Volume (vph) 353 554 200 347 1122 125 385 1502 240 148 1436 627 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 23.0 33.2 20.0 25.1 35.3 20.0 48.4 25.1 13.3 41.7 23.0 Total Split (%) 19.2% 27.7% 16.7% 20.9% 29.4% 16.7% 40.3% 20.9% 11.1% 34.8% 19.2% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lag Lead Lead Lag Lead Lead Lag Lag Lead Lag Lag Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 29 (24%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.2-5

Page 452 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3013 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) AM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 353 554 200 347 1122 125 385 1502 240 148 1436 627 Future Volume (veh/h) 353 554 200 347 1122 125 385 1502 240 148 1436 627 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 372 583 211 365 1181 132 405 1581 253 156 1512 660 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 410 754 423 758 1156 129 418 2024 974 184 1679 707 Arrive On Green 0.12 0.15 0.15 0.22 0.25 0.25 0.12 0.40 0.40 0.05 0.33 0.33 Sat Flow, veh/h 3456 5106 1569 3456 4657 520 3456 5106 1579 3456 5106 1578 Grp Volume(v), veh/h 372 583 211 365 863 450 405 1581 253 156 1512 660 Grp Sat Flow(s),veh/h/ln 1728 1702 1569 1728 1702 1773 1728 1702 1579 1728 1702 1578 Q Serve(g_s), s 12.8 13.2 7.1 11.1 29.8 29.8 14.0 32.5 2.5 5.4 33.9 26.9 Cycle Q Clear(g_c), s 12.8 13.2 7.1 11.1 29.8 29.8 14.0 32.5 2.5 5.4 33.9 26.9 Prop In Lane 1.00 1.00 1.00 0.29 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 410 754 423 758 845 440 418 2024 974 184 1679 707 V/C Ratio(X) 0.91 0.77 0.50 0.48 1.02 1.02 0.97 0.78 0.26 0.85 0.90 0.93 Avail Cap(c_a), veh/h 504 1179 554 758 845 440 418 2024 974 225 1679 707 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.82 0.82 0.82 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.2 49.2 15.3 40.9 45.1 45.1 52.5 31.7 3.7 56.3 38.4 17.5 Incr Delay (d2), s/veh 17.8 1.7 0.9 0.4 33.5 44.4 36.1 3.1 0.6 21.6 8.2 21.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 5.5 2.8 4.6 15.9 17.9 7.9 13.1 1.1 2.8 14.6 11.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 70.0 50.9 16.3 41.3 78.6 89.5 88.6 34.7 4.4 77.9 46.6 38.5 LnGrp LOS E D B D F F F C A E D D
Approach Vol, veh/h 1166 1678 2239 2328
Approach Delay, s/veh 50.7 73.4 41.1 46.4
Approach LOS D E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 11.9 53.1 31.8 23.2 20.0 45.0 19.7 35.3 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 8.8 43.9 20.6 28.7 15.5 37.2 18.5 30.8 Max Q Clear Time (g_c+I1), s 7.4 34.5 13.1 15.2 16.0 35.9 14.8 31.8 Green Ext Time (p_c), s 0.1 6.7 0.8 3.5 0.0 1.2 0.5 0.0 Intersection Summary
HCM 6th Ctrl Delay 51.6
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.2-6

Page 453 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3014 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 754 138 101 1474 120 80
Future Volume (vph) 754 138 101 1474 120 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 22.9 14.6 37.5 22.5 22.5
Total Split (%) 38.2% 24.3% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 38 (63%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.2-7

Page 454 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3015 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 754 138 101 1474 120 80
Future Volume (veh/h) 754 138 101 1474 120 80
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 794 145 106 1552 126 84
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1653 300 109 2723 505 449
Arrive On Green 0.25 0.25 0.06 0.53 0.28 0.28
Sat Flow, veh/h 4513 788 1781 5274 1781 1585
Grp Volume(v), veh/h 621 318 106 1552 126 84
Grp Sat Flow(s),veh/h/ln 1702 1729 1781 1702 1781 1585
Q Serve(g_s), s 9.3 9.4 3.6 12.2 3.3 2.4
Cycle Q Clear(g_c), s 9.3 9.4 3.6 12.2 3.3 2.4
Prop In Lane 0.46 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1295 657 109 2723 505 449
V/C Ratio(X) 0.48 0.48 0.97 0.57 0.25 0.19
Avail Cap(c_a), veh/h 1295 657 270 2723 505 449
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.77 0.77 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.3 17.4 28.1 9.4 16.6 16.3
Incr Delay (d2), s/veh 1.0 2.0 33.4 0.9 1.2 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.3 3.6 2.4 3.2 1.4 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.3 19.3 61.5 10.3 17.8 17.2
LnGrp LOS BBEBBB
Approach Vol, veh/h 939 1658 210
Approach Delay, s/veh 18.6 13.5 17.5
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.2 28.3 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.1 18.4 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.6 11.4 14.2 5.3
Green Ext Time (p_c), s 0.1 3.1 9.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 15.5
HCM 6th LOS B

5.2-8

Page 455 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3016 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 754 187 101 1474 120 80
Future Volume (vph) 754 187 101 1474 120 80
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 22.9 14.6 37.5 22.5 22.5
Total Split (%) 38.2% 24.3% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lag Lead
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 38 (63%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 55
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.2-9

Page 456 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3017 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) AM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 754 187 101 1474 120 80
Future Volume (veh/h) 754 187 101 1474 120 80
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 794 197 106 1552 126 84
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1555 383 109 2723 505 449
Arrive On Green 0.25 0.25 0.06 0.53 0.28 0.28
Sat Flow, veh/h 4256 1006 1781 5274 1781 1585
Grp Volume(v), veh/h 660 331 106 1552 126 84
Grp Sat Flow(s),veh/h/ln 1702 1689 1781 1702 1781 1585
Q Serve(g_s), s 10.0 10.1 3.6 12.2 3.3 2.4
Cycle Q Clear(g_c), s 10.0 10.1 3.6 12.2 3.3 2.4
Prop In Lane 0.60 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1295 643 109 2723 505 449
V/C Ratio(X) 0.51 0.51 0.97 0.57 0.25 0.19
Avail Cap(c_a), veh/h 1295 643 270 2723 505 449
HCM Platoon Ratio 0.67 0.67 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.75 0.75 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 17.6 17.6 28.1 9.4 16.6 16.3
Incr Delay (d2), s/veh 1.1 2.2 33.4 0.9 1.2 0.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 3.6 3.8 2.4 3.2 1.4 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 18.6 19.8 61.5 10.3 17.8 17.2
LnGrp LOS BBEBBB
Approach Vol, veh/h 991 1658 210
Approach Delay, s/veh 19.0 13.5 17.5
Approach LOS B B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 9.2 28.3 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 10.1 18.4 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.6 12.1 14.2 5.3
Green Ext Time (p_c), s 0.1 3.0 9.9 0.5
Intersection Summary
HCM 6th Ctrl Delay 15.7
HCM 6th LOS B

5.2-10

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3018 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 53 2074 56 0 2032
Future Volume (vph) 0 53 2074 56 0 2032
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.2-11

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3019 of 3061 HCM 6th TWSC 2040WP (w/ Proposed Project) AM Peak Hour
3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.4
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 53 2074 56 0 2032
Future Vol, veh/h 0 53 2074 56 0 2032
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 56 2183 59 0 2139
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1092 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 206 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 206 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 28.8 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 206 -
HCM Lane V/C Ratio - - 0.271 -
HCM Control Delay (s) - - 28.8 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 1.1 -

5.2-12

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3020 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 36 2094 42 49 1983
Future Volume (vph) 0 36 2094 42 49 1983
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.2-13

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3021 of 3061 HCM 6th TWSC 2040WP (w/ Proposed Project) AM Peak Hour
4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 1.2
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 2094 42 49 1983
Future Vol, veh/h 0 36 2094 42 49 1983
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - 95 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 2204 44 52 2087
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1124 0 0 2248 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 - - 5.34 -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 - - 3.12 -
Pot Cap-1 Maneuver 0 171 - - 93 -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 171 - - 93 -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 31.9 0 2

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 171 93 -
HCM Lane V/C Ratio - - 0.222 0.555 -
HCM Control Delay (s) - - 31.9 83.9 -
HCM Lane LOS - - D F -
HCM 95th %tile Q(veh) - - 0.8 2.5 -

5.2-14

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3022 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) AM Peak Hour 4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 36 2094 42 0 1983
Future Volume (vph) 0 36 2094 42 0 1983
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 0
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.2-15

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3023 of 3061 HCM 6th TWSC 2040WP (w/ Proposed Project) AM Peak Hour
4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 36 2094 42 0 1983
Future Vol, veh/h 0 36 2094 42 0 1983
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 38 2204 44 0 2087
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1124 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 7.14 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 171 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 171 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 31.9 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 171 -
HCM Lane V/C Ratio - - 0.222 -
HCM Control Delay (s) - - 31.9 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.8 -

5.2-16

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3024 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 386 855 470 336 711 109 550 1246 335 117 1559 300 Future Volume (vph) 386 855 470 336 711 109 550 1246 335 117 1559 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA Perm Prot NA Prot NA Perm Prot NA Perm Protected Phases 7 4 3 8 5 2 1 6
Permitted Phases 4 2 6
Detector Phase 74438 522166
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 22.5 9.5 22.5 9.5 22.5 22.5 9.5 22.5 22.5 Total Split (s) 20.8 28.6 28.6 19.0 26.8 26.8 58.2 58.2 14.2 45.6 45.6 Total Split (%) 17.3% 23.8% 23.8% 15.8% 22.3% 22.3% 48.5% 48.5% 11.8% 38.0% 38.0% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lag Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max C-Max None C-Max C-Max Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.2-17

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3025 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) PM Peak Hour 1: Jefferson St. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 855 470 336 711 109 550 1246 335 117 1559 300 Future Volume (veh/h) 386 855 470 336 711 109 550 1246 335 117 1559 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 406 900 495 354 748 115 579 1312 353 123 1641 316 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 433 979 302 381 789 120 624 2406 744 150 1706 527 Arrive On Green 0.13 0.19 0.19 0.11 0.18 0.18 0.18 0.47 0.47 0.04 0.33 0.33 Sat Flow, veh/h 3456 5106 1573 3456 4465 680 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 406 900 495 354 569 294 579 1312 353 123 1641 316 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1741 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 14.0 20.8 15.7 12.2 19.8 20.1 19.8 21.9 18.3 4.2 37.8 14.0 Cycle Q Clear(g_c), s 14.0 20.8 15.7 12.2 19.8 20.1 19.8 21.9 18.3 4.2 37.8 14.0 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 433 979 302 381 602 308 624 2406 744 150 1706 527 V/C Ratio(X) 0.94 0.92 1.64 0.93 0.95 0.96 0.93 0.55 0.47 0.82 0.96 0.60 Avail Cap(c_a), veh/h 441 983 303 389 604 309 624 2406 744 251 1706 527 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 47.6 22.7 52.9 48.8 48.9 48.4 22.6 21.6 56.9 39.2 16.3 Incr Delay (d2), s/veh 27.7 13.3 303.3 26.9 22.7 37.8 20.3 0.9 2.2 10.3 14.4 5.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 9.6 30.9 6.5 10.0 11.6 9.9 8.3 6.7 2.0 17.1 5.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 60.9 326.0 79.8 71.5 86.7 68.7 23.5 23.8 67.2 53.6 21.2 LnGrp LOS E E F E E F E C C E D C
Approach Vol, veh/h 1801 1217 2244 2080
Approach Delay, s/veh 138.0 77.6 35.2 49.5
Approach LOS F E D D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.7 62.0 18.7 28.5 27.2 45.6 20.5 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 53.7 14.5 24.1 22.3 41.1 16.3 22.3 Max Q Clear Time (g_c+I1), s 6.2 23.9 14.2 22.8 21.8 39.8 16.0 22.1 Green Ext Time (p_c), s 0.1 11.9 0.0 0.9 0.1 1.1 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 71.5
HCM 6th LOS E
Notes
User approved changes to right turn type.

5.2-18

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3026 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 386 855 470 336 711 109 550 1246 335 117 1559 300 Future Volume (vph) 386 855 470 336 711 109 550 1246 335 117 1559 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 20.8 28.6 26.7 19.0 26.8 26.7 58.2 19.0 14.2 45.7 20.8 Total Split (%) 17.3% 23.8% 22.3% 15.8% 22.3% 22.3% 48.5% 15.8% 11.8% 38.1% 17.3% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 110
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.2-19

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3027 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With Improvement (Signal Modifications) Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\302 - With Signal Modification @ Int 1.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 855 470 336 711 109 550 1246 335 117 1559 300 Future Volume (veh/h) 386 855 470 336 711 109 550 1246 335 117 1559 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 406 900 495 354 748 115 579 1312 353 123 1641 316 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 433 979 586 381 789 120 621 2406 919 150 1711 727 Arrive On Green 0.13 0.19 0.19 0.11 0.18 0.18 0.18 0.47 0.47 0.04 0.34 0.34 Sat Flow, veh/h 3456 5106 1573 3456 4465 680 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 406 900 495 354 569 294 579 1312 353 123 1641 316 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1741 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 14.0 20.8 9.1 12.2 19.8 20.1 19.8 21.9 14.5 4.2 37.8 6.9 Cycle Q Clear(g_c), s 14.0 20.8 9.1 12.2 19.8 20.1 19.8 21.9 14.5 4.2 37.8 6.9 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 433 979 586 381 602 308 621 2406 919 150 1711 727 V/C Ratio(X) 0.94 0.92 0.84 0.93 0.95 0.96 0.93 0.55 0.38 0.82 0.96 0.43 Avail Cap(c_a), veh/h 441 983 588 389 604 309 621 2406 919 251 1711 727 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 47.6 15.6 52.9 48.8 48.9 48.5 22.6 13.5 56.9 39.1 8.1 Incr Delay (d2), s/veh 27.7 13.3 10.9 26.9 22.7 37.8 21.1 0.9 1.2 10.3 14.0 1.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 9.6 8.4 6.5 10.0 11.6 10.0 8.3 4.9 2.0 17.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 79.7 60.9 26.4 79.8 71.5 86.7 69.6 23.5 14.8 67.2 53.1 10.0 LnGrp LOS E E C E E F E C B E D A
Approach Vol, veh/h 1801 1217 2244 2080
Approach Delay, s/veh 55.7 77.6 34.0 47.4
Approach LOS E E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 10.7 62.0 18.7 28.5 27.1 45.7 20.5 26.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 9.7 53.7 14.5 24.1 22.2 41.2 16.3 22.3 Max Q Clear Time (g_c+I1), s 6.2 23.9 14.2 22.8 21.8 39.8 16.0 22.1 Green Ext Time (p_c), s 0.1 11.9 0.0 0.9 0.1 1.2 0.1 0.1 Intersection Summary
HCM 6th Ctrl Delay 50.3
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.2-20

Page 467 of 500 ends

Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3028 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 386 855 470 336 711 109 550 1246 335 189 1487 300 Future Volume (vph) 386 855 470 336 711 109 550 1246 335 189 1487 300 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Storage Length (ft) 210 230 220 0 160 160 160 220
Storage Lanes 2 1 2 0 2 0 2 1
Taper Length (ft) 90 90 90 90
Right Turn on Red Yes Yes Yes Yes
Link Speed (mph) 50 50 50 50
Link Distance (ft) 727 541 253 809
Travel Time (s) 9.9 7.4 3.5 11.0
Confl. Peds. (#/hr) 5 5 5 5 5 5 5 5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Shared Lane Traffic (%)
Turn Type Prot NA pm+ov Prot NA Prot NA pm+ov Prot NA pm+ov Protected Phases 74538 523167
Permitted Phases 4 2 6
Detector Phase 74538 523167
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Minimum Split (s) 9.5 22.5 9.5 9.5 22.5 9.5 22.5 9.5 9.5 22.5 9.5 Total Split (s) 21.0 29.0 27.0 19.0 27.0 27.0 54.2 19.0 17.8 45.0 21.0 Total Split (%) 17.5% 24.2% 22.5% 15.8% 22.5% 22.5% 45.2% 15.8% 14.8% 37.5% 17.5% Yellow Time (s) 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 3.5 All-Red Time (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 5.5 Lead/Lag Lead Lag Lag Lead Lag Lag Lag Lead Lead Lead Lead Lead-Lag Optimize? Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Recall Mode None None None None None None C-Max None None C-Max None Intersection Summary
Area Type: Other
Cycle Length: 120
Actuated Cycle Length: 120
Offset: 3 (3%), Referenced to phase 2:NBT and 6:SBT, Start of Yellow Natural Cycle: 100
Control Type: Actuated-Coordinated
Splits and Phases: 1: Jefferson St. & Fred Waring Dr.

5.2-21

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3029 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) PM Peak Hour 1: Jefferson St. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 386 855 470 336 711 109 550 1246 335 189 1487 300 Future Volume (veh/h) 386 855 470 336 711 109 550 1246 335 189 1487 300 Initial Q (Qb), veh 000000000000
Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.99 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 406 900 495 354 748 115 579 1312 353 199 1565 316 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 222222222222
Cap, veh/h 434 984 596 381 793 121 637 2280 880 232 1681 718 Arrive On Green 0.13 0.19 0.19 0.11 0.18 0.18 0.18 0.45 0.45 0.07 0.33 0.33 Sat Flow, veh/h 3456 5106 1573 3456 4465 680 3456 5106 1580 3456 5106 1578 Grp Volume(v), veh/h 406 900 495 354 569 294 579 1312 353 199 1565 316 Grp Sat Flow(s),veh/h/ln 1728 1702 1573 1728 1702 1741 1728 1702 1580 1728 1702 1578 Q Serve(g_s), s 14.0 20.7 9.1 12.2 19.8 20.1 19.7 23.0 15.3 6.8 35.6 7.0 Cycle Q Clear(g_c), s 14.0 20.7 9.1 12.2 19.8 20.1 19.7 23.0 15.3 6.8 35.6 7.0 Prop In Lane 1.00 1.00 1.00 0.39 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 434 984 596 381 604 309 637 2280 880 232 1681 718 V/C Ratio(X) 0.94 0.91 0.83 0.93 0.94 0.95 0.91 0.58 0.40 0.86 0.93 0.44 Avail Cap(c_a), veh/h 446 1000 600 389 610 312 637 2280 880 354 1681 718 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 47.5 15.2 52.9 48.7 48.8 47.9 24.7 15.2 55.4 38.9 8.3 Incr Delay (d2), s/veh 26.9 12.4 9.6 26.9 21.7 36.4 17.0 1.1 1.4 12.2 10.8 2.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 7.5 9.6 8.1 6.5 9.9 11.5 9.6 8.8 5.3 3.3 15.6 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.9 59.9 24.8 79.8 70.5 85.3 64.9 25.8 16.5 67.6 49.7 10.2 LnGrp LOS E E C E E F E C B E D B
Approach Vol, veh/h 1801 1217 2244 2080
Approach Delay, s/veh 54.5 76.8 34.4 45.4
Approach LOS D E C D
Timer - Assigned Phs 12345678
Phs Duration (G+Y+Rc), s 13.6 59.1 18.7 28.6 27.6 45.0 20.6 26.8 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 13.3 49.7 14.5 24.5 22.5 40.5 16.5 22.5 Max Q Clear Time (g_c+I1), s 8.8 25.0 14.2 22.7 21.7 37.6 16.0 22.1 Green Ext Time (p_c), s 0.2 11.0 0.0 1.2 0.2 2.4 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 49.5
HCM 6th LOS D
Notes
User approved changes to right turn type.

5.2-22

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3030 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1169 138 114 1028 128 149
Future Volume (vph) 1169 138 114 1028 128 149
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 25.1 12.4 37.5 22.5 22.5
Total Split (%) 41.8% 20.7% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 11 (18%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.2-23

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3031 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1169 138 114 1028 128 149
Future Volume (veh/h) 1169 138 114 1028 128 149
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1231 145 120 1082 135 157
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1513 178 205 2723 505 449
Arrive On Green 0.43 0.43 0.11 0.53 0.28 0.28
Sat Flow, veh/h 4799 545 1781 5274 1781 1585
Grp Volume(v), veh/h 905 471 120 1082 135 157
Grp Sat Flow(s),veh/h/ln 1702 1772 1781 1702 1781 1585
Q Serve(g_s), s 14.0 14.0 3.8 7.5 3.5 4.7
Cycle Q Clear(g_c), s 14.0 14.0 3.8 7.5 3.5 4.7
Prop In Lane 0.31 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1112 579 205 2723 505 449
V/C Ratio(X) 0.81 0.81 0.59 0.40 0.27 0.35
Avail Cap(c_a), veh/h 1112 579 205 2723 505 449
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.57 0.57 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.4 15.4 25.2 8.3 16.7 17.1
Incr Delay (d2), s/veh 3.9 7.1 4.3 0.4 1.3 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.2 4.9 1.6 1.9 1.5 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.2 22.5 29.5 8.7 18.0 19.2
LnGrp LOS B C C A B B
Approach Vol, veh/h 1376 1202 292
Approach Delay, s/veh 20.3 10.8 18.7
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.4 25.1 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.9 20.6 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.8 16.0 9.5 6.7
Green Ext Time (p_c), s 0.0 3.1 7.2 0.7
Intersection Summary
HCM 6th Ctrl Delay 16.2
HCM 6th LOS B

5.2-24

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3032 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (vph) 1169 210 114 1028 128 149
Future Volume (vph) 1169 210 114 1028 128 149
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 160 0 25
Storage Lanes 0 1 1 1
Taper Length (ft) 90 90
Right Turn on Red Yes Yes
Link Speed (mph) 50 50 25
Link Distance (ft) 541 519 241
Travel Time (s) 7.4 7.1 6.6
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Turn Type NA Prot NA Prot Perm
Protected Phases 2 1 6 8
Permitted Phases 8
Detector Phase 2 1688
Switch Phase
Minimum Initial (s) 5.0 5.0 5.0 5.0 5.0
Minimum Split (s) 22.5 9.5 22.5 22.5 22.5
Total Split (s) 25.5 12.0 37.5 22.5 22.5
Total Split (%) 42.5% 20.0% 62.5% 37.5% 37.5%
Yellow Time (s) 3.5 3.5 3.5 3.5 3.5
All-Red Time (s) 1.0 1.0 1.0 1.0 1.0
Lost Time Adjust (s) 1.0 1.0 1.0 1.0 1.0
Total Lost Time (s) 5.5 5.5 5.5 5.5 5.5
Lead/Lag Lead Lag
Lead-Lag Optimize? Yes Yes
Recall Mode C-Max None C-Max Max Max
Intersection Summary
Area Type: Other
Cycle Length: 60
Actuated Cycle Length: 60
Offset: 11 (18%), Referenced to phase 2:EBT and 6:WBT, Start of Yellow Natural Cycle: 60
Control Type: Actuated-Coordinated
Splits and Phases: 2: Heritage Ct. Main Dwy. & Fred Waring Dr.

5.2-25

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3033 of 3061 HCM 6th Signalized Intersection Summary 2040WP (w/ Proposed Project) PM Peak Hour 2: Heritage Ct. Main Dwy. & Fred Waring Dr. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1169 210 114 1028 128 149
Future Volume (veh/h) 1169 210 114 1028 128 149
Initial Q (Qb), veh 000000
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1231 221 120 1082 135 157
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Percent Heavy Veh, % 222222
Cap, veh/h 1451 260 193 2723 505 449
Arrive On Green 0.44 0.44 0.11 0.53 0.28 0.28
Sat Flow, veh/h 4521 781 1781 5274 1781 1585
Grp Volume(v), veh/h 963 489 120 1082 135 157
Grp Sat Flow(s),veh/h/ln 1702 1730 1781 1702 1781 1585
Q Serve(g_s), s 15.1 15.1 3.9 7.5 3.5 4.7
Cycle Q Clear(g_c), s 15.1 15.1 3.9 7.5 3.5 4.7
Prop In Lane 0.45 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1135 577 193 2723 505 449
V/C Ratio(X) 0.85 0.85 0.62 0.40 0.27 0.35
Avail Cap(c_a), veh/h 1135 577 193 2723 505 449
HCM Platoon Ratio 1.33 1.33 1.00 1.00 1.00 1.00
Upstream Filter(I) 0.58 0.58 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 15.3 15.3 25.6 8.3 16.7 17.1
Incr Delay (d2), s/veh 4.8 9.0 6.0 0.4 1.3 2.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 4.6 5.4 1.7 1.9 1.5 1.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 20.2 24.3 31.6 8.7 18.0 19.2
LnGrp LOS C C C A B B
Approach Vol, veh/h 1452 1202 292
Approach Delay, s/veh 21.6 11.0 18.7
Approach LOS C B B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s 12.0 25.5 37.5 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 7.5 21.0 33.0 18.0
Max Q Clear Time (g_c+I1), s 5.9 17.1 9.5 6.7
Green Ext Time (p_c), s 0.0 2.7 7.2 0.7
Intersection Summary
HCM 6th Ctrl Delay 17.0
HCM 6th LOS B

5.2-26

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3034 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 46 2085 38 0 2365
Future Volume (vph) 0 46 2085 38 0 2365
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 50 0
Storage Lanes 0 1 1 0
Taper Length (ft) 90 90
Link Speed (mph) 25 50 50
Link Distance (ft) 255 275 253
Travel Time (s) 7.0 3.8 3.5
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.2-27

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3035 of 3061 HCM 6th TWSC 2040WP (w/ Proposed Project) PM Peak Hour
3: Jefferson St. & RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.3
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 46 2085 38 0 2365
Future Vol, veh/h 0 46 2085 38 0 2365
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - 50 - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 48 2195 40 0 2489
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1098 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.7 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.92 ----
Pot Cap-1 Maneuver 0 204 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 204 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 28.1 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 204 -
HCM Lane V/C Ratio - - 0.237 -
HCM Control Delay (s) - - 28.1 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 0.9 -

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3036 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 107 2016 99 72 2293
Future Volume (vph) 0 107 2016 99 72 2293
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 1
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.2-29

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3037 of 3061 HCM 6th TWSC 2040WP (w/ Proposed Project) PM Peak Hour
4: Jefferson St. & LI/RIRO Dwy.

Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\301 - Existing Lanes.syn Synchro 11 Report Intersection
Int Delay, s/veh 2.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 107 2016 99 72 2293
Future Vol, veh/h 0 107 2016 99 72 2293
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 - - 95 -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 113 2122 104 76 2414
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1113 0 0 2226 0
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.5 - - 5.34 -
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 - - 3.12 -
Pot Cap-1 Maneuver 0 233 - - 96 -
Stage 1 0 -----
Stage 2 0 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 233 - - 96 -
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 34.1 0 3.7

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 233 96 -
HCM Lane V/C Ratio - - 0.483 0.789 -
HCM Control Delay (s) - - 34.1 119.9 -
HCM Lane LOS - - D F -
HCM 95th %tile Q(veh) - - 2.4 4.2 -

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3038 of 3061 Lanes, Volumes, Timings 2040WP (w/ Proposed Project) PM Peak Hour 4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Lane Group WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Volume (vph) 0 107 2016 99 0 2293
Future Volume (vph) 0 107 2016 99 0 2293
Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900
Storage Length (ft) 0 0 0 95
Storage Lanes 0 1 0 0
Taper Length (ft) 90 90
Link Speed (mph) 50 50 50
Link Distance (ft) 247 296 275
Travel Time (s) 3.4 4.0 3.8
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95
Shared Lane Traffic (%)
Sign Control Stop Free Free
Intersection Summary
Area Type: Other
Control Type: Unsignalized

5.2-31

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3039 of 3061 HCM 6th TWSC 2040WP (w/ Proposed Project) PM Peak Hour
4: Jefferson St. & LI/RIRO Dwy. With LT Restriction @ Int. #4 Heritage Palms SP/MP Amendment Traffic Analysis Urban Crossroads, Inc.

F:\UXRjobs\_13600-14000\_13900\13915\Synchro\303 - With Restriction of LT @ Int 4.syn Synchro 11 Report Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 0 107 2016 99 0 2293
Future Vol, veh/h 0 107 2016 99 0 2293
Conflicting Peds, #/hr 0 00000
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length - 0 ----
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 22222
Mvmt Flow 0 113 2122 104 0 2414
Major/Minor Minor1 Major1 Major2
Conflicting Flow All - 1113 0 0 - -
Stage 1 - -----
Stage 2 - -----
Critical Hdwy - 6.5 ----
Critical Hdwy Stg 1 - -----
Critical Hdwy Stg 2 - -----
Follow-up Hdwy - 3.3 ----
Pot Cap-1 Maneuver 0 233 - - 0 -
Stage 1 0 - - - 0 -
Stage 2 0 - - - 0 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - 233 ----
Mov Cap-2 Maneuver - -----
Stage 1 - -----
Stage 2 - -----
Approach WB NB SB
HCM Control Delay, s 34.1 0 0

HCM LOS D
Minor Lane/Major Mvmt NBT NBRWBLn1 SBT
Capacity (veh/h) - - 233 -
HCM Lane V/C Ratio - - 0.483 -
HCM Control Delay (s) - - 34.1 -
HCM Lane LOS - - D -
HCM 95th %tile Q(veh) - - 2.4 -

5.2-32

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City of Indio RDP 5 CSP and Heritage Palms PMP Text Amendments June 2023 Initial Study/ Negative Declaration
C
Appendix C
VMT Analysis

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3041 of 3061 13915-07 VMT Screening.docx
June 23, 2023
Ms. Nicole Criste

TERRA NOVA PLANNING & RESEARCH, INC
42635 Melanie Place, Ste 101
Palm Desert, CA 92211

HERITAGE PALMS SP/MP AMENDMENT VEHICLE MILES TRAVELED (VMT) SCREENING Ms. Nicole Criste,
Urban Crossroads, Inc. is pleased to provide the following Vehicle Miles Traveled (VMT) Screening for the Heritage Palms SP/MP Amendment (Project). The amendment adds drive-through retail and restaurants to the allowable land uses at the Heritage Court Shopping Center portion of the Specific Plan and Project Master Plan, located at the southeast corner of Jefferson Street and Fred Waring Drive in the City of Indio.

Existing and long-range (2040) future traffic conditions with Project land use changes are evaluated in the Heritage Palms SP/MP Amendment Focused Traffic Analysis (June 23, 2023).

The Heritage Court Shopping Center currently exists, and includes a grocery store, stand-alone drugstore and in-line shops.

With drive-thru features, this Project reduces the center’s northwest building pad from 10,429 square feet (bank, no drive-thru) to a building not-to-exceed 3,500 square feet (with drive-thru), which is evaluated as a coffee shop to ensure a “conservative worse case” scenario.

The City of Indio utilizes the December 2020 County of Riverside Transportation Guidelines for VMT assessments.

VMT POLICY AND SCREENING
Figure 3 of the December 2020 County of Riverside Transportation Analysis Guidelines for VMT sets forth screening criteria under which Projects are not required to submit detailed VMT analysis. This guidance for determination of non-significant VMT impact is primarily intended to avoid unnecessary analysis and findings that would be inconsistent with the intent of SB 743.

VMT screening criteria for development projects include the following:
 Small Projects with low trip generation based on the County Greenhouse Gas Emissions Screening Tables resulting in a 3,000 metric tons of Carbon Dioxide Equivalent per year screening level threshold. Specific examples include retail buildings with area less than or equal to 60,000 sf, general office buildings less than or equal to 165,000 sf, general light industrial buildings less than or equal to 179,000 sf, and warehouse (unrefrigerated) buildings less than or equal to 208,000 sf.

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June 23, 2023

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 Projects Near High Quality Transit within a half mile of an existing major transit stop which maintains a service interval frequency of 15 minutes or less during peak commute periods,
 Local Serving Retail with no single store on-site exceeding 50,000 sf and determined to be local-serving by the Engineering Department,
 Affordable Housing with a high percentage of affordable units as determined by the Planning and Engineering departments,
 Local Essential Service such as day care, police or fire facility, medical/dental office building less than 50,000 sf, government offices, or other uses deemed essential by the Engineering Department,
 Map Based Screening within an area of development under threshold as shown on screening map allowed by the Engineering Department, and  Redevelopment Projects which replace an existing VMT-generating land use and do not result in a net overall increase in VMT.

PROJECT LOCAL SERVING RETAIL
The County of Riverside Guidelines include Local Serving Retail in the list of project types which can be presumed to have non-significant VMT impacts. In effect, the introduction of new Localserving retail has been determined to reduce VMT by shortening trips that will occur. This determination can be made for retail buildings which do not exceed 50,000 square feet.

The OPR SB 743 Technical Advisory further addresses local retail uses, as follows:
“By adding retail opportunities into the urban fabric and thereby improving retail destination proximity, local-serving retail development tends to shorten trips and reduce VMT. Thus, lead agencies generally may presume such development creates a less-than-significant transportation impact.”
The screening of this Project as local serving retail is appropriate. The addition of drive-through features in combination with reducing the building size will allow for uses such as retail and coffee/donut shop with drive-thru, drive-in bank, and fast-food restaurant with drive-thru. These drive-thru uses serve traffic interacting with the local area in the following ways:
 Travelers on Jefferson Street or Fred Waring Drive passing-by the site.  Travelers attracted to the site from nearby residences and businesses.  Existing Heritage Court Shopping Center patrons.

With drive-thru features, this Project reduces the center’s northwest building pad from 10,429 square feet (bank, no drive-thru) to a building not-to-exceed 3, 500 square feet (with drive-thru), represented as a coffee shop. These changes allow residents to interact with local businesses rather than traveling farther to locate the convenience food or services they wish to purchase.

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TERRA NOVA PLANNING & RESEARCH, INC
June 23, 2023

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In conclusion, the screening of this Project as local serving retail is appropriate. If you have any questions, please contact us at [email protected] for John or [email protected] for Marlie.

Respectfully submitted,
URBAN CROSSROADS, INC.

John Kain, AICP Marlie Whiteman, P.E.

Principal Senior Associate

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3044 of 3061 CIP Indio, LLC c/o Capstone Advisors, Inc.
1545 Faraday Avenue, Carlsbad, Ca 92008
Attn: Mark Hayden
760-827-6025
[email protected]
CSP and PMP Text amendments affecting the RDP 5 CSP and Heritage Palms PMP planning areas.

Not applicable to CSP and PMP text amendments.

Not applicable to CSP and PMP text amendments
Text amendments are proposed to the RDP 5 CSP and Heritage Palms PMP to modify the allowable uses within the Neighbor Shopping Center designation. Specifically, proposed amendments would conditionally allow a drive through restaurant or coffee shop of up to 3,500 square feet to be located at the southeast corner of Jefferson Street and Fred Waring Drive. Other text modifications include revisions to architectural requirements for drive through facilities, revisions to architectural themes allowing for creative, high quality eclectic architecture, and modifications to the site development standards to reflect current conditions of the site and realistic development potential.

CIP Indio, LLC
RDP 5 CSP and Heritage Palms PMP Text Amendments
June 23, 2023

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N/A
N/A
N/A
N/A
N/A

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3055 of 3061 RDP 5 CSP and Heritage Palms PMP Text Amendments
CIP Indio, LLC c/o Capstone Advisors, Inc.
1545 Faraday Avenue
Carlsbad, Ca 92008
Not applicable to CSP and PMP text amendments. Text
amendments apply to the RDP 5 CSP and Heritage Palms
PMP planning areas.

Not applicable to CSP and PMP text amendments.

CIP Indio, LLC c/o Capstone Advisors, Inc.
1545 Faraday Avenue, Carlsbad, Ca 92008
Attn: Mark Hayden
760-827-6025
[email protected]
Existing GP: Not applicable
Proposed GP: Not applicable
Existing Zoning: RDP 5 CSP and Heritage Palms PMP
Proposed Zoning: No change.

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3056 of 3061 Not applicable to CSP and PMP text amendments.

Text amendments are proposed to the RDP 5 CSP and Heritage Palms PMP to modify the allowable uses within the Neighbor Shopping Center designation. Specifically, proposed amendments would conditionally allow a drive through restaurant or coffee shop of up to 3,500 square feet to be located at the southeast corner of Jefferson Street and Fred Waring Drive. Other text modifications include revisions to architectural requirements for drive through facilities, revisions to architectural themes allowing for creative, high quality eclectic architecture, and modifications to the site development standards to reflect current conditions of the site and realistic development potential.

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Resolution No. 10408 – Text Amendments to the RPD 5 Conceptual Specific ... Page 3057 of 3061 ***You will be prompted to upload all documents after this form is digitally signed***
Nicole Sauviat Criste, Vice President
Terra Nova Planning & Research, Inc.

June 20, 2023

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Text Amendments
CIP Indio, LLC

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