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HomeMy WebLinkAbout415 1 through 8 Traffic Data APPENDICES ENVIRONMENTAL IMPACT REPORT 4.15 TRAFFIC DATA Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 1 2 2 1 2 2 0 2 2 1 7:00 AM 8 71 21 9 148 20 12 23 10 59 61 21 463 0 0 0 3 7:15 AM 25 114 30 19 213 24 12 29 26 101 88 32 713 3 0 0 1 7:30 AM 28 205 55 16 244 38 33 27 24 97 131 31 929 1 1 0 1 7:45 AM 31 134 45 31 200 68 22 55 22 76 170 36 890 3 1 0 3 8:00 AM 28 108 31 28 180 54 31 53 13 47 106 28 707 1 1 0 1 8:15 AM 18 114 28 28 137 43 35 33 18 53 106 39 652 0 1 0 3 8:30 AM 22 110 29 14 138 38 29 60 31 43 106 31 651 0 0 0 6 8:45 AM 23 128 25 14 153 34 35 64 27 57 101 39 700 2 1 0 7 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :183 984 264 159 1413 319 209 344 171 533 869 257 5705 10 5 0 25 APPROACH %'s :12.79%68.76%18.45%8.41%74.72%16.87%28.87%47.51%23.62%32.13%52.38%15.49% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :112 561 161 94 837 184 98 164 85 321 495 127 3239 PEAK HR FACTOR :0.872 CONTROL : 12/11/2014 0.724 NS/EW Streets: SOUTHBOUND Cook St Cook St AM Hovely Ln East Signalized UTURNS Hovely Ln East 0.836 WESTBOUND 0.932 0.876 ThursdayProject ID: City: 14-6212-003 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 1 2 2 1 2 2 0 2 2 1 4:00 PM 32 164 56 27 126 23 41 103 16 35 74 30 727 3 1 0 4 4:15 PM 21 167 39 30 131 40 33 90 15 26 65 32 689 2 0 0 3 4:30 PM 23 170 49 36 149 50 43 81 19 26 83 25 754 2 1 0 5 4:45 PM 30 167 39 30 128 38 48 101 29 31 78 15 734 0 1 0 5 5:00 PM 19 204 67 36 127 43 64 88 21 37 54 42 802 4 0 0 10 5:15 PM 21 149 62 24 133 39 37 99 18 33 55 20 690 1 0 0 3 5:30 PM 29 119 40 25 128 48 33 53 15 18 4 1 513 4 0 0 6 5:45 PM 14 102 33 34 130 51 33 73 11 7 5 1 494 1 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :189 1242 385 242 1052 332 332 688 144 213 418 166 5403 17 3 0 37 APPROACH %'s :10.41%68.39%21.20%14.88%64.70%20.42%28.52%59.11%12.37%26.73%52.45%20.83% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :93 690 217 126 537 170 192 369 87 127 270 102 2980 PEAK HR FACTOR :0.929 CONTROL : Project ID:14-6212-003 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hovely Ln EastNS/EW Streets:Hovely Ln East PM Cook St Cook St 0.9100.862 0.931 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.886 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 2 1 1 2 0 0 0 0 2 0 1 7:00 AM 0 67 24 29 67 0 0 0 0 48 0 40 275 7:15 AM 0 110 39 48 106 0 0 0 0 63 0 62 428 7:30 AM 0 124 57 51 170 0 0 0 0 99 0 79 580 7:45 AM 0 184 85 47 169 0 0 0 0 146 0 105 736 8:00 AM 0 153 87 54 135 0 0 0 0 73 0 64 566 8:15 AM 0 142 56 62 92 0 0 0 0 63 0 77 492 8:30 AM 0 111 70 69 112 0 0 0 0 82 0 94 538 8:45 AM 0 101 66 75 151 0 0 0 0 91 0 87 571 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 992 484 435 1002 0 0 0 0 665 0 608 4186 0 0 0 0 APPROACH %'s :0.00%67.21%32.79%30.27%69.73%0.00%#DIV/0!#DIV/0!#DIV/0!52.24%0.00%47.76% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :0 603 285 214 566 0 0 0 0 381 0 325 2374 PEAK HR FACTOR :0.806 CONTROL : 0.882 0.000 ThursdayProject ID: City: 14-6212-007 Palm Desert EASTBOUND NORTHBOUND Signalized UTURNS Hovely Ln East 0.703 WESTBOUND 12/11/2014 0.825 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Hovely Ln East Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 2 1 1 2 0 0 0 0 2 0 1 4:00 PM 0 129 85 57 129 0 0 0 0 61 0 75 536 4:15 PM 0 124 81 66 159 0 0 0 0 70 0 57 557 4:30 PM 0 154 75 66 124 0 0 0 0 58 0 71 548 4:45 PM 0 118 71 80 121 0 0 0 0 74 0 62 526 5:00 PM 0 143 86 56 138 0 0 0 0 88 0 60 571 5:15 PM 0 97 83 50 122 0 0 0 0 77 0 50 479 5:30 PM 0 89 75 55 104 0 0 0 0 59 0 36 418 5:45 PM 0 96 65 41 136 0 0 0 0 34 0 45 417 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 950 621 471 1033 0 0 0 0 521 0 456 4052 0 0 0 0 APPROACH %'s :0.00%60.47%39.53%31.32%68.68%0.00%#DIV/0!#DIV/0!#DIV/0!53.33%0.00%46.67% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :0 539 313 268 542 0 0 0 0 290 0 250 2202 PEAK HR FACTOR :0.964 CONTROL : 0.912 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.900 Signalized Hovely Ln EastNS/EW Streets:Hovely Ln East PM Portola Ave Portola Ave 0.0000.930 Project ID:14-6212-007 City:Palm Desert UTURNS 12/11/2014 Thursday Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 1 2 2 1 2 2 1 2 2 1 7:00 AM 33 74 11 23 162 31 7 31 5 19 71 9 476 0 0 0 0 7:15 AM 24 100 16 17 221 20 3 52 24 36 105 9 627 0 0 0 0 7:30 AM 43 169 28 24 252 44 8 72 19 42 174 18 893 0 1 0 0 7:45 AM 55 129 26 28 290 49 17 55 28 29 147 10 863 0 0 0 0 8:00 AM 45 106 21 30 218 31 18 68 34 31 188 22 812 0 2 1 1 8:15 AM 46 101 30 24 177 32 10 71 22 21 188 19 741 0 0 1 0 8:30 AM 58 123 16 26 153 26 13 63 16 31 128 26 679 1 1 1 0 8:45 AM 48 112 29 28 164 30 13 81 23 28 166 28 750 0 1 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :352 914 177 200 1637 263 89 493 171 237 1167 141 5841 1 5 3 1 APPROACH %'s :24.39%63.34%12.27%9.52%77.95%12.52%11.82%65.47%22.71%15.34%75.53%9.13% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :189 505 105 106 937 156 53 266 103 123 697 69 3309 PEAK HR FACTOR :0.926 CONTROL : 12/11/2014 0.832 NS/EW Streets: SOUTHBOUND Cook St Cook St AM Country Club Dr Signalized UTURNS Country Club Dr 0.922 WESTBOUND 0.817 0.879 ThursdayProject ID: City: 14-6212-010 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 1 2 2 1 2 2 1 2 2 1 4:00 PM 47 191 34 52 129 39 23 135 37 23 91 30 831 0 10 2 0 4:15 PM 47 153 36 55 160 21 38 165 42 22 134 28 901 1 4 2 0 4:30 PM 42 177 30 46 151 19 34 161 44 30 89 37 860 2 6 0 0 4:45 PM 42 166 33 48 149 24 37 170 38 20 122 32 881 1 2 2 0 5:00 PM 30 283 29 45 143 33 22 162 39 27 107 33 953 1 6 0 0 5:15 PM 33 163 30 44 137 23 20 126 53 29 105 22 785 3 10 0 0 5:30 PM 32 130 27 30 129 43 23 129 32 30 88 47 740 1 3 1 0 5:45 PM 27 104 18 24 126 28 30 91 32 68 92 19 659 2 1 3 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :300 1367 237 344 1124 230 227 1139 317 249 828 248 6610 11 42 10 0 APPROACH %'s :15.76%71.80%12.45%20.26%66.20%13.55%13.49%67.68%18.84%18.79%62.49%18.72% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :161 779 128 194 603 97 131 658 163 99 452 130 3595 PEAK HR FACTOR :0.943 CONTROL : Project ID:14-6212-010 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Country Club DrNS/EW Streets:Country Club Dr PM Cook St Cook St 0.9710.781 0.925 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.947 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 1 2 2 0 1 2 1 7:00 AM 45 218 5 32 278 100 38 33 10 11 76 37 883 0 0 0 0 7:15 AM 48 244 6 38 245 130 82 36 13 13 100 55 1010 0 0 0 0 7:30 AM 85 318 7 63 281 193 100 38 20 14 106 71 1296 1 1 0 0 7:45 AM 80 249 10 46 253 230 123 71 22 25 126 68 1303 0 0 0 0 8:00 AM 61 209 11 70 299 134 133 68 16 12 99 49 1161 0 1 0 0 8:15 AM 61 201 7 46 240 126 87 42 16 10 79 41 956 1 0 0 0 8:30 AM 72 210 8 42 274 110 75 31 18 10 75 31 956 2 0 0 0 8:45 AM 98 218 13 36 244 139 80 44 27 17 91 29 1036 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :550 1867 67 373 2114 1162 718 363 142 112 752 381 8601 4 2 0 0 APPROACH %'s :22.14%75.16%2.70%10.22%57.93%31.84%58.71%29.68%11.61%9.00%60.40%30.60% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :274 1020 34 217 1078 687 438 213 71 64 431 243 4770 PEAK HR FACTOR :0.915 CONTROL : 12/11/2014 0.810 NS/EW Streets: SOUTHBOUND Washington St Washington St AM Country Club Dr Signalized UTURNS Country Club Dr 0.842 WESTBOUND 0.923 0.832 ThursdayProject ID: City: 14-6212-015 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 1 2 2 0 1 2 1 4:00 PM 68 291 10 45 270 114 116 104 30 11 63 42 1164 1 0 0 0 4:15 PM 61 277 6 46 274 86 111 96 36 12 53 40 1098 0 3 0 0 4:30 PM 74 212 3 50 232 99 152 118 48 12 46 41 1087 1 1 0 0 4:45 PM 54 291 12 55 239 99 125 114 45 10 43 43 1130 1 0 0 0 5:00 PM 51 262 5 58 268 101 149 123 33 15 41 47 1153 0 0 1 0 5:15 PM 52 310 6 44 274 104 138 102 48 8 40 42 1168 0 0 0 0 5:30 PM 53 323 8 44 267 107 138 100 50 8 35 46 1179 0 0 0 0 5:45 PM 55 296 8 45 286 105 127 101 47 9 44 42 1165 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :468 2262 58 387 2110 815 1056 858 337 85 365 343 9144 3 4 1 0 APPROACH %'s :16.79%81.13%2.08%11.68%63.71%24.61%46.91%38.12%14.97%10.72%46.03%43.25% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :500 PM TOTAL PEAK HR VOL :211 1191 27 191 1095 417 552 426 178 40 160 177 4665 PEAK HR FACTOR :0.989 CONTROL : Project ID:14-6212-015 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Country Club DrNS/EW Streets:Country Club Dr PM Washington St Washington St 0.9480.930 0.915 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.976 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 0 1 2 1 1 2 1 7:00 AM 23 50 7 8 42 6 5 33 22 16 89 2 303 0 0 0 0 7:15 AM 26 85 24 6 81 8 7 53 25 18 107 6 446 0 0 0 0 7:30 AM 49 102 24 14 136 13 9 76 40 40 152 12 667 0 0 1 0 7:45 AM 62 128 40 16 138 16 8 73 37 31 160 15 724 0 0 0 0 8:00 AM 57 95 33 21 103 14 6 86 34 41 176 22 688 1 0 0 0 8:15 AM 51 99 32 10 58 5 8 80 31 28 173 14 589 0 0 0 0 8:30 AM 39 79 45 8 97 9 8 70 40 29 150 17 591 0 0 0 0 8:45 AM 45 97 25 9 101 11 11 89 52 30 178 13 661 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :352 735 230 92 756 82 62 560 281 233 1185 101 4669 1 0 1 0 APPROACH %'s :26.73%55.81%17.46%9.89%81.29%8.82%6.87%62.02%31.12%15.34%78.01%6.65% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :219 424 129 61 435 48 31 315 142 140 661 63 2668 PEAK HR FACTOR :0.921 CONTROL : 12/11/2014 0.839 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Country Club Dr Signalized UTURNS Country Club Dr 0.904 WESTBOUND 0.800 0.968 ThursdayProject ID: City: 14-6212-021 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 0 1 2 1 1 2 1 4:00 PM 41 100 36 16 68 14 9 161 47 48 124 15 679 0 0 0 0 4:15 PM 46 103 40 14 80 5 10 179 37 54 134 26 728 0 0 1 0 4:30 PM 55 94 37 9 69 12 3 180 63 37 102 30 691 0 0 0 1 4:45 PM 49 95 26 19 85 10 10 190 46 52 125 28 735 0 0 2 0 5:00 PM 39 103 35 11 85 9 15 194 45 35 130 25 726 0 0 0 0 5:15 PM 27 96 23 13 85 12 9 153 39 46 135 13 651 0 0 0 0 5:30 PM 33 70 20 8 72 3 4 139 29 38 101 14 531 0 0 0 0 5:45 PM 26 73 26 6 75 4 3 130 25 50 110 6 534 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :316 734 243 96 619 69 63 1326 331 360 961 157 5275 0 0 3 1 APPROACH %'s :24.44%56.77%18.79%12.24%78.95%8.80%3.66%77.09%19.24%24.36%65.02%10.62% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :189 395 138 53 319 36 38 743 191 178 491 109 2880 PEAK HR FACTOR :0.980 CONTROL : Project ID:14-6212-021 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Country Club DrNS/EW Streets:Country Club Dr PM Portola Ave Portola Ave 0.9570.955 0.909 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.895 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 2 1 1 2 1 1 2 1 7:00 AM 6 12 10 8 15 4 1 40 7 12 93 7 215 0 0 0 2 7:15 AM 10 14 12 13 8 1 3 63 1 10 152 9 296 0 0 1 1 7:30 AM 22 29 9 16 11 7 4 88 8 5 196 11 406 0 0 0 0 7:45 AM 20 18 16 16 22 4 1 93 8 13 181 9 401 0 0 0 0 8:00 AM 15 12 18 17 21 4 2 87 4 13 214 9 416 0 0 0 0 8:15 AM 10 16 11 15 14 5 1 99 13 12 184 6 386 0 0 0 0 8:30 AM 16 23 11 11 10 10 1 88 6 10 163 10 359 0 0 0 0 8:45 AM 14 14 23 15 19 7 2 107 9 12 186 3 411 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :113 138 110 111 120 42 15 665 56 87 1369 64 2890 0 0 1 3 APPROACH %'s :31.30%38.23%30.47%40.66%43.96%15.38%2.04%90.35%7.61%5.72%90.07%4.21% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :67 75 54 64 68 20 8 367 33 43 775 35 1609 PEAK HR FACTOR :0.967 CONTROL : 12/11/2014 0.817 NS/EW Streets: SOUTHBOUND El Dorado Dr El Dorado Dr AM Country Club Dr Signalized UTURNS Country Club Dr 0.904 WESTBOUND 0.905 0.903 ThursdayProject ID: City: 14-6212-024 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 2 1 1 2 1 1 2 1 4:00 PM 10 15 11 9 16 11 9 173 17 11 140 16 438 0 0 0 0 4:15 PM 7 16 14 6 18 8 7 188 15 12 145 11 447 0 0 0 0 4:30 PM 4 23 14 6 22 7 14 218 10 8 135 18 479 0 0 2 1 4:45 PM 7 13 9 13 24 6 6 202 20 13 156 11 480 0 0 0 0 5:00 PM 7 14 19 12 16 5 11 195 18 6 121 7 431 0 0 0 0 5:15 PM 13 14 13 6 17 3 10 189 15 7 117 10 414 0 0 0 0 5:30 PM 56 10 10 10 17 2 3 153 11 6 99 3 380 0 0 0 0 5:45 PM 66 16 9 8 10 5 3 117 9 8 82 8 341 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :170 121 99 70 140 47 63 1435 115 71 995 84 3410 0 0 2 1 APPROACH %'s :43.59%31.03%25.38%27.24%54.47%18.29%3.91%88.96%7.13%6.17%86.52%7.30% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :28 67 48 34 80 32 36 781 62 44 576 56 1844 PEAK HR FACTOR :0.960 CONTROL : Project ID:14-6212-024 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Country Club DrNS/EW Streets:Country Club Dr PM El Dorado Dr El Dorado Dr 0.9080.872 0.939 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.849 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 0 1 2 0 1 2 1 7:00 AM 8 17 4 18 28 3 0 41 6 2 120 43 290 0 0 0 0 7:15 AM 17 33 14 20 30 12 3 62 7 15 162 36 411 0 0 0 0 7:30 AM 10 49 28 28 25 5 1 90 11 12 200 54 513 0 0 0 0 7:45 AM 22 41 33 37 24 7 2 102 6 15 192 60 541 0 0 0 0 8:00 AM 11 38 21 26 27 8 2 94 9 12 201 63 512 0 0 0 0 8:15 AM 13 30 12 25 20 4 7 85 12 7 186 36 437 0 0 1 0 8:30 AM 18 20 11 24 21 3 3 87 10 7 155 25 384 0 0 0 0 8:45 AM 15 25 16 31 20 9 3 100 8 7 207 32 473 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :114 253 139 209 195 51 21 661 69 77 1423 349 3561 0 0 1 0 APPROACH %'s :22.53%50.00%27.47%45.93%42.86%11.21%2.80%88.02%9.19%4.16%76.96%18.88% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :56 158 94 116 96 24 12 371 38 46 779 213 2003 PEAK HR FACTOR :0.926 CONTROL : 12/11/2014 0.802 NS/EW Streets: SOUTHBOUND Osis Club Osis Club AM Dineh Shore Dr Signalized UTURNS Dineh Shore Dr 0.940 WESTBOUND 0.868 0.957 ThursdayProject ID: City: 14-6212-031 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 0 1 2 0 1 2 1 4:00 PM 8 14 19 41 33 8 6 156 21 11 153 36 506 0 0 0 0 4:15 PM 9 24 21 33 32 5 3 184 25 9 124 27 496 0 0 0 2 4:30 PM 18 34 19 37 45 1 7 205 14 8 126 29 543 0 0 0 0 4:45 PM 15 24 4 38 33 5 3 204 25 11 124 32 518 0 0 0 0 5:00 PM 11 18 18 39 45 5 3 196 23 12 122 40 532 0 0 0 0 5:15 PM 6 26 15 43 42 8 8 179 16 6 104 31 484 0 0 0 1 5:30 PM 5 20 10 42 34 3 2 143 20 5 88 14 386 0 0 0 0 5:45 PM 7 23 12 40 28 5 5 103 15 8 76 15 337 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :79 183 118 313 292 40 37 1370 159 70 917 224 3802 0 0 0 4 APPROACH %'s :20.79%48.16%31.05%48.53%45.27%6.20%2.36%87.48%10.15%5.78%75.72%18.50% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :53 100 62 147 155 16 16 789 87 40 496 128 2089 PEAK HR FACTOR :0.962 CONTROL : Project ID:14-6212-031 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Dineh Shore DrNS/EW Streets:Dineh Shore Dr PM Osis Club Osis Club 0.9610.757 0.954 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.893 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 0 2 3 1 2 2 1 1 2 0 7:00 AM 18 72 6 57 212 62 46 28 25 5 16 27 574 2 0 0 0 7:15 AM 30 85 4 89 215 71 46 45 25 8 50 41 709 0 0 0 0 7:30 AM 31 95 3 78 325 90 67 45 34 7 49 49 873 2 0 0 0 7:45 AM 40 86 5 107 363 106 54 59 37 11 47 42 957 1 0 0 0 8:00 AM 43 96 1 85 256 92 74 47 32 13 38 47 824 2 0 0 0 8:15 AM 33 87 7 70 329 69 59 51 38 15 51 45 854 1 0 0 0 8:30 AM 41 118 4 71 278 62 73 41 42 11 38 38 817 2 0 0 0 8:45 AM 32 89 4 76 259 73 50 49 48 8 47 59 794 1 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :268 728 34 633 2237 625 469 365 281 78 336 348 6402 11 0 0 0 APPROACH %'s :26.02%70.68%3.30%18.11%64.01%17.88%42.06%32.74%25.20%10.24%44.09%45.67% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :147 364 16 340 1273 357 254 202 141 46 185 183 3508 PEAK HR FACTOR :0.916 CONTROL : 12/11/2014 0.941 NS/EW Streets: SOUTHBOUND Monterey Avenue Monterey Avenue AM Dinah Shore Drive Signalized UTURNS Dinah Shore Drive 0.932 WESTBOUND 0.855 0.975 ThursdayProject ID: City: 14-6212-036 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 0 2 3 1 2 2 1 1 2 0 4:00 PM 86 256 6 54 204 85 170 90 93 18 82 57 1201 3 1 0 0 4:15 PM 93 243 6 68 211 92 111 69 67 10 79 65 1114 1 0 0 0 4:30 PM 114 239 4 70 187 94 128 85 66 15 84 74 1160 1 0 0 0 4:45 PM 98 242 4 63 201 86 131 54 65 11 96 60 1111 3 0 0 0 5:00 PM 91 275 9 52 206 84 141 64 53 10 88 78 1151 1 1 0 0 5:15 PM 95 279 3 65 211 106 157 78 55 16 85 53 1203 1 0 0 0 5:30 PM 79 226 4 74 185 101 142 57 77 4 67 46 1062 2 1 2 0 5:45 PM 62 208 4 63 197 79 104 55 56 6 68 40 942 0 0 1 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :718 1968 40 509 1602 727 1084 552 532 90 649 473 8944 12 3 3 0 APPROACH %'s :26.34%72.19%1.47%17.94%56.45%25.62%50.00%25.46%24.54%7.43%53.55%39.03% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :398 1035 20 250 805 370 557 281 239 52 353 265 4625 PEAK HR FACTOR :0.961 CONTROL : Project ID:14-6212-036 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Dinah Shore DriveNS/EW Streets:Dinah Shore Drive PM Monterey Avenue Monterey Avenue 0.9280.964 0.952 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.933 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 1 1 3 1 2 2 0 2 2 0 7:00 AM 69 198 42 28 218 45 41 30 35 82 109 22 919 1 0 0 0 7:15 AM 75 285 91 32 271 59 39 27 24 71 129 24 1127 0 2 0 0 7:30 AM 87 336 52 35 220 67 58 55 32 63 139 32 1176 0 0 0 0 7:45 AM 91 328 31 18 269 64 59 53 38 83 147 22 1203 2 0 0 0 8:00 AM 75 200 18 24 282 50 52 53 34 70 119 16 993 5 0 0 0 8:15 AM 71 246 23 24 261 47 42 47 31 56 101 20 969 1 0 0 0 8:30 AM 78 242 25 16 238 46 57 49 49 52 83 16 951 6 0 0 0 8:45 AM 50 272 36 25 279 63 51 46 31 44 85 23 1005 2 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :596 2107 318 202 2038 441 399 360 274 521 912 175 8343 17 2 0 0 APPROACH %'s :19.73%69.75%10.53%7.53%76.02%16.45%38.63%34.85%26.52%32.40%56.72%10.88% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :328 1149 192 109 1042 240 208 188 128 287 534 94 4499 PEAK HR FACTOR :0.935 CONTROL : 12/11/2014 0.878 NS/EW Streets: SOUTHBOUND Washington St Washington St AM Hovely Ln East Signalized UTURNS Hovely Ln East 0.908 WESTBOUND 0.961 0.873 ThursdayProject ID: City: 14-6212-048 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 1 1 3 1 2 2 0 2 2 0 4:00 PM 37 275 44 46 315 36 77 123 49 72 62 17 1153 2 1 0 0 4:15 PM 49 317 40 43 305 46 66 98 49 50 43 22 1128 0 0 0 0 4:30 PM 52 278 43 45 243 46 45 113 60 50 57 19 1051 5 1 0 0 4:45 PM 46 262 54 45 277 35 68 113 49 58 52 35 1094 4 0 0 0 5:00 PM 41 258 58 47 267 43 76 129 66 61 50 18 1114 3 0 0 1 5:15 PM 52 313 72 34 283 32 63 155 51 49 58 22 1184 5 0 0 0 5:30 PM 42 235 43 43 274 40 47 97 60 47 55 13 996 8 0 0 0 5:45 PM 30 219 27 33 231 34 61 94 42 48 33 22 874 3 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :349 2157 381 336 2195 312 503 922 426 435 410 168 8594 30 2 0 1 APPROACH %'s :12.09%74.71%13.20%11.82%77.21%10.97%27.17%49.81%23.01%42.94%40.47%16.58% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :191 1111 227 171 1070 156 252 510 226 218 217 94 4443 PEAK HR FACTOR :0.938 CONTROL : Project ID:14-6212-048 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hovely Ln EastNS/EW Streets:Hovely Ln East PM Washington St Washington St 0.9110.875 0.912 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.978 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2.5 0.5 2 3 1 2 2 1 2 2 1 7:00 AM 4 89 6 5 191 16 12 37 13 14 79 6 472 0 0 0 0 7:15 AM 15 101 5 11 179 14 13 46 27 19 106 12 548 0 0 0 0 7:30 AM 13 138 7 9 268 23 15 76 50 19 105 12 735 0 0 0 0 7:45 AM 27 142 13 16 336 28 16 80 43 41 105 16 863 0 0 0 0 8:00 AM 12 125 2 10 243 28 19 64 46 22 97 17 685 0 0 0 1 8:15 AM 22 133 7 15 281 30 19 58 32 27 88 13 725 0 0 0 0 8:30 AM 12 150 4 19 250 30 26 70 21 23 86 19 710 0 0 0 0 8:45 AM 17 122 12 18 232 22 34 53 19 22 54 9 614 0 1 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :122 1000 56 103 1980 191 154 484 251 187 720 104 5352 0 1 0 1 APPROACH %'s :10.36%84.89%4.75%4.53%87.07%8.40%17.32%54.44%28.23%18.50%71.22%10.29% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :74 538 29 50 1128 109 69 278 171 109 395 58 3008 PEAK HR FACTOR :0.871 CONTROL : 12/11/2014 0.880 NS/EW Streets: SOUTHBOUND Monterey Ave Monterey Ave AM Gerald Ford Dr Signalized UTURNS Gerald Ford Dr 0.867 WESTBOUND 0.847 0.918 ThursdayProject ID: City: 14-6212-058 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2.5 0.5 2 3 1 2 2 1 2 2 1 4:00 PM 26 258 7 12 242 37 39 80 31 26 72 40 870 0 2 0 0 4:15 PM 40 327 13 14 244 30 46 63 20 28 56 20 901 0 0 0 1 4:30 PM 36 251 13 18 261 34 45 82 26 27 79 27 899 0 1 0 0 4:45 PM 27 294 17 10 214 25 46 74 21 30 69 22 849 0 0 0 0 5:00 PM 26 342 18 11 230 33 34 87 24 15 97 27 944 0 1 0 0 5:15 PM 38 282 18 10 238 24 32 78 25 18 57 32 852 1 0 0 0 5:30 PM 31 267 4 19 233 27 23 87 27 15 79 25 837 0 0 0 0 5:45 PM 29 215 8 13 204 25 36 53 34 12 42 10 681 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :253 2236 98 107 1866 235 301 604 208 171 551 203 6833 1 4 0 1 APPROACH %'s :9.78%86.43%3.79%4.85%84.51%10.64%27.04%54.27%18.69%18.49%59.57%21.95% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :129 1214 61 53 949 122 171 306 91 100 301 96 3593 PEAK HR FACTOR :0.952 CONTROL : Project ID:14-6212-058 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Gerald Ford DrNS/EW Streets:Gerald Ford Dr PM Monterey Ave Monterey Ave 0.9280.909 0.894 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.898 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 2 0 1 1 1 1 1 1 7:00 AM 1 46 7 26 79 21 13 27 3 5 7 25 260 7:15 AM 0 68 54 45 82 22 24 76 7 26 38 53 495 7:30 AM 8 90 111 88 119 40 19 78 8 29 55 86 731 7:45 AM 8 105 104 80 156 66 23 75 5 38 59 115 834 8:00 AM 8 110 30 47 126 51 14 37 5 19 41 84 572 8:15 AM 6 121 2 6 141 42 23 2 8 3 8 29 391 8:30 AM 7 104 0 6 171 45 31 5 4 0 12 19 404 8:45 AM 5 98 2 15 221 67 32 2 8 2 11 23 486 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :43 742 310 313 1095 354 179 302 48 122 231 434 4173 0 0 0 0 APPROACH %'s :3.93%67.76%28.31%17.76%62.15%20.09%33.84%57.09%9.07%15.50%29.35%55.15% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :24 373 299 260 483 179 80 266 25 112 193 338 2632 PEAK HR FACTOR :0.789 CONTROL : 0.763 0.867 ThursdayProject ID: City: 14-6212-060 Palm Desert EASTBOUND NORTHBOUND Signalized UTURNS Magesia Falls Dr 0.758 WESTBOUND 12/11/2014 0.802 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Magesia Falls Dr Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 2 0 1 1 1 1 1 1 4:00 PM 11 140 6 16 153 31 46 11 17 3 4 18 456 4:15 PM 5 153 8 17 158 26 57 6 17 1 2 18 468 4:30 PM 5 136 7 25 163 31 54 9 20 1 5 20 476 4:45 PM 12 125 5 19 152 39 57 13 21 2 6 25 476 5:00 PM 14 160 6 14 147 40 74 25 19 4 13 24 540 5:15 PM 14 162 11 7 174 32 41 15 18 6 12 18 510 5:30 PM 8 88 13 16 162 37 44 15 16 3 14 16 432 5:45 PM 9 93 2 16 166 35 45 12 13 0 7 14 412 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :78 1057 58 130 1275 271 418 106 141 20 63 153 3770 0 0 0 0 APPROACH %'s :6.54%88.60%4.86%7.76%76.07%16.17%62.86%15.94%21.20%8.47%26.69%64.83% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :45 583 29 65 636 142 226 62 78 13 36 87 2002 PEAK HR FACTOR :0.927 CONTROL : 0.829 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.962 Signalized Magesia Falls DrNS/EW Streets:Magesia Falls Dr PM Portola Ave Portola Ave 0.7750.878 Project ID:14-6212-060 City:Palm Desert UTURNS 12/11/2014 Thursday Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 1 2 0 2 3 1 7:00 AM 11 34 11 14 22 1 2 41 19 4 85 18 262 0 0 1 0 7:15 AM 14 50 9 19 40 0 5 50 31 10 117 27 372 0 0 2 0 7:30 AM 13 55 18 11 47 1 3 75 30 15 110 38 416 0 0 1 0 7:45 AM 36 84 11 23 52 0 0 71 43 18 137 47 522 0 0 0 0 8:00 AM 38 75 8 25 40 3 0 63 32 7 95 40 426 0 0 0 0 8:15 AM 31 52 10 21 30 0 4 61 25 7 71 39 351 0 0 2 0 8:30 AM 27 61 6 23 48 2 3 50 35 4 84 35 378 0 1 1 0 8:45 AM 34 52 11 25 59 2 2 55 35 10 63 30 378 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :204 463 84 161 338 9 19 466 250 75 762 274 3105 0 1 7 0 APPROACH %'s :27.16%61.65%11.19%31.69%66.54%1.77%2.59%63.40%34.01%6.75%68.59%24.66% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :101 264 46 78 179 4 8 259 136 50 459 152 1736 PEAK HR FACTOR :0.831 CONTROL : 12/11/2014 0.784 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Gerald Ford Dr Signalized UTURNS Gerald Ford Dr 0.818 WESTBOUND 0.870 0.884 ThursdayProject ID: City: 14-6212-069 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 1 2 0 2 3 1 4:00 PM 35 62 10 30 55 0 2 80 33 10 76 34 427 0 0 1 0 4:15 PM 32 60 14 41 52 2 4 87 27 8 76 29 432 0 0 2 0 4:30 PM 32 68 11 37 51 1 4 98 29 10 79 35 455 0 0 2 0 4:45 PM 43 68 7 39 68 1 1 91 26 8 61 30 443 0 0 0 0 5:00 PM 35 79 6 31 52 1 0 103 27 11 80 33 458 0 0 0 0 5:15 PM 43 64 14 43 51 5 2 101 31 6 71 22 453 0 0 0 0 5:30 PM 30 49 2 25 55 3 2 69 32 4 66 27 364 0 0 1 1 5:45 PM 27 45 6 23 49 1 2 62 23 4 49 28 319 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :277 495 70 269 433 14 17 691 228 61 558 238 3351 0 0 6 1 APPROACH %'s :32.90%58.79%8.31%37.57%60.47%1.96%1.82%73.82%24.36%7.12%65.11%27.77% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :153 279 38 150 222 8 7 393 113 35 291 120 1809 PEAK HR FACTOR :0.987 CONTROL : Project ID:14-6212-069 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Gerald Ford DrNS/EW Streets:Gerald Ford Dr PM Portola Ave Portola Ave 0.9570.971 0.899 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.880 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 0 1 3 0 1 2 1 1 2 1 7:00 AM 11 35 10 6 36 3 7 41 14 14 66 3 246 0 0 0 0 7:15 AM 13 61 14 12 63 6 3 48 18 26 75 3 342 0 0 0 0 7:30 AM 19 73 27 7 101 3 2 69 37 41 114 4 497 0 0 0 0 7:45 AM 26 113 22 8 93 6 5 55 35 49 140 11 563 0 0 0 0 8:00 AM 14 100 17 7 72 7 5 48 26 27 105 8 436 0 0 0 0 8:15 AM 19 89 16 5 47 4 6 45 20 25 97 2 375 0 0 0 0 8:30 AM 15 78 9 4 80 5 1 43 24 22 68 4 353 0 0 0 0 8:45 AM 19 77 17 7 83 4 8 51 21 26 81 5 399 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :136 626 132 56 575 38 37 400 195 230 746 40 3211 0 0 0 0 APPROACH %'s :15.21%70.02%14.77%8.37%85.95%5.68%5.85%63.29%30.85%22.64%73.43%3.94% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :78 375 82 27 313 20 18 217 118 142 456 25 1871 PEAK HR FACTOR :0.831 CONTROL : 12/11/2014 0.831 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Frank Sinatra Dr Signalized UTURNS Frank Sinatra Dr 0.779 WESTBOUND 0.811 0.817 ThursdayProject ID: City: 14-6212-071 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 0 1 3 0 1 2 1 1 2 1 4:00 PM 22 89 17 12 63 6 1 69 18 16 55 7 375 0 0 0 0 4:15 PM 22 95 26 12 65 10 1 70 17 16 59 8 401 0 0 0 0 4:30 PM 30 93 20 11 63 6 7 77 11 15 48 7 388 0 0 0 0 4:45 PM 16 96 15 10 75 5 1 87 15 9 47 2 378 0 0 0 0 5:00 PM 30 115 24 14 78 3 2 111 17 12 50 4 460 0 0 0 0 5:15 PM 27 96 11 10 67 1 5 87 21 13 64 3 405 0 0 0 0 5:30 PM 19 61 19 13 69 2 4 77 11 12 45 5 337 0 0 1 0 5:45 PM 8 64 7 4 58 3 3 69 15 8 29 4 272 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :174 709 139 86 538 36 24 647 125 101 397 40 3016 0 0 1 0 APPROACH %'s :17.03%69.37%13.60%13.03%81.52%5.45%3.02%81.28%15.70%18.77%73.79%7.43% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :103 400 70 45 283 15 15 362 64 49 209 16 1631 PEAK HR FACTOR :0.886 CONTROL : Project ID:14-6212-071 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Frank Sinatra DrNS/EW Streets:Frank Sinatra Dr PM Portola Ave Portola Ave 0.8480.848 0.856 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.903 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 1 2 2 1 2 2 1 7:00 AM 9 82 9 6 194 10 2 25 11 13 66 6 433 0 0 0 0 7:15 AM 11 103 6 8 205 17 3 36 19 22 59 3 492 0 1 0 0 7:30 AM 16 128 13 10 286 18 5 57 26 26 118 18 721 0 0 0 0 7:45 AM 29 137 12 7 377 21 7 63 23 25 110 21 832 0 0 0 0 8:00 AM 15 130 8 11 272 15 7 51 43 31 81 12 676 0 0 0 0 8:15 AM 25 127 11 13 295 24 10 47 34 26 89 16 717 0 0 0 0 8:30 AM 8 143 4 8 254 24 2 54 20 20 65 14 616 0 0 0 0 8:45 AM 21 128 5 11 258 19 10 45 20 21 57 6 601 1 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :134 978 68 74 2141 148 46 378 196 184 645 96 5088 1 1 0 0 APPROACH %'s :11.36%82.88%5.76%3.13%90.61%6.26%7.42%60.97%31.61%19.89%69.73%10.38% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :85 522 44 41 1230 78 29 218 126 108 398 67 2946 PEAK HR FACTOR :0.885 CONTROL : 12/11/2014 0.914 NS/EW Streets: SOUTHBOUND Monterey Ave Monterey Ave AM Frank Sinatra Dr Signalized UTURNS Frank Sinatra Dr 0.884 WESTBOUND 0.833 0.923 ThursdayProject ID: City: 14-6212-075 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 1 2 2 1 2 2 1 4:00 PM 21 292 17 16 266 9 20 72 16 17 43 18 807 2 0 1 0 4:15 PM 14 371 11 21 251 7 23 63 30 11 56 13 871 1 1 1 0 4:30 PM 19 268 16 22 277 8 25 77 11 21 51 17 812 0 0 0 0 4:45 PM 17 320 28 20 253 7 31 70 16 13 35 14 824 1 0 0 0 5:00 PM 15 355 21 11 262 8 29 117 18 9 50 8 903 1 1 0 0 5:15 PM 26 293 19 24 270 4 11 78 20 14 61 23 843 0 0 0 0 5:30 PM 13 269 21 17 263 5 15 67 21 9 40 9 749 0 0 0 0 5:45 PM 15 238 14 21 243 5 9 64 24 9 22 9 673 1 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :140 2406 147 152 2085 53 163 608 156 103 358 111 6482 6 2 2 1 APPROACH %'s :5.20%89.34%5.46%6.64%91.05%2.31%17.58%65.59%16.83%18.01%62.59%19.41% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :65 1314 76 74 1043 30 108 327 75 54 192 52 3410 PEAK HR FACTOR :0.944 CONTROL : Project ID:14-6212-075 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Frank Sinatra DrNS/EW Streets:Frank Sinatra Dr PM Monterey Ave Monterey Ave 0.7770.919 0.837 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.934 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 2 2 1 2 2 1 7:00 AM 19 87 6 45 203 67 30 15 11 6 28 17 534 0 12 1 0 7:15 AM 21 110 4 55 292 97 39 26 29 5 42 17 737 0 14 2 0 7:30 AM 36 153 4 49 295 75 70 22 14 10 61 47 836 0 17 1 2 7:45 AM 32 136 7 72 403 115 56 37 22 10 60 35 985 0 23 1 0 8:00 AM 24 90 12 68 295 60 61 29 12 10 55 23 739 0 26 0 2 8:15 AM 35 72 7 68 212 54 42 32 21 7 41 24 615 1 27 3 0 8:30 AM 44 105 14 48 202 54 41 32 11 9 40 19 619 0 25 3 0 8:45 AM 31 78 8 41 219 52 56 30 19 12 34 15 595 0 15 3 2 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :242 831 62 446 2121 574 395 223 139 69 361 197 5660 1 159 14 6 APPROACH %'s :21.32%73.22%5.46%14.20%67.53%18.27%52.18%29.46%18.36%11.00%57.58%31.42% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :113 489 27 244 1285 347 226 114 77 35 218 122 3297 PEAK HR FACTOR :0.837 CONTROL : 12/11/2014 0.815 NS/EW Streets: SOUTHBOUND Cook St Cook St AM Gerald Ford Dr Signalized UTURNS Gerald Ford Dr 0.794 WESTBOUND 0.795 0.907 ThursdayProject ID: City: 14-6212-079 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 2 2 1 2 2 1 4:00 PM 37 181 11 37 143 40 71 39 22 10 45 26 662 0 17 5 1 4:15 PM 51 160 10 47 158 38 78 41 27 12 37 28 687 0 18 3 0 4:30 PM 44 173 7 33 156 40 91 44 29 13 47 47 724 2 12 6 1 4:45 PM 42 189 4 50 179 37 82 45 28 12 31 35 734 3 20 1 0 5:00 PM 53 265 7 35 131 21 87 39 22 19 37 35 751 0 15 0 0 5:15 PM 35 197 4 64 139 30 92 54 18 12 44 20 709 2 30 4 0 5:30 PM 33 148 5 46 132 38 52 35 13 17 36 30 585 0 25 1 0 5:45 PM 26 124 4 21 123 36 50 41 14 7 22 8 476 1 9 2 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :321 1437 52 333 1161 280 603 338 173 102 299 229 5328 8 146 22 3 APPROACH %'s :17.73%79.39%2.87%18.77%65.45%15.78%54.13%30.34%15.53%16.19%47.46%36.35% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :174 824 22 182 605 128 352 182 97 56 159 137 2918 PEAK HR FACTOR :0.971 CONTROL : Project ID:14-6212-079 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Gerald Ford DrNS/EW Streets:Gerald Ford Dr PM Cook St Cook St 0.9620.785 0.822 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.860 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 1 1 2 2 1 1 3 0 1 3 1 7:00 AM 7 17 11 4 8 6 4 69 8 10 115 13 272 0 0 1 0 7:15 AM 9 34 36 7 16 12 28 124 13 23 147 13 462 0 0 4 1 7:30 AM 24 43 33 12 31 17 6 138 7 26 251 57 645 0 0 1 2 7:45 AM 16 66 20 12 26 18 8 102 16 35 297 84 700 0 0 1 4 8:00 AM 18 30 15 12 28 34 4 93 27 32 252 45 590 0 0 0 4 8:15 AM 25 26 10 7 20 15 2 97 13 33 303 23 574 0 0 1 0 8:30 AM 12 25 16 8 33 19 4 89 14 28 229 15 492 0 0 1 0 8:45 AM 19 20 16 12 45 19 5 94 18 35 255 33 571 0 0 5 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :130 261 157 74 207 140 61 806 116 222 1849 283 4306 0 0 14 12 APPROACH %'s :23.72%47.63%28.65%17.58%49.17%33.25%6.21%81.99%11.80%9.43%78.55%12.02% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :83 165 78 43 105 84 20 430 63 126 1103 209 2509 PEAK HR FACTOR :0.896 CONTROL : 12/11/2014 0.799 NS/EW Streets: SOUTHBOUND San Pablo Ave San Pablo Ave AM Fred Waring Dr Signalized UTURNS Fred Waring Dr 0.864 WESTBOUND 0.784 0.849 ThursdayProject ID: City: 14-6212-104 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 1 1 2 2 1 1 3 0 1 3 1 4:00 PM 33 29 32 24 22 18 15 289 27 24 205 19 737 0 0 5 3 4:15 PM 29 37 28 22 25 30 12 297 29 28 217 9 763 0 0 1 7 4:30 PM 24 39 32 15 28 21 12 271 29 19 221 15 726 0 0 2 2 4:45 PM 29 35 34 39 35 21 8 294 25 24 235 33 812 0 0 4 2 5:00 PM 29 40 36 39 50 21 18 356 23 19 236 27 894 0 0 3 3 5:15 PM 27 32 30 22 41 29 7 311 47 37 259 21 863 0 0 3 3 5:30 PM 20 28 26 10 27 16 11 261 24 22 220 15 680 0 0 0 6 5:45 PM 19 18 20 12 22 22 15 254 15 30 240 32 699 0 0 3 3 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :210 258 238 183 250 178 98 2333 219 203 1833 171 6174 0 0 21 29 APPROACH %'s :29.75%36.54%33.71%29.95%40.92%29.13%3.70%88.04%8.26%9.20%83.05%7.75% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :109 146 132 115 154 92 45 1232 124 99 951 96 3295 PEAK HR FACTOR :0.921 CONTROL : Project ID:14-6212-104 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM San Pablo Ave San Pablo Ave 0.8820.921 0.904 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.820 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 2 1 2 3 1 2 3 1 7:00 AM 7 33 25 21 48 6 8 66 7 32 114 10 377 0 0 0 1 7:15 AM 5 67 47 24 52 24 19 154 9 29 179 26 635 0 0 1 1 7:30 AM 14 85 35 55 98 46 30 140 4 43 229 65 844 0 0 0 5 7:45 AM 17 80 29 27 126 71 22 110 10 53 379 57 981 0 0 1 0 8:00 AM 17 96 24 32 143 52 9 89 20 58 233 19 792 0 0 2 2 8:15 AM 14 68 22 20 107 36 6 92 13 48 301 21 748 0 0 0 0 8:30 AM 12 78 29 20 125 47 13 89 7 53 207 26 706 0 0 2 2 8:45 AM 10 61 28 22 147 50 12 94 17 58 267 22 788 0 0 2 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :96 568 239 221 846 332 119 834 87 374 1909 246 5871 0 0 8 12 APPROACH %'s :10.63%62.90%26.47%15.80%60.47%23.73%11.44%80.19%8.37%14.79%75.48%9.73% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :62 329 110 134 474 205 67 431 47 202 1142 162 3365 PEAK HR FACTOR :0.858 CONTROL : 12/11/2014 0.914 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Fred Waring Dr Signalized UTURNS Fred Waring Dr 0.770 WESTBOUND 0.895 0.783 ThursdayProject ID: City: 14-6212-106 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 2 1 2 3 1 2 3 1 4:00 PM 10 101 39 24 102 40 31 287 21 28 185 25 893 0 0 0 1 4:15 PM 9 127 52 27 109 33 33 290 18 26 175 18 917 0 0 1 1 4:30 PM 8 87 53 21 92 38 33 281 13 36 196 13 871 0 0 0 0 4:45 PM 9 102 37 24 111 37 29 310 18 41 212 19 949 0 0 2 2 5:00 PM 10 97 42 29 88 39 47 367 26 35 198 17 995 0 0 4 1 5:15 PM 21 125 40 27 95 60 33 300 18 46 194 27 986 0 0 0 1 5:30 PM 10 71 26 20 93 40 28 271 10 36 225 24 854 0 0 1 0 5:45 PM 13 82 34 36 126 56 26 224 10 36 185 24 852 0 0 1 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :90 792 323 208 816 343 260 2330 134 284 1570 167 7317 0 0 9 7 APPROACH %'s :7.47%65.73%26.80%15.22%59.69%25.09%9.54%85.54%4.92%14.05%77.68%8.26% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :48 411 172 101 386 174 142 1258 75 158 800 76 3801 PEAK HR FACTOR :0.955 CONTROL : Project ID:14-6212-106 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Portola Ave Portola Ave 0.8380.848 0.950 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.908 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 1 1 2 1 0 1 3 1 2 3 1 7:00 AM 8 16 26 15 12 3 3 110 5 28 151 25 402 0 0 0 0 7:15 AM 17 43 68 50 17 7 14 179 9 23 221 88 736 0 0 2 0 7:30 AM 38 78 86 103 35 18 37 227 5 62 393 147 1229 0 0 16 0 7:45 AM 46 87 34 114 87 36 41 99 12 78 398 173 1205 0 0 17 0 8:00 AM 8 22 46 75 66 20 9 138 20 58 267 52 781 0 0 5 0 8:15 AM 22 18 42 69 29 13 5 109 13 48 289 11 668 0 0 3 0 8:30 AM 10 12 33 18 9 2 5 128 15 34 286 16 568 0 0 0 0 8:45 AM 16 13 32 23 17 4 3 120 11 32 305 12 588 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :165 289 367 467 272 103 117 1110 90 363 2310 524 6177 0 0 43 0 APPROACH %'s :20.10%35.20%44.70%55.46%32.30%12.23%8.88%84.28%6.83%11.35%72.26%16.39% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :109 230 234 342 205 81 101 643 46 221 1279 460 3951 PEAK HR FACTOR :0.804 CONTROL : 12/11/2014 0.709 NS/EW Streets: SOUTHBOUND Deep Canyon Rd Deep Canyon Rd AM Fred Waring Dr Signalized UTURNS Fred Waring Dr 0.755 WESTBOUND 0.662 0.734 ThursdayProject ID: City: 14-6212-107 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 1 1 2 1 0 1 3 1 2 3 1 4:00 PM 21 29 47 30 19 7 8 320 15 45 223 14 778 0 0 0 0 4:15 PM 23 14 47 23 15 6 2 357 12 38 194 8 739 1 0 0 0 4:30 PM 13 28 49 18 19 11 9 312 16 32 216 18 741 0 0 0 0 4:45 PM 17 17 45 22 13 7 9 344 25 34 230 21 784 0 0 0 0 5:00 PM 17 24 69 23 13 8 10 365 28 48 259 16 880 0 0 0 0 5:15 PM 23 21 46 33 13 9 16 381 19 41 243 25 870 0 0 0 0 5:30 PM 17 20 63 23 19 7 5 266 23 30 250 25 748 0 0 0 0 5:45 PM 15 12 46 9 12 3 7 274 17 26 239 17 677 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :146 165 412 181 123 58 66 2619 155 294 1854 144 6217 1 0 0 1 APPROACH %'s :20.19%22.82%56.98%50.00%33.98%16.02%2.32%92.22%5.46%12.83%80.89%6.28% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :445 PM TOTAL PEAK HR VOL :74 82 223 101 58 31 40 1356 95 153 982 87 3282 PEAK HR FACTOR :0.932 CONTROL : Project ID:14-6212-107 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Deep Canyon Rd Deep Canyon Rd 0.8960.861 0.946 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.864 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 0 0 1 0 2 2 3 0 0 3 1 7:00 AM 0 0 0 1 0 8 29 115 0 0 189 18 360 7:15 AM 0 0 0 15 0 65 138 147 0 0 291 79 735 7:30 AM 0 0 0 24 0 133 210 223 0 0 494 95 1179 7:45 AM 0 0 0 13 0 74 8 264 0 0 517 3 879 8:00 AM 0 0 0 1 0 2 4 256 0 0 344 2 609 8:15 AM 0 0 0 1 0 0 5 219 0 0 342 1 568 8:30 AM 0 0 0 3 0 0 3 171 0 0 327 2 506 8:45 AM 0 0 0 1 0 2 2 183 0 0 339 0 527 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 0 0 59 0 284 399 1578 0 0 2843 200 5363 0 0 0 0 APPROACH %'s :#DIV/0!#DIV/0!#DIV/0!17.20%0.00%82.80%20.18%79.82%0.00%0.00%93.43%6.57% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :0 0 0 53 0 274 360 890 0 0 1646 179 3402 PEAK HR FACTOR :0.721 CONTROL : 0.521 0.722 ThursdayProject ID: City: 14-6212-108 Palm Desert EASTBOUND NORTHBOUND Signalized UTURNS Fred Waring Dr 0.775 WESTBOUND 12/11/2014 0.000 NS/EW Streets: SOUTHBOUND Phyllis Jackson Ln Phyllis Jackson Ln AM Fred Waring Dr Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 0 0 1 0 2 2 3 0 0 3 1 4:00 PM 0 0 0 4 0 2 6 375 0 0 267 11 665 4:15 PM 0 0 0 6 0 6 8 436 0 0 240 18 714 4:30 PM 0 0 0 2 0 7 6 353 0 0 260 10 638 4:45 PM 0 0 0 2 0 6 8 397 0 0 296 7 716 5:00 PM 0 0 0 2 0 12 9 428 0 0 290 16 757 5:15 PM 0 0 0 3 0 9 13 431 0 0 311 10 777 5:30 PM 0 0 0 3 0 5 7 330 0 0 298 9 652 5:45 PM 0 0 0 2 0 8 4 314 0 0 288 5 621 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 0 0 24 0 55 61 3064 0 0 2250 86 5540 0 0 0 0 APPROACH %'s :#DIV/0!#DIV/0!#DIV/0!30.38%0.00%69.62%1.95%98.05%0.00%0.00%96.32%3.68% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :445 PM TOTAL PEAK HR VOL :0 0 0 10 0 32 37 1586 0 0 1195 42 2902 PEAK HR FACTOR :0.934 CONTROL : 0.963 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.750 Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Phyllis Jackson Ln Phyllis Jackson Ln 0.9140.000 Project ID:14-6212-108 City:Palm Desert UTURNS 12/11/2014 Thursday Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 2 3 1 2 3 1 2 3 1 7:00 AM 2 49 5 42 69 39 28 63 11 15 171 85 579 1 1 0 4 7:15 AM 22 78 8 55 65 79 62 101 11 15 295 107 898 0 2 0 3 7:30 AM 25 68 4 88 94 142 80 149 12 28 425 125 1240 0 6 0 4 7:45 AM 9 65 6 53 141 127 96 164 20 40 379 116 1216 1 0 0 2 8:00 AM 10 63 10 44 99 71 75 157 13 28 243 78 891 0 0 0 2 8:15 AM 6 66 9 36 67 62 61 148 14 20 278 68 835 0 0 0 2 8:30 AM 13 65 10 40 93 71 55 107 5 19 236 68 782 0 0 0 2 8:45 AM 13 82 11 46 92 52 52 127 10 28 277 73 863 1 1 0 4 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :100 536 63 404 720 643 509 1016 96 193 2304 720 7304 3 10 0 23 APPROACH %'s :14.31%76.68%9.01%22.86%40.75%36.39%31.40%62.68%5.92%6.00%71.62%22.38% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :66 274 28 240 399 419 313 571 56 111 1342 426 4245 PEAK HR FACTOR :0.856 CONTROL : 12/11/2014 0.852 NS/EW Streets: SOUTHBOUND Cook St Cook St AM Fred Waring Dr Signalized UTURNS Fred Waring Dr 0.813 WESTBOUND 0.816 0.839 ThursdayProject ID: City: 14-6212-109 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 2 3 1 2 3 1 2 3 1 4:00 PM 14 94 24 84 80 84 55 307 20 17 165 32 976 1 1 0 2 4:15 PM 6 87 15 64 73 82 81 312 19 12 166 58 975 0 0 0 2 4:30 PM 18 91 17 77 92 80 60 288 13 16 167 58 977 0 0 0 3 4:45 PM 9 100 14 64 67 76 69 333 8 15 223 63 1041 0 0 0 0 5:00 PM 9 132 34 101 84 113 68 343 14 11 174 50 1133 0 2 0 1 5:15 PM 9 100 29 85 97 92 60 363 13 20 234 66 1168 0 0 0 7 5:30 PM 11 62 11 93 83 76 69 257 2 24 209 39 936 0 0 0 6 5:45 PM 10 68 16 45 75 64 58 254 10 18 226 42 886 0 0 0 3 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :86 734 160 613 651 667 520 2457 99 133 1564 408 8092 1 3 0 24 APPROACH %'s :8.78%74.90%16.33%31.75%33.71%34.54%16.91%79.88%3.22%6.32%74.30%19.38% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :45 423 94 327 340 361 257 1327 48 62 798 237 4319 PEAK HR FACTOR :0.924 CONTROL : Project ID:14-6212-109 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Cook St Cook St 0.9360.803 0.857 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.862 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 2 3 1 2 3 1 7:00 AM 58 218 17 26 177 49 14 46 20 17 130 59 831 0 1 0 0 7:15 AM 100 261 15 23 167 86 32 67 38 30 259 113 1191 1 0 0 0 7:30 AM 123 305 2 35 224 69 36 82 56 24 297 85 1338 0 0 0 0 7:45 AM 97 256 3 32 231 73 47 134 66 15 242 70 1266 1 1 0 0 8:00 AM 82 186 0 44 257 82 30 96 62 22 162 56 1079 0 1 0 0 8:15 AM 64 185 5 27 222 65 48 98 60 29 204 55 1062 0 2 0 0 8:30 AM 83 247 5 34 270 67 33 74 49 18 146 46 1072 0 1 0 0 8:45 AM 76 215 8 30 197 74 45 91 61 19 174 49 1039 1 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :683 1873 55 251 1745 565 285 688 412 174 1614 533 8878 3 6 0 0 APPROACH %'s :26.16%71.73%2.11%9.80%68.14%22.06%20.58%49.68%29.75%7.50%69.54%22.96% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :402 1008 20 134 879 310 145 379 222 91 960 324 4874 PEAK HR FACTOR :0.911 CONTROL : 12/11/2014 0.831 NS/EW Streets: SOUTHBOUND Washington St Washington St AM Fred Waring Dr Signalized UTURNS Fred Waring Dr 0.847 WESTBOUND 0.864 0.755 ThursdayProject ID: City: 14-6212-122 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 2 3 1 2 3 1 4:00 PM 45 231 8 72 316 53 55 212 82 16 98 29 1217 0 0 0 0 4:15 PM 62 255 10 58 299 38 72 203 77 9 141 39 1263 0 0 0 0 4:30 PM 64 222 9 77 261 20 74 183 99 9 107 39 1164 2 1 0 0 4:45 PM 70 244 7 66 289 42 65 191 86 11 132 39 1242 0 0 0 0 5:00 PM 76 273 8 78 290 32 63 203 98 8 113 34 1276 0 0 0 0 5:15 PM 75 262 5 58 299 46 78 262 123 12 102 58 1380 0 0 0 0 5:30 PM 93 206 2 77 283 40 41 186 98 14 110 38 1188 0 0 0 0 5:45 PM 65 179 8 53 236 55 52 156 54 9 123 44 1034 1 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :550 1872 57 539 2273 326 500 1596 717 88 926 320 9764 3 1 0 0 APPROACH %'s :22.19%75.51%2.30%17.18%72.43%10.39%17.77%56.74%25.49%6.60%69.42%23.99% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :445 PM TOTAL PEAK HR VOL :314 985 22 279 1161 160 247 842 405 45 457 169 5086 PEAK HR FACTOR :0.921 CONTROL : Project ID:14-6212-122 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Washington St Washington St 0.8070.925 0.922 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.993 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 1 1 2 1 1 2 1 7:00 AM 25 111 4 7 100 17 5 4 12 7 8 8 308 0 0 1 0 7:15 AM 32 130 7 9 114 21 5 8 14 7 18 4 369 0 0 1 0 7:30 AM 32 151 7 6 106 14 5 6 28 5 15 14 389 0 0 0 0 7:45 AM 38 163 10 9 155 19 6 14 45 8 16 16 499 0 0 1 0 8:00 AM 39 142 10 10 138 31 5 23 43 14 29 21 505 0 0 0 0 8:15 AM 47 122 8 13 147 19 6 17 51 9 28 22 489 0 0 1 0 8:30 AM 45 136 12 16 124 26 4 15 26 12 24 17 457 0 0 0 0 8:45 AM 49 166 14 20 139 43 10 29 35 10 37 15 567 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :307 1121 72 90 1023 190 46 116 254 72 175 117 3583 0 0 4 0 APPROACH %'s :20.47%74.73%4.80%6.91%78.51%14.58%11.06%27.88%61.06%19.78%48.08%32.14% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :180 566 44 59 548 119 25 84 155 45 118 75 2018 PEAK HR FACTOR :0.890 CONTROL : 12/11/2014 0.862 NS/EW Streets: SOUTHBOUND Hwy 74 Hwy 74 AM El Paseo Signalized UTURNS El Paseo 0.930 WESTBOUND 0.899 0.892 ThursdayProject ID: City: 14-6212-128 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 1 1 2 1 1 2 1 4:00 PM 44 175 16 49 123 26 16 42 81 21 47 55 695 0 0 3 0 4:15 PM 55 158 12 42 120 18 20 53 74 25 78 53 708 0 0 0 1 4:30 PM 44 162 14 32 152 31 7 47 84 14 70 50 707 0 0 0 0 4:45 PM 32 150 14 35 115 29 13 53 97 19 71 49 677 0 0 1 2 5:00 PM 48 136 17 46 125 31 11 43 85 18 60 70 690 0 0 1 1 5:15 PM 40 100 15 37 177 20 6 44 86 33 63 48 669 0 0 1 2 5:30 PM 21 111 18 56 141 18 8 52 80 14 49 45 613 0 0 0 1 5:45 PM 32 64 9 52 157 24 5 38 68 22 29 39 539 0 0 0 2 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :316 1056 115 349 1110 197 86 372 655 166 467 409 5298 0 0 6 9 APPROACH %'s :21.25%71.02%7.73%21.07%67.03%11.90%7.73%33.42%58.85%15.93%44.82%39.25% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :175 645 56 158 510 104 56 195 336 79 266 207 2787 PEAK HR FACTOR :0.984 CONTROL : Project ID:14-6212-128 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized El PaseoNS/EW Streets:El Paseo PM Hwy 74 Hwy 74 0.9000.932 0.885 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.898 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 2 3 1 2 3 1 7:00 AM 24 73 4 24 162 23 8 35 23 33 92 12 513 0 0 0 1 7:15 AM 36 88 12 18 192 20 8 63 17 27 109 32 622 4 0 0 0 7:30 AM 62 120 18 39 256 25 11 57 28 36 114 35 801 1 1 0 0 7:45 AM 94 130 15 54 353 33 18 87 29 58 184 39 1094 1 0 0 0 8:00 AM 97 122 24 50 252 33 12 75 26 44 151 27 913 1 0 0 1 8:15 AM 42 111 23 40 274 31 21 73 26 39 142 26 848 1 0 0 0 8:30 AM 84 129 22 37 235 29 10 75 28 41 153 33 876 3 0 0 0 8:45 AM 57 117 27 46 242 28 24 94 41 78 172 22 948 5 1 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :496 890 145 308 1966 222 112 559 218 356 1117 226 6615 16 2 0 2 APPROACH %'s :32.40%58.13%9.47%12.34%78.77%8.89%12.60%62.88%24.52%20.95%65.74%13.30% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :745 AM TOTAL PEAK HR VOL :317 492 84 181 1114 126 61 310 109 182 630 125 3731 PEAK HR FACTOR :0.853 CONTROL : 12/11/2014 0.919 NS/EW Streets: SOUTHBOUND Monterey Ave Monterey Ave AM Country Club Dr Signalized UTURNS Country Club Dr 0.834 WESTBOUND 0.807 0.896 ThursdayProject ID: City: 14-6212-169 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 2 3 1 2 3 1 2 3 1 4:00 PM 58 237 44 56 231 24 39 146 53 63 88 42 1081 10 3 1 0 4:15 PM 48 341 48 34 245 28 57 167 65 54 92 44 1223 4 2 0 0 4:30 PM 42 248 45 56 252 14 30 174 61 43 95 34 1094 4 5 0 0 4:45 PM 49 291 53 60 213 23 52 171 67 56 92 51 1178 2 3 0 0 5:00 PM 62 302 44 64 225 21 45 184 88 59 97 42 1233 9 9 0 0 5:15 PM 41 279 40 38 253 31 33 151 70 81 88 34 1139 3 1 0 0 5:30 PM 26 250 26 43 242 18 34 121 42 40 95 32 969 5 5 0 0 5:45 PM 31 220 35 25 244 24 22 107 53 46 89 37 933 4 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :357 2168 335 376 1905 183 312 1221 499 442 736 316 8850 41 28 1 0 APPROACH %'s :12.48%75.80%11.71%15.26%77.31%7.43%15.35%60.09%24.56%29.59%49.26%21.15% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :201 1182 190 214 935 86 184 696 281 212 376 171 4728 PEAK HR FACTOR :0.959 CONTROL : Project ID:14-6212-169 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Country Club DrNS/EW Streets:Country Club Dr PM Monterey Ave Monterey Ave 0.9160.900 0.954 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.959 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 0 2 3 1 2 2 1 2 2 1 7:00 AM 13 72 2 6 176 39 29 12 24 4 34 9 420 0 1 0 0 7:15 AM 11 97 2 4 247 47 34 15 39 5 34 7 542 0 1 3 0 7:30 AM 27 149 5 7 261 81 47 19 21 15 51 10 693 0 1 1 0 7:45 AM 20 149 9 12 338 94 37 39 21 5 69 7 800 1 0 3 0 8:00 AM 10 101 5 12 224 75 22 19 29 5 44 7 553 0 0 1 0 8:15 AM 21 93 10 3 191 63 17 20 26 11 30 10 495 1 0 0 0 8:30 AM 20 136 2 6 155 52 25 26 21 13 28 5 489 1 0 1 0 8:45 AM 17 101 6 5 174 54 28 24 26 4 27 9 475 0 0 2 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :139 898 41 55 1766 505 239 174 207 62 317 64 4467 3 3 11 0 APPROACH %'s :12.89%83.30%3.80%2.36%75.92%21.71%38.55%28.06%33.39%14.00%71.56%14.45% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :68 496 21 35 1070 297 140 92 110 30 198 31 2588 PEAK HR FACTOR :0.809 CONTROL : 12/11/2014 0.808 NS/EW Streets: SOUTHBOUND Cook St Cook St AM Frank Sinatra Dr Signalized UTURNS Frank Sinatra Dr 0.799 WESTBOUND 0.789 0.881 ThursdayProject ID: City: 14-6212-173 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 0 2 3 1 2 2 1 2 2 1 4:00 PM 28 191 12 7 146 25 38 34 19 8 36 13 557 3 1 1 0 4:15 PM 23 174 7 7 170 37 42 49 23 7 21 12 572 0 0 0 0 4:30 PM 24 195 11 16 155 28 37 37 24 9 17 9 562 6 1 0 0 4:45 PM 27 172 8 10 171 26 51 46 27 13 18 9 578 3 1 0 0 5:00 PM 33 272 13 4 150 21 64 48 28 4 22 8 667 4 0 1 1 5:15 PM 21 192 15 8 131 27 45 52 22 4 40 10 567 2 1 0 0 5:30 PM 28 149 3 12 139 22 38 45 19 4 16 8 483 5 2 1 0 5:45 PM 9 106 1 3 126 18 23 35 17 1 15 9 363 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :193 1451 70 67 1188 204 338 346 179 50 185 78 4349 23 6 3 1 APPROACH %'s :11.26%84.66%4.08%4.59%81.43%13.98%39.17%40.09%20.74%15.97%59.11%24.92% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :107 813 39 37 646 112 194 180 102 33 78 38 2379 PEAK HR FACTOR :0.892 CONTROL : Project ID:14-6212-173 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Frank Sinatra DrNS/EW Streets:Frank Sinatra Dr PM Cook St Cook St 0.8500.754 0.931 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.929 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 1 1 3 0 0 1 0 0.5 0.5 1 7:00 AM 1 154 1 13 150 6 3 3 0 0 3 7 341 0 0 0 0 7:15 AM 1 225 2 25 160 5 3 2 0 2 2 27 454 1 0 0 0 7:30 AM 0 274 1 36 212 7 1 2 0 2 2 26 563 0 0 0 0 7:45 AM 3 279 4 51 238 10 3 1 0 1 10 35 635 3 1 0 0 8:00 AM 0 228 3 26 232 19 1 0 0 3 3 25 540 0 0 0 0 8:15 AM 1 290 3 31 282 22 1 0 0 3 4 22 659 1 0 0 0 8:30 AM 1 251 4 24 289 12 6 1 0 5 0 25 618 1 0 0 0 8:45 AM 1 257 3 40 310 14 4 1 1 4 5 39 679 1 1 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :8 1958 21 246 1873 95 22 10 1 20 29 206 4489 7 2 0 0 APPROACH %'s :0.40%98.54%1.06%11.11%84.60%4.29%66.67%30.30%3.03%7.84%11.37%80.78% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :3 1026 13 121 1113 67 12 2 1 15 12 111 2496 PEAK HR FACTOR :0.919 CONTROL : 12/11/2014 0.886 NS/EW Streets: SOUTHBOUND Hwy 111 Hwy 111 AM Painters Path Signalized UTURNS Painters Path 0.719 WESTBOUND 0.894 0.536 ThursdayProject ID: City: 14-6212-201 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 1 1 3 0 0 1 0 0.5 0.5 1 4:00 PM 9 447 9 34 433 19 20 4 3 12 3 29 1022 4 2 0 0 4:15 PM 5 475 11 36 370 4 11 8 4 7 0 44 975 2 0 0 0 4:30 PM 3 423 5 32 397 13 10 3 2 11 3 30 932 2 2 0 0 4:45 PM 11 462 11 35 376 8 8 4 3 5 4 35 962 7 0 0 0 5:00 PM 7 420 18 49 455 11 24 9 4 6 6 37 1046 4 1 0 0 5:15 PM 6 412 7 42 382 9 15 8 2 16 5 43 947 4 0 0 0 5:30 PM 6 365 15 29 408 11 11 1 2 5 1 41 895 1 2 0 0 5:45 PM 2 357 7 35 336 12 10 2 2 8 3 27 801 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :49 3361 83 292 3157 87 109 39 22 70 25 286 7580 24 7 0 0 APPROACH %'s :1.40%96.22%2.38%8.26%89.28%2.46%64.12%22.94%12.94%18.37%6.56%75.07% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :26 1780 45 152 1598 36 53 24 13 29 13 146 3915 PEAK HR FACTOR :0.936 CONTROL : Project ID:14-6212-201 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Painters PathNS/EW Streets:Painters Path PM Hwy 111 Hwy 111 0.6080.942 0.922 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.867 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 0 2 2 1 2 2 2 7:00 AM 5 118 1 28 117 3 0 2 1 2 5 44 326 1 0 0 0 7:15 AM 5 148 3 38 119 1 1 2 5 1 7 73 403 1 0 0 0 7:30 AM 5 190 2 55 161 2 1 4 7 3 14 99 543 0 0 0 0 7:45 AM 12 187 1 36 195 8 2 3 6 11 24 88 573 1 0 0 0 8:00 AM 6 181 5 65 169 3 1 4 2 17 32 78 563 0 0 0 0 8:15 AM 19 186 6 57 220 13 3 11 7 21 39 93 675 0 1 0 0 8:30 AM 16 194 10 50 225 7 3 3 4 16 33 69 630 2 2 0 0 8:45 AM 12 184 8 69 237 17 3 14 5 13 28 76 666 0 2 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :80 1388 36 398 1443 54 14 43 37 84 182 620 4379 5 5 0 0 APPROACH %'s :5.32%92.29%2.39%21.00%76.15%2.85%14.89%45.74%39.36%9.48%20.54%69.98% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :53 745 29 241 851 40 10 32 18 67 132 316 2534 PEAK HR FACTOR :0.939 CONTROL : 12/11/2014 0.940 NS/EW Streets: SOUTHBOUND Hwy 111 Hwy 111 AM Fred Waring Dr Signalized UTURNS Fred Waring Dr 0.842 WESTBOUND 0.876 0.682 ThursdayProject ID: City: 14-6212-202 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 0 2 2 1 2 2 2 4:00 PM 28 334 30 121 310 31 33 56 15 35 44 115 1152 2 3 0 1 4:15 PM 10 354 35 97 253 31 32 51 28 37 46 105 1079 2 4 0 0 4:30 PM 19 302 40 75 304 27 22 50 13 32 40 112 1036 1 2 0 0 4:45 PM 13 339 38 96 277 22 36 46 17 39 44 107 1074 2 5 0 0 5:00 PM 12 336 34 126 307 24 26 53 21 42 47 104 1132 3 0 0 2 5:15 PM 12 299 35 101 284 35 18 39 11 42 47 122 1045 1 2 0 0 5:30 PM 18 260 26 111 282 20 32 27 15 42 36 107 976 0 4 0 0 5:45 PM 4 239 28 78 236 27 35 27 14 40 36 106 870 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :116 2463 266 805 2253 217 234 349 134 309 340 878 8364 11 20 0 3 APPROACH %'s :4.08%86.57%9.35%24.58%68.79%6.63%32.64%48.68%18.69%20.24%22.27%57.50% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :70 1329 143 389 1144 111 123 203 73 143 174 439 4341 PEAK HR FACTOR :0.942 CONTROL : Project ID:14-6212-202 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Hwy 111 Hwy 111 0.8990.966 0.974 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.890 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 1 3 1 1.5 0.5 1 1 1 1 7:00 AM 5 122 0 1 123 6 1 0 3 1 0 4 266 0 1 0 0 7:15 AM 5 148 6 0 119 4 3 0 1 1 0 5 292 0 0 0 0 7:30 AM 6 193 7 2 160 4 1 1 7 2 0 6 389 0 0 0 0 7:45 AM 9 182 8 2 199 18 0 1 2 4 2 7 434 1 1 0 0 8:00 AM 8 197 4 2 162 20 3 0 1 5 1 8 411 0 2 1 0 8:15 AM 23 190 13 2 220 31 10 2 15 1 0 2 509 1 2 0 0 8:30 AM 19 201 11 4 199 38 17 0 9 6 1 7 512 1 2 0 0 8:45 AM 24 182 2 4 232 22 22 0 23 7 1 6 525 0 2 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :99 1415 51 17 1414 143 57 4 61 27 5 45 3338 3 10 1 0 APPROACH %'s :6.33%90.42%3.26%1.08%89.83%9.09%46.72%3.28%50.00%35.06%6.49%58.44% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :74 770 30 12 813 111 52 2 48 19 3 23 1957 PEAK HR FACTOR :0.932 CONTROL : 12/11/2014 0.946 NS/EW Streets: SOUTHBOUND Hwy 111 Hwy 111 AM Desert Crossing Dwy Signalized UTURNS Desert Crossing Dwy 0.804 WESTBOUND 0.907 0.567 ThursdayProject ID: City: 14-6212-203 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 1 1 3 1 1.5 0.5 1 1 1 1 4:00 PM 73 338 10 1 329 43 49 3 96 11 2 6 961 0 0 0 0 4:15 PM 62 333 14 4 257 51 46 9 75 14 1 16 882 3 2 0 0 4:30 PM 71 297 16 4 299 54 54 3 71 8 2 6 885 1 0 0 0 4:45 PM 61 322 13 7 287 37 66 3 60 14 1 13 884 1 4 0 0 5:00 PM 58 318 18 5 322 49 58 7 61 7 0 11 914 2 2 0 0 5:15 PM 63 285 5 3 279 49 45 4 58 7 1 8 807 2 7 0 0 5:30 PM 43 240 6 18 284 44 49 3 60 6 1 5 759 1 8 0 0 5:45 PM 37 239 6 8 226 51 36 2 51 9 0 8 673 2 2 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :468 2372 88 50 2283 378 403 34 532 76 8 73 6765 12 25 0 0 APPROACH %'s :15.98%81.01%3.01%1.84%84.21%13.94%41.59%3.51%54.90%48.41%5.10%46.50% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :267 1290 53 16 1172 185 215 18 302 47 6 41 3612 PEAK HR FACTOR :0.940 CONTROL : Project ID:14-6212-203 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Desert Crossing DwyNS/EW Streets:Desert Crossing Dwy PM Hwy 111 Hwy 111 0.9040.956 0.758 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.920 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 1 2 3 0 0.5 0.5 1 1 1 1 7:00 AM 3 103 9 1 108 8 3 3 2 21 3 2 266 0 0 0 0 7:15 AM 3 100 19 3 131 7 4 3 1 32 9 7 319 0 1 0 0 7:30 AM 3 142 19 4 144 6 5 8 3 42 3 3 382 0 2 0 0 7:45 AM 8 152 50 7 157 15 6 14 3 42 10 2 466 0 3 0 0 8:00 AM 2 121 28 6 173 12 8 15 7 34 9 2 417 0 0 0 0 8:15 AM 5 192 39 4 179 12 9 13 4 64 10 3 534 0 1 0 0 8:30 AM 6 155 34 9 136 23 16 5 8 45 11 1 449 0 4 0 0 8:45 AM 20 217 50 10 184 13 20 16 4 54 9 3 600 1 2 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :50 1182 248 44 1212 96 71 77 32 334 64 23 3433 1 13 0 0 APPROACH %'s :3.38%79.86%16.76%3.25%89.64%7.10%39.44%42.78%17.78%79.33%15.20%5.46% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :33 685 151 29 672 60 53 49 23 197 39 9 2000 PEAK HR FACTOR :0.833 CONTROL : 12/11/2014 0.757 NS/EW Streets: SOUTHBOUND Hwy 111 Hwy 111 AM El Paseo Signalized UTURNS El Paseo 0.795 WESTBOUND 0.919 0.781 ThursdayProject ID: City: 14-6212-204 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 3 1 2 3 0 0.5 0.5 1 1 1 1 4:00 PM 13 280 24 25 296 68 93 17 5 22 13 38 894 13 4 0 0 4:15 PM 9 272 24 32 277 61 86 26 4 33 24 23 871 10 10 0 0 4:30 PM 15 258 24 23 258 72 93 17 9 34 14 27 844 5 3 0 0 4:45 PM 16 268 33 26 245 85 98 20 10 24 24 10 859 8 1 0 0 5:00 PM 11 282 19 31 269 54 75 23 14 31 32 16 857 6 2 0 0 5:15 PM 6 236 26 24 279 68 86 22 4 29 21 15 816 1 2 0 0 5:30 PM 17 196 16 21 250 59 56 16 7 27 16 18 699 9 0 0 1 5:45 PM 6 204 16 19 220 63 41 10 8 17 14 27 645 2 1 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :93 1996 182 201 2094 530 628 151 61 217 158 174 6485 54 23 0 1 APPROACH %'s :4.10%87.89%8.01%7.12%74.12%18.76%74.76%17.98%7.26%39.53%28.78%31.69% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :53 1078 105 106 1076 286 370 80 28 113 75 98 3468 PEAK HR FACTOR :0.970 CONTROL : Project ID:14-6212-204 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized El PaseoNS/EW Streets:El Paseo PM Hwy 111 Hwy 111 0.9340.975 0.894 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.943 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0.5 0.5 1 0 2 1 2 3 0 2 3 1 7:00 AM 8 0 15 0 2 0 2 92 8 17 120 0 264 0 0 0 0 7:15 AM 8 2 13 0 1 0 1 134 6 9 140 7 321 0 0 0 0 7:30 AM 6 1 19 3 2 1 1 131 8 20 143 5 340 0 0 0 0 7:45 AM 2 5 11 0 1 1 4 151 6 20 186 9 396 0 0 0 1 8:00 AM 6 2 14 4 2 2 6 108 7 34 166 6 357 0 0 0 1 8:15 AM 7 2 11 3 8 4 5 176 17 30 168 13 444 0 0 0 2 8:30 AM 13 5 26 2 0 5 4 142 15 25 155 5 397 0 0 0 2 8:45 AM 9 4 22 2 1 1 17 198 16 39 196 13 518 0 0 0 9 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :59 21 131 14 17 14 40 1132 83 194 1274 58 3037 0 0 0 15 APPROACH %'s :27.96%9.95%62.09%31.11%37.78%31.11%3.19%90.20%6.61%12.71%83.49%3.80% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :35 13 73 11 11 12 32 624 55 128 685 37 1716 PEAK HR FACTOR :0.828 CONTROL : 12/11/2014 0.688 NS/EW Streets: SOUTHBOUND Hwy 111 Hwy 111 AM Plaza Wy Signalized UTURNS Plaza Wy 0.857 WESTBOUND 0.567 0.769 ThursdayProject ID: City: 14-6212-205 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0.5 0.5 1 0 2 1 2 3 0 2 3 1 4:00 PM 27 6 44 31 12 31 29 262 32 36 252 43 805 0 0 0 5 4:15 PM 21 3 43 33 9 34 28 248 27 49 244 40 779 0 0 1 1 4:30 PM 28 13 47 29 12 32 24 243 22 44 207 47 748 0 0 1 6 4:45 PM 24 10 44 28 13 34 29 228 24 40 247 43 764 0 0 1 3 5:00 PM 17 12 33 37 11 24 29 249 17 33 267 37 766 0 0 2 1 5:15 PM 16 9 31 34 9 21 39 242 22 32 214 39 708 0 0 0 6 5:30 PM 8 11 29 32 14 32 32 230 21 34 163 40 646 0 0 1 3 5:45 PM 21 9 30 24 10 22 28 179 18 36 175 37 589 0 0 0 9 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :162 73 301 248 90 230 238 1881 183 304 1769 326 5805 0 0 6 34 APPROACH %'s :30.22%13.62%56.16%43.66%15.85%40.49%10.34%81.71%7.95%12.67%73.74%13.59% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :100 32 178 121 46 131 110 981 105 169 950 173 3096 PEAK HR FACTOR :0.961 CONTROL : Project ID:14-6212-205 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Plaza WyNS/EW Streets:Plaza Wy PM Hwy 111 Hwy 111 0.9260.881 0.970 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.980 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 1 2 2 1 2 3 1 2 3 1 7:00 AM 24 62 32 47 61 9 8 81 12 42 88 7 473 0 0 0 1 7:15 AM 26 57 46 32 87 7 11 85 17 47 121 16 552 0 0 0 1 7:30 AM 31 84 45 41 74 14 17 94 18 41 121 37 617 0 0 0 4 7:45 AM 38 110 47 41 94 19 16 103 24 66 163 35 756 0 0 0 9 8:00 AM 43 89 37 56 103 24 13 106 19 65 148 46 749 0 0 0 4 8:15 AM 38 70 41 43 102 17 15 146 31 49 146 43 741 0 0 0 8 8:30 AM 40 103 32 45 114 26 26 133 21 41 138 37 756 0 0 0 5 8:45 AM 52 101 40 61 118 30 18 154 28 73 155 37 867 2 0 0 12 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :292 676 320 366 753 146 124 902 170 424 1080 258 5511 2 0 0 44 APPROACH %'s :22.67%52.48%24.84%28.93%59.53%11.54%10.37%75.42%14.21%24.06%61.29%14.64% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :173 363 150 205 437 97 72 539 99 228 587 163 3113 PEAK HR FACTOR :0.898 CONTROL : 12/11/2014 0.889 NS/EW Streets: SOUTHBOUND Hwy 74 Hwy 74 AM Hwy 111 Signalized UTURNS Hwy 111 0.923 WESTBOUND 0.884 0.888 ThursdayProject ID: City: 14-6212-206 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 1 2 2 1 2 3 1 2 3 1 4:00 PM 73 105 55 87 122 41 58 277 27 47 225 54 1171 0 0 2 5 4:15 PM 63 162 41 92 107 51 58 259 36 55 211 48 1183 0 0 1 12 4:30 PM 53 115 48 71 130 48 57 219 33 59 197 40 1070 0 0 2 13 4:45 PM 71 108 47 79 97 32 54 232 34 65 240 43 1102 0 0 3 13 5:00 PM 62 101 41 71 123 36 49 248 34 55 222 45 1087 0 0 1 3 5:15 PM 50 89 29 76 145 44 43 251 31 58 211 56 1083 0 0 1 9 5:30 PM 48 92 33 74 140 34 52 241 28 62 164 33 1001 0 0 0 11 5:45 PM 33 56 20 94 151 33 42 191 37 59 180 37 933 0 0 1 9 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :453 828 314 644 1015 319 413 1918 260 460 1650 356 8630 0 0 11 75 APPROACH %'s :28.40%51.91%19.69%32.56%51.31%16.13%15.94%74.03%10.03%18.65%66.91%14.44% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :260 490 191 329 456 172 227 987 130 226 873 185 4526 PEAK HR FACTOR :0.956 CONTROL : Project ID:14-6212-206 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hwy 111NS/EW Streets:Hwy 111 PM Hwy 74 Hwy 74 0.9280.884 0.922 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.957 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 1 2 3 1 2 3 0 7:00 AM 0 6 3 8 6 10 2 144 4 0 141 11 335 0 0 0 0 7:15 AM 8 5 4 14 7 11 4 148 4 1 172 10 388 0 0 0 0 7:30 AM 2 6 7 11 15 15 8 176 7 2 212 32 493 0 0 1 0 7:45 AM 7 19 7 22 27 22 14 161 10 8 243 42 582 0 0 3 0 8:00 AM 5 19 5 27 12 23 9 167 15 8 260 18 568 0 0 1 0 8:15 AM 5 14 7 11 18 28 6 186 10 10 230 16 541 0 0 2 0 8:30 AM 2 16 10 21 21 19 20 175 7 8 220 14 533 0 1 1 1 8:45 AM 8 12 9 32 36 30 19 170 18 18 190 12 554 0 0 5 2 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :37 97 52 146 142 158 82 1327 75 55 1668 155 3994 0 1 13 3 APPROACH %'s :19.89%52.15%27.96%32.74%31.84%35.43%5.53%89.42%5.05%2.93%88.82%8.25% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :745 AM TOTAL PEAK HR VOL :19 68 29 81 78 92 49 689 42 34 953 90 2224 PEAK HR FACTOR :0.955 CONTROL : 12/11/2014 0.879 NS/EW Streets: SOUTHBOUND San Pablo Ave San Pablo Ave AM Hwy 111 Signalized UTURNS Hwy 111 0.919 WESTBOUND 0.884 0.965 ThursdayProject ID: City: 14-6212-207 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 0 1 2 1 2 3 1 2 3 0 4:00 PM 27 17 27 32 27 41 29 336 22 10 283 28 879 0 0 7 1 4:15 PM 19 24 22 28 29 39 35 335 15 14 272 32 864 0 0 7 2 4:30 PM 9 24 19 30 24 39 30 315 15 17 293 30 845 0 0 2 2 4:45 PM 21 19 17 36 35 46 35 313 14 12 302 32 882 0 1 6 4 5:00 PM 17 29 17 37 35 30 23 327 17 10 253 15 810 0 1 5 1 5:15 PM 9 21 12 32 29 40 21 279 19 10 274 13 759 0 0 2 1 5:30 PM 18 15 12 18 17 21 27 319 21 12 220 24 724 1 0 9 1 5:45 PM 11 12 18 30 24 17 13 269 19 6 244 13 676 0 2 1 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :131 161 144 243 220 273 213 2493 142 91 2141 187 6439 1 4 39 12 APPROACH %'s :30.05%36.93%33.03%33.02%29.89%37.09%7.48%87.54%4.99%3.76%88.51%7.73% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :76 84 85 126 115 165 129 1299 66 53 1150 122 3470 PEAK HR FACTOR :0.984 CONTROL : Project ID:14-6212-207 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hwy 111NS/EW Streets:Hwy 111 PM San Pablo Ave San Pablo Ave 0.9650.863 0.957 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.868 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 1 0 1 0.5 0.5 1 3 0 1 3 0 7:00 AM 2 0 7 4 3 5 5 136 10 3 155 3 333 0 0 0 0 7:15 AM 11 1 7 6 1 2 2 149 6 7 184 2 378 0 0 0 0 7:30 AM 4 1 10 2 6 9 6 173 10 5 262 9 497 0 0 1 0 7:45 AM 7 6 11 5 5 5 9 164 13 8 311 6 550 0 0 2 0 8:00 AM 10 6 15 4 10 10 6 161 17 19 280 10 548 0 0 1 0 8:15 AM 12 5 16 6 6 10 10 174 7 13 265 13 537 0 0 2 2 8:30 AM 20 3 15 5 2 8 6 172 15 12 253 10 521 0 0 1 0 8:45 AM 11 2 13 3 4 11 15 170 24 32 255 11 551 0 0 3 4 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :77 24 94 35 37 60 59 1299 102 99 1965 64 3915 0 0 10 6 APPROACH %'s :39.49%12.31%48.21%26.52%28.03%45.45%4.04%88.97%6.99%4.65%92.34%3.01% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :53 16 59 18 22 39 37 677 63 76 1053 44 2157 PEAK HR FACTOR :0.979 CONTROL : 12/11/2014 0.842 NS/EW Streets: SOUTHBOUND San Luis Rey Ave San Luis Rey Ave AM Hwy 111 Signalized UTURNS Hwy 111 0.949 WESTBOUND 0.823 0.929 ThursdayProject ID: City: 14-6212-208 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 1 0 1 0.5 0.5 1 3 0 1 3 0 4:00 PM 20 12 29 8 12 14 34 348 30 18 290 10 825 0 0 12 1 4:15 PM 21 15 30 6 7 14 26 342 26 24 296 8 815 0 0 9 5 4:30 PM 22 6 24 13 6 19 16 345 11 13 312 9 796 0 0 7 0 4:45 PM 29 7 23 10 8 12 13 327 24 17 322 5 797 0 0 7 1 5:00 PM 27 8 36 9 6 7 15 344 19 19 288 13 791 0 0 4 1 5:15 PM 20 11 31 8 6 8 17 311 24 17 284 13 750 0 0 5 1 5:30 PM 21 8 15 5 3 11 18 300 17 9 255 9 671 0 0 6 1 5:45 PM 20 4 18 11 5 10 22 293 23 17 267 5 695 0 0 6 2 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :180 71 206 70 53 95 161 2610 174 134 2314 72 6140 0 0 56 12 APPROACH %'s :39.39%15.54%45.08%32.11%24.31%43.58%5.47%88.62%5.91%5.32%91.83%2.86% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :92 40 106 37 33 59 89 1362 91 72 1220 32 3233 PEAK HR FACTOR :0.980 CONTROL : Project ID:14-6212-208 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hwy 111NS/EW Streets:Hwy 111 PM San Luis Rey Ave San Luis Rey Ave 0.9360.902 0.962 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.849 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 0 2 2 0 2 3 1 2 3 1 7:00 AM 13 31 11 9 49 10 10 113 22 22 141 9 440 0 0 2 0 7:15 AM 22 56 7 15 53 11 11 137 16 13 152 9 502 0 0 1 0 7:30 AM 24 63 14 11 83 18 10 148 23 25 249 14 682 0 0 2 0 7:45 AM 32 63 9 17 125 18 22 132 29 36 282 22 787 0 0 0 0 8:00 AM 62 65 12 10 134 23 21 124 32 34 244 19 780 0 0 1 0 8:15 AM 64 80 18 17 94 35 24 148 29 24 199 17 749 0 0 5 0 8:30 AM 30 62 20 18 90 21 14 143 32 28 232 15 705 0 0 3 1 8:45 AM 26 52 14 24 123 54 19 147 23 39 232 21 774 0 0 3 2 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :273 472 105 121 751 190 131 1092 206 221 1731 126 5419 0 0 17 3 APPROACH %'s :32.12%55.53%12.35%11.39%70.72%17.89%9.17%76.42%14.42%10.64%83.30%6.06% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :745 AM TOTAL PEAK HR VOL :188 270 59 62 443 97 81 547 122 122 957 73 3021 PEAK HR FACTOR :0.960 CONTROL : 12/11/2014 0.798 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM Hwy 111 Signalized UTURNS Hwy 111 0.847 WESTBOUND 0.901 0.933 ThursdayProject ID: City: 14-6212-209 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 0 2 2 0 2 3 1 2 3 1 4:00 PM 39 80 16 25 81 38 41 325 26 32 247 23 973 0 1 7 3 4:15 PM 39 86 25 22 72 30 55 299 27 20 260 24 959 0 2 6 0 4:30 PM 46 70 26 27 57 35 59 307 19 21 261 18 946 0 1 10 1 4:45 PM 45 72 25 19 79 43 37 299 25 28 276 24 972 0 0 6 2 5:00 PM 32 76 26 28 68 28 36 322 28 19 254 32 949 0 0 7 1 5:15 PM 35 89 25 26 73 45 46 278 30 34 253 18 952 0 1 3 0 5:30 PM 29 57 27 36 82 22 31 257 29 24 239 17 850 0 0 8 0 5:45 PM 36 61 19 19 90 35 35 256 34 25 242 20 872 2 0 4 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :301 591 189 202 602 276 340 2343 218 203 2032 176 7473 2 5 51 7 APPROACH %'s :27.84%54.67%17.48%18.70%55.74%25.56%11.72%80.77%7.51%8.42%84.28%7.30% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :169 308 92 93 289 146 192 1230 97 101 1044 89 3850 PEAK HR FACTOR :0.989 CONTROL : Project ID:14-6212-209 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hwy 111NS/EW Streets:Hwy 111 PM Portola Ave Portola Ave 0.9690.948 0.941 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.917 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 1 2 1 0.5 0.5 1 3 0 1 3 0 7:00 AM 4 0 19 2 1 1 0 129 0 21 163 1 341 0 0 0 3 7:15 AM 2 2 34 1 2 3 2 158 0 30 182 3 419 0 0 0 3 7:30 AM 2 0 33 1 2 4 0 161 2 32 271 4 512 0 0 0 8 7:45 AM 3 2 30 5 3 4 1 162 1 34 341 9 595 0 0 0 3 8:00 AM 6 3 35 10 4 12 3 130 2 48 269 3 525 0 0 0 3 8:15 AM 8 2 34 1 2 8 2 180 3 29 242 6 517 0 0 1 3 8:30 AM 5 0 26 2 4 5 2 169 0 53 247 2 515 0 0 1 4 8:45 AM 2 4 31 5 6 11 6 165 3 46 289 7 575 0 0 1 2 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :32 13 242 27 24 48 16 1254 11 293 2004 35 3999 0 0 3 29 APPROACH %'s :11.15%4.53%84.32%27.27%24.24%48.48%1.25%97.89%0.86%12.56%85.93%1.50% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :745 AM TOTAL PEAK HR VOL :22 7 125 18 13 29 8 641 6 164 1099 20 2152 PEAK HR FACTOR :0.904 CONTROL : 12/11/2014 0.875 NS/EW Streets: SOUTHBOUND El Paseo El Paseo AM Hwy 111 Signalized UTURNS Hwy 111 0.835 WESTBOUND 0.577 0.885 ThursdayProject ID: City: 14-6212-210 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 1 2 1 0.5 0.5 1 3 0 1 3 0 4:00 PM 19 7 94 5 7 9 6 340 8 44 261 3 803 0 0 4 2 4:15 PM 12 5 73 5 9 12 4 343 6 46 282 2 799 0 0 1 3 4:30 PM 17 1 60 5 6 8 6 342 2 32 280 6 765 0 0 2 4 4:45 PM 13 3 87 4 4 10 5 335 2 41 296 1 801 0 0 1 3 5:00 PM 23 5 84 1 7 6 5 368 2 36 280 6 823 0 0 2 4 5:15 PM 11 4 74 4 4 7 5 327 4 39 278 4 761 0 0 1 7 5:30 PM 11 1 59 4 4 6 3 311 2 30 264 3 698 0 0 1 3 5:45 PM 7 3 54 1 4 6 5 292 1 40 276 3 692 0 0 1 8 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :113 29 585 29 45 64 39 2658 27 308 2217 28 6142 0 0 13 34 APPROACH %'s :15.54%3.99%80.47%21.01%32.61%46.38%1.43%97.58%0.99%12.06%86.84%1.10% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :65 14 304 15 26 36 20 1388 12 155 1138 15 3188 PEAK HR FACTOR :0.968 CONTROL : Project ID:14-6212-210 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hwy 111NS/EW Streets:Hwy 111 PM El Paseo El Paseo 0.9470.855 0.967 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.740 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 1.5 0.5 1 2 0 1 3 1 1 3 1 7:00 AM 7 24 6 12 16 11 15 121 5 5 158 17 397 0 0 1 3 7:15 AM 6 39 10 13 10 10 29 153 3 8 215 32 528 0 0 3 1 7:30 AM 10 72 16 19 37 19 35 148 5 13 269 52 695 0 0 2 0 7:45 AM 11 50 13 24 57 44 19 158 5 32 355 73 841 0 0 0 1 8:00 AM 5 34 26 38 51 45 12 145 5 11 281 8 661 0 1 0 4 8:15 AM 13 41 13 29 13 25 18 186 3 10 257 14 622 0 0 2 2 8:30 AM 17 22 20 21 19 20 24 160 3 14 249 13 582 0 0 3 4 8:45 AM 17 19 12 17 15 19 18 162 3 9 332 20 643 0 0 2 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :86 301 116 173 218 193 170 1233 32 102 2116 229 4969 0 1 13 15 APPROACH %'s :17.10%59.84%23.06%29.62%37.33%33.05%11.85%85.92%2.23%4.17%86.47%9.36% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :39 197 68 110 158 133 84 637 18 66 1162 147 2819 PEAK HR FACTOR :0.838 CONTROL : 12/11/2014 0.776 NS/EW Streets: SOUTHBOUND Deep Canyon Rd Deep Canyon Rd AM Hwy 111 Signalized UTURNS Hwy 111 0.747 WESTBOUND 0.748 0.893 ThursdayProject ID: City: 14-6212-211 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 1.5 0.5 1 2 0 1 3 1 1 3 1 4:00 PM 26 24 14 28 21 22 38 369 13 10 279 20 864 0 0 8 3 4:15 PM 17 27 10 25 28 25 27 371 16 16 271 17 850 0 0 1 3 4:30 PM 10 24 20 35 18 16 27 322 17 17 266 17 789 0 0 1 2 4:45 PM 21 19 10 34 14 23 37 366 14 16 277 22 853 0 0 2 3 5:00 PM 21 23 12 28 25 13 35 388 14 16 276 22 873 0 0 7 3 5:15 PM 17 14 12 23 25 18 42 364 14 8 281 22 840 0 0 1 1 5:30 PM 17 17 8 28 24 20 34 320 13 8 259 14 762 0 0 5 2 5:45 PM 14 12 12 24 22 16 37 280 10 13 285 15 740 0 0 6 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :143 160 98 225 177 153 277 2780 111 104 2194 149 6571 0 0 31 17 APPROACH %'s :35.66%39.90%24.44%40.54%31.89%27.57%8.74%87.75%3.50%4.25%89.66%6.09% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :69 93 52 122 85 77 126 1447 61 65 1090 78 3365 PEAK HR FACTOR :0.964 CONTROL : Project ID:14-6212-211 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hwy 111NS/EW Streets:Hwy 111 PM Deep Canyon Rd Deep Canyon Rd 0.9350.955 0.979 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.910 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 1.5 0.5 1 2 1 1 2 1 7:00 AM 7 58 17 2 87 5 3 2 4 13 4 2 204 0 0 0 0 7:15 AM 3 75 25 6 77 6 2 11 5 16 8 0 234 0 0 0 0 7:30 AM 5 97 24 5 89 9 0 9 2 15 6 3 264 0 0 0 1 7:45 AM 8 105 24 7 152 13 0 9 11 20 9 0 358 0 0 0 0 8:00 AM 22 141 24 11 171 9 5 10 9 21 7 1 431 0 0 0 0 8:15 AM 16 151 25 10 115 11 4 13 7 15 12 4 383 0 0 1 1 8:30 AM 12 104 12 10 105 9 6 13 7 21 17 2 318 0 0 0 1 8:45 AM 27 100 16 6 109 28 7 9 4 21 21 3 351 0 0 0 1 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :100 831 167 57 905 90 27 76 49 142 84 15 2543 0 0 1 4 APPROACH %'s :9.11%75.68%15.21%5.42%86.03%8.56%17.76%50.00%32.24%58.92%34.85%6.22% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :745 AM TOTAL PEAK HR VOL :58 501 85 38 543 42 15 45 34 77 45 7 1490 PEAK HR FACTOR :0.864 CONTROL : 12/11/2014 0.839 NS/EW Streets: SOUTHBOUND Portola Ave Portola Ave AM El Paseo Signalized UTURNS El Paseo 0.806 WESTBOUND 0.815 0.904 ThursdayProject ID: City: 14-6212-213 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:1 2 1 1 1.5 0.5 1 2 1 1 2 1 4:00 PM 23 122 27 22 77 27 17 47 12 17 32 5 428 0 0 5 1 4:15 PM 17 123 23 14 89 26 9 51 20 20 34 3 429 0 0 2 0 4:30 PM 17 95 24 13 70 20 20 32 11 8 20 5 335 0 0 4 2 4:45 PM 25 120 34 14 86 27 15 34 20 13 35 7 430 0 0 1 1 5:00 PM 13 93 32 7 73 25 16 39 16 13 22 5 354 0 0 2 0 5:15 PM 21 91 25 10 85 37 15 29 15 7 25 8 368 0 0 0 1 5:30 PM 14 73 21 10 104 27 20 37 15 10 22 6 359 0 0 4 1 5:45 PM 9 76 19 8 104 32 15 30 22 7 17 2 341 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :139 793 205 98 688 221 127 299 131 95 207 41 3044 0 0 18 6 APPROACH %'s :12.23%69.74%18.03%9.73%68.32%21.95%22.80%53.68%23.52%27.70%60.35%11.95% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :400 PM TOTAL PEAK HR VOL :82 460 108 63 322 100 61 164 63 58 121 20 1622 PEAK HR FACTOR :0.943 CONTROL : Project ID:14-6212-213 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized El PaseoNS/EW Streets:El Paseo PM Portola Ave Portola Ave 0.9000.908 0.873 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.940 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 0 0 1 0 1 1 2 0 0 1 0 7:00 AM 0 0 0 28 0 6 1 68 0 0 214 26 343 0 0 0 0 7:15 AM 0 0 0 25 0 27 8 63 0 0 235 52 410 0 0 0 0 7:30 AM 0 0 0 27 0 16 20 92 0 0 285 77 517 0 0 0 0 7:45 AM 0 0 0 35 0 15 25 100 0 0 321 70 566 0 0 0 0 8:00 AM 0 0 0 36 0 10 18 94 0 1 196 48 403 0 0 0 1 8:15 AM 0 0 0 32 0 9 9 96 0 0 208 48 402 0 0 0 0 8:30 AM 0 0 0 28 0 12 8 98 0 0 180 45 371 0 0 0 0 8:45 AM 0 0 0 24 0 9 14 88 0 0 188 40 363 0 0 0 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 0 0 235 0 104 103 699 0 1 1827 406 3375 0 0 0 1 APPROACH %'s :#DIV/0!#DIV/0!#DIV/0!69.32%0.00%30.68%12.84%87.16%0.00%0.04%81.78%18.17% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :715 AM TOTAL PEAK HR VOL :0 0 0 123 0 68 71 349 0 1 1037 247 1896 PEAK HR FACTOR :0.837 CONTROL : 12/11/2014 0.000 NS/EW Streets: SOUTHBOUND Oasis Club Dr Oasis Club Dr AM Hovely Ln East Signalized UTURNS Hovely Ln East 0.822 WESTBOUND 0.918 0.840 ThursdayProject ID: City: 14-6212-215 Palm Desert EASTBOUND NORTHBOUND Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 0 0 1 0 1 1 2 0 0 1 0 4:00 PM 0 0 0 56 0 6 18 193 0 1 108 20 402 0 1 0 1 4:15 PM 0 0 0 57 0 6 15 164 0 0 100 38 380 0 0 0 0 4:30 PM 0 0 0 57 0 6 23 175 0 0 121 44 426 0 0 0 0 4:45 PM 0 0 0 56 0 7 9 185 0 0 104 36 397 0 0 0 0 5:00 PM 0 0 0 73 0 7 19 209 0 0 114 28 450 0 0 0 0 5:15 PM 0 0 0 61 0 5 19 194 0 0 113 29 421 0 0 0 0 5:30 PM 0 0 0 56 0 3 14 157 0 0 79 30 339 0 0 0 0 5:45 PM 0 0 0 49 0 9 12 135 0 0 67 24 296 0 0 1 0 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 0 0 465 0 49 129 1412 0 1 806 249 3111 0 1 1 1 APPROACH %'s :#DIV/0!#DIV/0!#DIV/0!90.47%0.00%9.53%8.37%91.63%0.00%0.09%76.33%23.58% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :0 0 0 247 0 25 70 763 0 0 452 137 1694 PEAK HR FACTOR :0.941 CONTROL : Project ID:14-6212-215 City:Palm Desert UTURNS 12/11/2014 Thursday Signalized Hovely Ln EastNS/EW Streets:Hovely Ln East PM Oasis Club Dr Oasis Club Dr 0.9130.000 0.892 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.850 Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 1 2 3 0 2 3 0 7:00 AM 8 59 19 27 107 14 6 39 1 33 47 24 384 7:15 AM 5 48 25 53 101 23 7 60 2 43 96 44 507 7:30 AM 14 98 22 47 102 15 11 66 3 36 143 64 621 7:45 AM 10 120 26 61 160 30 10 51 6 60 142 50 726 8:00 AM 15 98 23 59 135 28 22 59 9 77 183 69 777 8:15 AM 15 86 21 40 153 39 20 64 10 68 145 54 715 8:30 AM 9 122 26 43 154 35 21 57 4 89 158 51 769 8:45 AM 13 103 20 55 190 46 28 53 7 94 121 55 785 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :89 734 182 385 1102 230 125 449 42 500 1035 411 5284 0 0 0 0 APPROACH %'s :8.86%73.03%18.11%22.42%64.18%13.40%20.29%72.89%6.82%25.69%53.19%21.12% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :800 AM TOTAL PEAK HR VOL :52 409 90 197 632 148 91 233 30 328 607 229 3046 PEAK HR FACTOR :0.970 CONTROL : 0.839 0.941 ThursdayProject ID: City: 14-6212-1220 Palm Desert EASTBOUND NORTHBOUND Signalized UTURNS Fred Waring Dr 0.884 WESTBOUND 12/11/2014 0.877 NS/EW Streets: SOUTHBOUND Monterey Ave Monterey Ave AM Fred Waring Dr Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 3 0 2 3 1 2 3 0 2 3 0 4:00 PM 20 175 70 70 196 56 81 189 24 79 150 53 1163 4:15 PM 24 251 70 61 189 67 66 218 20 74 151 63 1254 4:30 PM 16 172 69 63 207 51 77 171 19 77 150 59 1131 4:45 PM 16 189 66 61 184 51 89 186 23 74 148 54 1141 5:00 PM 17 196 75 69 188 51 92 235 14 97 152 65 1251 5:15 PM 23 166 68 67 214 68 84 191 23 95 165 75 1239 5:30 PM 16 154 66 62 171 54 49 157 23 68 139 62 1021 5:45 PM 12 159 62 54 213 56 44 145 23 87 155 52 1062 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :144 1462 546 507 1562 454 582 1492 169 651 1210 483 9262 0 0 0 0 APPROACH %'s :6.69%67.94%25.37%20.10%61.91%17.99%25.95%66.52%7.53%27.77%51.62%20.61% nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :415 PM TOTAL PEAK HR VOL :73 808 280 254 768 220 324 810 76 322 601 241 4777 PEAK HR FACTOR :0.952 CONTROL : 0.927 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.967 Signalized Fred Waring DrNS/EW Streets:Fred Waring Dr PM Monterey Ave Monterey Ave 0.8870.841 Project ID:14-6212-1220 City:Palm Desert UTURNS 12/11/2014 Thursday Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 0 0 3 1 0 0 0 0 0 0 7:00 AM 66 42 0 0 215 8 0 0 0 0 0 0 331 7:15 AM 75 70 0 0 244 11 0 0 0 0 0 0 400 7:30 AM 88 68 0 0 313 9 0 0 0 0 0 0 478 7:45 AM 74 62 0 0 345 5 0 0 0 0 0 0 486 8:00 AM 90 86 0 0 267 7 0 0 0 0 0 0 450 8:15 AM 70 68 0 0 259 9 0 0 0 0 0 0 406 8:30 AM 106 82 0 0 250 8 0 0 0 0 0 0 446 8:45 AM 81 70 0 0 265 11 0 0 0 0 0 0 427 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :650 548 0 0 2158 68 0 0 0 0 0 0 3424 0 0 0 0 APPROACH %'s :54.26%45.74%0.00%0.00%96.95%3.05%#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0! nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :322 284 0 0 1184 30 0 0 0 0 0 0 1820 PEAK HR FACTOR :0.936 CONTROL : 0.867 0.000 ThursdayProject ID: City: 14-6212-281 Palm Desert EASTBOUND NORTHBOUND Signalized UTURNS I-10 WB Off Ramp 0.000 WESTBOUND 12/11/2014 0.861 NS/EW Streets: SOUTHBOUND Monterey Ave Monterey Ave AM I-10 WB Off Ramp Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:2 2 0 0 3 1 0 0 0 0 0 0 4:00 PM 181 203 0 0 237 25 0 0 0 0 0 0 646 4:15 PM 163 180 0 0 232 17 0 0 0 0 0 0 592 4:30 PM 182 188 0 0 230 17 0 0 0 0 0 0 617 4:45 PM 159 172 0 0 238 10 0 0 0 0 0 0 579 5:00 PM 197 168 0 0 229 13 0 0 0 0 0 0 607 5:15 PM 178 214 0 0 250 25 0 0 0 0 0 0 667 5:30 PM 184 159 0 0 249 21 0 0 0 0 0 0 613 5:45 PM 155 127 0 0 213 11 0 0 0 0 0 0 506 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :1399 1411 0 0 1878 139 0 0 0 0 0 0 4827 0 0 0 0 APPROACH %'s :49.79%50.21%0.00%0.00%93.11%6.89%#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0!#DIV/0! nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :716 742 0 0 947 65 0 0 0 0 0 0 2470 PEAK HR FACTOR :0.926 CONTROL : 0.000 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.920 Signalized I-10 WB Off RampNS/EW Streets:I-10 WB Off Ramp PM Monterey Ave Monterey Ave 0.0000.930 Project ID:14-6212-281 City:Palm Desert UTURNS 12/11/2014 Thursday Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 3 1 2 2 0 0 0 0 0 0 0 7:00 AM 0 102 48 35 176 0 7 0 162 0 0 0 530 7:15 AM 0 133 50 55 195 0 11 0 177 0 0 0 621 7:30 AM 0 151 48 51 251 0 8 0 249 0 0 0 758 7:45 AM 0 124 46 52 296 0 8 0 271 0 0 0 797 8:00 AM 0 168 59 23 240 0 10 0 204 0 0 0 704 8:15 AM 0 132 48 27 231 0 4 1 221 0 0 0 664 8:30 AM 0 184 50 27 228 0 7 0 202 0 0 0 698 8:45 AM 0 145 45 34 222 0 8 0 185 0 0 0 639 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 1139 394 304 1839 0 63 1 1671 0 0 0 5411 0 0 0 0 APPROACH %'s :0.00%74.30%25.70%14.19%85.81%0.00%3.63%0.06%96.31%#DIV/0!#DIV/0!#DIV/0! nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :730 AM TOTAL PEAK HR VOL :0 575 201 153 1018 0 30 1 945 0 0 0 2923 PEAK HR FACTOR :0.917 CONTROL : 0.841 0.875 ThursdayProject ID: City: 14-6212-282 Palm Desert EASTBOUND NORTHBOUND Signalized UTURNS I-10 EB Off Ramp 0.000 WESTBOUND 12/11/2014 0.855 NS/EW Streets: SOUTHBOUND Monterey Ave Monterey Ave AM I-10 EB Off Ramp Intersection Turning Movement Prepared by: National Data & Surveying Services Day: Date: NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB LANES:0 3 1 2 2 0 0 0 0 0 0 0 4:00 PM 0 368 97 34 209 0 14 1 153 0 0 0 876 4:15 PM 0 331 98 36 194 0 15 2 163 0 0 0 839 4:30 PM 0 359 73 39 197 0 9 0 172 0 0 0 849 4:45 PM 0 331 110 38 195 0 10 0 143 0 0 0 827 5:00 PM 0 357 120 35 201 0 5 0 152 0 0 0 870 5:15 PM 0 388 111 27 219 0 9 0 154 0 0 0 908 5:30 PM 0 331 74 38 206 0 7 0 169 0 0 0 825 5:45 PM 0 284 69 26 190 0 4 0 146 0 0 0 719 NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TOTAL VOLUMES :0 2749 752 273 1611 0 73 3 1252 0 0 0 6713 0 0 0 0 APPROACH %'s :0.00%78.52%21.48%14.49%85.51%0.00%5.50%0.23%94.28%#DIV/0!#DIV/0!#DIV/0! nb a nb d sb a sb d eb a eb d wb a nb d PEAK HR START TIME :430 PM TOTAL PEAK HR VOL :0 1435 414 139 812 0 33 0 621 0 0 0 3454 PEAK HR FACTOR :0.951 CONTROL : 0.000 WESTBOUND NORTHBOUND SOUTHBOUND EASTBOUND 0.966 Signalized I-10 EB Off RampNS/EW Streets:I-10 EB Off Ramp PM Monterey Ave Monterey Ave 0.9030.926 Project ID:14-6212-282 City:Palm Desert UTURNS 12/11/2014 Thursday Day:City:Palm Desert Date:Project #:CA14_6217_001 NB SB EB WB 0 0 17,382 19,221 AM Period NB SB EB WB NB SB EB WB 00:00 25 21 46 367 358 725 00:15 23 33 56 338 382 720 00:30 18 15 33 282 350 632 00:45 8 74 5 74 13 148 335 1322 358 1448 693 2770 01:00 9 8 17 325 387 712 01:15 8 4 12 351 401 752 01:30 8 11 19 322 421 743 01:45 14 39 3 26 17 65 351 1349 360 1569 711 2918 02:00 3 8 11 373 425 798 02:15 8 5 13 319 383 702 02:30 9 5 14 374 392 766 02:45 5 25 8 26 13 51 343 1409 438 1638 781 3047 03:00 3 5 8 319 455 774 03:15 13 9 22 361 426 787 03:30 13 11 24 391 411 802 03:45 12 41 1 26 13 67 385 1456 437 1729 822 3185 04:00 6 6 12 383 422 805 04:15 9 6 15 316 436 752 04:30 13 11 24 332 404 736 04:45 27 55 11 34 38 89 312 1343 397 1659 709 3002 05:00 24 12 36 358 364 722 05:15 19 24 43 328 386 714 05:30 47 57 104 336 341 677 05:45 65 155 53 146 118 301 286 1308 331 1422 617 2730 06:00 46 48 94 289 339 628 06:15 73 64 137 244 330 574 06:30 118 94 212 218 274 492 06:45 154 391 106 312 260 703 180 931 218 1161 398 2092 07:00 138 134 272 157 220 377 07:15 166 183 349 153 257 410 07:30 213 237 450 139 192 331 07:45 234 751 252 806 486 1557 139 588 199 868 338 1456 08:00 220 213 433 123 194 317 08:15 240 228 468 136 190 326 08:30 253 205 458 128 204 332 08:45 267 980 226 872 493 1852 131 518 179 767 310 1285 09:00 259 197 456 139 181 320 09:15 286 198 484 117 152 269 09:30 276 201 477 118 139 257 09:45 261 1082 228 824 489 1906 89 463 156 628 245 1091 10:00 263 270 533 93 150 243 10:15 326 297 623 90 110 200 10:30 351 290 641 58 66 124 10:45 350 1290 348 1205 698 2495 61 302 77 403 138 705 11:00 340 320 660 43 77 120 11:15 304 329 633 42 38 80 11:30 370 349 719 29 43 72 11:45 345 1359 390 1388 735 2747 37 151 32 190 69 341 TOTALS 6242 5739 11981 11140 13482 24622 SPLIT %52.1% 47.9%32.7%45.2% 54.8%67.3% NB SB EB WB 0 0 17,382 19,221 AM Peak Hour 11:30 11:45 11:30 15:15 14:45 15:15 AM Pk Volume 1420 1480 2899 1520 1730 3216 Pk Hr Factor 0.959 0.949 0.986 0.972 0.951 0.978 7 - 9 Volume 0 0 1731 1678 3409 0 0 2651 3081 5732 7 - 9 Peak Hour 08:00 07:30 08:00 16:00 16:00 16:00 7 - 9 Pk Volume 0 0 980 930 1852 0 0 1343 1659 3002 Pk Hr Factor 0.000 0.000 0.918 0.923 0.939 0.000 0.000 0.877 0.951 0.932 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 36,603 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hwy 111 E/O Bob Hope Dr 21:30 21:45 22:00 Total 36,603 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_002 NB SB EB WB 24,012 23,133 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 24 32 56 426 481 907 00:15 36 26 62 499 464 963 00:30 16 30 46 462 484 946 00:45 14 90 19 107 33 197 509 1896 422 1851 931 3747 01:00 10 21 31 497 457 954 01:15 7 12 19 515 511 1026 01:30 12 15 27 533 413 946 01:45 10 39 21 69 31 108 516 2061 492 1873 1008 3934 02:00 13 4 17 536 520 1056 02:15 3 9 12 525 464 989 02:30 8 11 19 527 517 1044 02:45 7 31 5 29 12 60 585 2173 518 2019 1103 4192 03:00 5 5 10 571 464 1035 03:15 9 12 21 549 488 1037 03:30 9 14 23 533 527 1060 03:45 8 31 16 47 24 78 536 2189 476 1955 1012 4144 04:00 6 5 11 493 448 941 04:15 11 15 26 505 397 902 04:30 19 19 38 451 412 863 04:45 13 49 34 73 47 122 473 1922 375 1632 848 3554 05:00 19 25 44 454 475 929 05:15 36 31 67 433 423 856 05:30 57 53 110 420 417 837 05:45 69 181 75 184 144 365 389 1696 350 1665 739 3361 06:00 58 60 118 419 375 794 06:15 84 86 170 392 359 751 06:30 131 121 252 326 299 625 06:45 130 403 174 441 304 844 270 1407 315 1348 585 2755 07:00 167 138 305 333 285 618 07:15 212 169 381 289 215 504 07:30 284 203 487 213 213 426 07:45 291 954 256 766 547 1720 245 1080 206 919 451 1999 08:00 245 243 488 233 215 448 08:15 289 273 562 217 208 425 08:30 260 273 533 232 174 406 08:45 271 1065 328 1117 599 2182 224 906 174 771 398 1677 09:00 264 293 557 192 217 409 09:15 257 302 559 188 163 351 09:30 283 352 635 180 157 337 09:45 280 1084 375 1322 655 2406 167 727 124 661 291 1388 10:00 361 358 719 153 114 267 10:15 360 454 814 126 114 240 10:30 404 454 858 77 99 176 10:45 416 1541 429 1695 845 3236 85 441 86 413 171 854 11:00 425 491 916 71 65 136 11:15 432 441 873 53 64 117 11:30 475 476 951 47 44 91 11:45 510 1842 548 1956 1058 3798 33 204 47 220 80 424 TOTALS 7310 7806 15116 16702 15327 32029 SPLIT %48.4% 51.6%32.1%52.1% 47.9%67.9% NB SB EB WB 24,012 23,133 0 0 AM Peak Hour 11:30 11:45 11:30 14:45 14:00 14:45 AM Pk Volume 1910 1977 3879 2238 2019 4235 Pk Hr Factor 0.936 0.902 0.917 0.956 0.971 0.960 7 - 9 Volume 2019 1883 0 0 3902 3618 3297 0 0 6915 7 - 9 Peak Hour 07:30 08:00 08:00 16:00 16:45 16:00 7 - 9 Pk Volume 1109 1117 0 0 2182 1922 1690 0 0 3554 Pk Hr Factor 0.953 0.851 0.000 0.000 0.911 0.951 0.889 0.000 0.000 0.944 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 47,145 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hwy 111 E/O Fred Waring Dr 21:30 21:45 22:00 Total 47,145 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_003 NB SB EB WB 0 0 16,838 16,890 AM Period NB SB EB WB NB SB EB WB 00:00 37 18 55 359 391 750 00:15 26 16 42 346 388 734 00:30 19 6 25 344 395 739 00:45 19 101 14 54 33 155 353 1402 346 1520 699 2922 01:00 9 12 21 362 353 715 01:15 15 7 22 363 390 753 01:30 8 9 17 376 379 755 01:45 15 47 9 37 24 84 340 1441 383 1505 723 2946 02:00 3 11 14 319 257 576 02:15 7 4 11 358 400 758 02:30 4 6 10 349 374 723 02:45 4 18 6 27 10 45 374 1400 429 1460 803 2860 03:00 6 4 10 380 375 755 03:15 8 9 17 328 364 692 03:30 14 10 24 341 349 690 03:45 7 35 7 30 14 65 346 1395 339 1427 685 2822 04:00 9 6 15 354 322 676 04:15 7 21 28 350 342 692 04:30 18 30 48 313 310 623 04:45 17 51 18 75 35 126 316 1333 319 1293 635 2626 05:00 16 29 45 328 331 659 05:15 24 45 69 332 294 626 05:30 43 50 93 313 233 546 05:45 29 112 65 189 94 301 278 1251 240 1098 518 2349 06:00 41 50 91 318 260 578 06:15 87 99 186 297 246 543 06:30 79 101 180 272 231 503 06:45 107 314 110 360 217 674 252 1139 218 955 470 2094 07:00 94 133 227 212 198 410 07:15 122 150 272 219 211 430 07:30 121 178 299 189 157 346 07:45 149 486 222 683 371 1169 189 809 179 745 368 1554 08:00 147 196 343 198 161 359 08:15 179 206 385 211 137 348 08:30 189 192 381 200 144 344 08:45 210 725 242 836 452 1561 201 810 92 534 293 1344 09:00 0 0 0 194 85 279 09:15 188 215 403 141 100 241 09:30 209 233 442 176 94 270 09:45 268 665 285 733 553 1398 147 658 109 388 256 1046 10:00 264 296 560 74 53 127 10:15 244 343 587 76 52 128 10:30 300 341 641 62 53 115 10:45 309 1117 349 1329 658 2446 51 263 35 193 86 456 11:00 190 260 450 53 24 77 11:15 322 374 696 47 24 71 11:30 326 356 682 0 0 0 11:45 326 1164 374 1364 700 2528 2 102 7 55 9 157 TOTALS 4835 5717 10552 12003 11173 23176 SPLIT %45.8% 54.2%31.3%51.8% 48.2%68.7% NB SB EB WB 0 0 16,838 16,890 AM Peak Hour 11:45 11:45 11:45 14:15 14:15 14:15 AM Pk Volume 1375 1548 2923 1461 1578 3039 Pk Hr Factor 0.958 0.980 0.974 0.961 0.920 0.946 7 - 9 Volume 0 0 1211 1519 2730 0 0 2584 2391 4975 7 - 9 Peak Hour 08:00 08:00 08:00 16:00 16:15 16:00 7 - 9 Pk Volume 0 0 725 836 1561 0 0 1333 1302 2626 Pk Hr Factor 0.000 0.000 0.863 0.864 0.863 0.000 0.000 0.941 0.952 0.949 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 33,728 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hwy 111 W/O Monterey Ave 21:30 21:45 22:00 Total 33,728 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_004 NB SB EB WB 0 0 20,245 18,437 AM Period NB SB EB WB NB SB EB WB 00:00 37 28 65 410 375 785 00:15 37 29 66 398 371 769 00:30 30 18 48 392 350 742 00:45 27 131 13 88 40 219 359 1559 370 1466 729 3025 01:00 15 12 27 423 390 813 01:15 16 6 22 392 409 801 01:30 15 8 23 393 359 752 01:45 17 63 11 37 28 100 395 1603 330 1488 725 3091 02:00 12 15 27 423 400 823 02:15 8 5 13 481 371 852 02:30 8 6 14 467 400 867 02:45 6 34 7 33 13 67 492 1863 415 1586 907 3449 03:00 4 9 13 485 404 889 03:15 3 9 12 420 389 809 03:30 8 12 20 434 355 789 03:45 13 28 18 48 31 76 441 1780 393 1541 834 3321 04:00 11 10 21 402 333 735 04:15 11 12 23 383 324 707 04:30 13 25 38 373 324 697 04:45 16 51 45 92 61 143 383 1541 339 1320 722 2861 05:00 17 44 61 365 292 657 05:15 14 49 63 335 304 639 05:30 34 56 90 345 251 596 05:45 62 127 55 204 117 331 324 1369 266 1113 590 2482 06:00 48 49 97 333 260 593 06:15 60 91 151 293 216 509 06:30 95 119 214 282 228 510 06:45 133 336 144 403 277 739 257 1165 218 922 475 2087 07:00 163 158 321 256 216 472 07:15 158 180 338 252 174 426 07:30 183 242 425 213 159 372 07:45 203 707 300 880 503 1587 221 942 151 700 372 1642 08:00 209 283 492 249 127 376 08:15 193 251 444 199 115 314 08:30 201 249 450 199 103 302 08:45 229 832 225 1008 454 1840 197 844 135 480 332 1324 09:00 229 255 484 192 117 309 09:15 232 232 464 154 95 249 09:30 263 305 568 187 110 297 09:45 247 971 345 1137 592 2108 171 704 96 418 267 1122 10:00 300 346 646 169 93 262 10:15 297 338 635 153 69 222 10:30 330 367 697 135 50 185 10:45 329 1256 378 1429 707 2685 154 611 45 257 199 868 11:00 354 412 766 77 51 128 11:15 381 396 777 65 38 103 11:30 365 406 771 54 39 93 11:45 366 1466 418 1632 784 3098 66 262 27 155 93 417 TOTALS 6002 6991 12993 14243 11446 25689 SPLIT %46.2% 53.8%33.6%55.4% 44.6%66.4% NB SB EB WB 0 0 20,245 18,437 AM Peak Hour 11:45 11:00 11:15 14:15 14:30 14:15 AM Pk Volume 1566 1632 3117 1925 1608 3515 Pk Hr Factor 0.955 0.976 0.993 0.978 0.969 0.969 7 - 9 Volume 0 0 1539 1888 3427 0 0 2910 2433 5343 7 - 9 Peak Hour 08:00 07:45 07:45 16:00 16:00 16:00 7 - 9 Pk Volume 0 0 832 1083 1889 0 0 1541 1320 2861 Pk Hr Factor 0.000 0.000 0.908 0.903 0.939 0.000 0.000 0.958 0.973 0.973 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 38,682 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hwy 111 E/O San Pablo Ave 21:30 21:45 22:00 Total 38,682 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_005 NB SB EB WB 0 0 19,761 19,068 AM Period NB SB EB WB NB SB EB WB 00:00 47 23 70 320 389 709 00:15 43 22 65 362 386 748 00:30 41 14 55 339 408 747 00:45 32 163 18 77 50 240 357 1378 389 1572 746 2950 01:00 25 13 38 342 367 709 01:15 18 14 32 360 403 763 01:30 13 9 22 372 357 729 01:45 9 65 9 45 18 110 422 1496 405 1532 827 3028 02:00 12 6 18 452 347 799 02:15 9 9 18 447 346 793 02:30 8 14 22 480 367 847 02:45 2 31 7 36 9 67 440 1819 361 1421 801 3240 03:00 10 8 18 409 369 778 03:15 2 9 11 445 335 780 03:30 3 5 8 409 343 752 03:45 11 26 18 40 29 66 440 1703 331 1378 771 3081 04:00 10 6 16 418 323 741 04:15 7 17 24 392 315 707 04:30 12 42 54 412 342 754 04:45 15 44 60 125 75 169 397 1619 329 1309 726 2928 05:00 11 52 63 445 308 753 05:15 21 44 65 389 315 704 05:30 39 73 112 365 300 665 05:45 41 112 95 264 136 376 370 1569 333 1256 703 2825 06:00 55 79 134 330 246 576 06:15 59 117 176 298 263 561 06:30 76 147 223 310 252 562 06:45 123 313 221 564 344 877 268 1206 232 993 500 2199 07:00 123 158 281 284 200 484 07:15 115 236 351 271 167 438 07:30 159 269 428 252 148 400 07:45 139 536 344 1007 483 1543 249 1056 171 686 420 1742 08:00 190 273 463 299 127 426 08:15 180 308 488 252 111 363 08:30 177 292 469 226 87 313 08:45 169 716 357 1230 526 1946 270 1047 94 419 364 1466 09:00 163 308 471 244 82 326 09:15 170 298 468 241 97 338 09:30 215 336 551 202 89 291 09:45 237 785 409 1351 646 2136 193 880 66 334 259 1214 10:00 258 334 592 167 58 225 10:15 294 394 688 150 65 215 10:30 251 328 579 128 64 192 10:45 269 1072 432 1488 701 2560 107 552 43 230 150 782 11:00 335 400 735 97 41 138 11:15 282 399 681 82 29 111 11:30 336 389 725 76 30 106 11:45 303 1256 391 1579 694 2835 62 317 32 132 94 449 TOTALS 5119 7806 12925 14642 11262 25904 SPLIT %39.6% 60.4%33.3%56.5% 43.5%66.7% NB SB EB WB 0 0 19,761 19,068 AM Peak Hour 11:45 10:45 11:45 14:00 12:00 13:45 AM Pk Volume 1324 1620 2898 1819 1572 3266 Pk Hr Factor 0.914 0.938 0.969 0.947 0.963 0.964 7 - 9 Volume 0 0 1252 2237 3489 0 0 3188 2565 5753 7 - 9 Peak Hour 08:00 08:00 08:00 16:15 16:00 16:15 7 - 9 Pk Volume 0 0 716 1230 1946 0 0 1646 1309 2940 Pk Hr Factor 0.000 0.000 0.942 0.861 0.925 0.000 0.000 0.925 0.957 0.975 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 38,829 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hwy 111 W/O Cook St 21:30 21:45 22:00 Total 38,829 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_006 NB SB EB WB 0 0 14,684 14,841 AM Period NB SB EB WB NB SB EB WB 00:00 25 10 35 187 245 432 00:15 21 12 33 290 255 545 00:30 13 7 20 333 278 611 00:45 4 63 5 34 9 97 226 1036 273 1051 499 2087 01:00 10 8 18 216 233 449 01:15 19 7 26 207 329 536 01:30 11 5 16 249 280 529 01:45 2 42 4 24 6 66 405 1077 295 1137 700 2214 02:00 9 1 10 387 234 621 02:15 18 3 21 267 314 581 02:30 0 5 5 253 245 498 02:45 4 31 6 15 10 46 396 1303 327 1120 723 2423 03:00 13 6 19 344 230 574 03:15 0 2 2 301 273 574 03:30 11 10 21 388 251 639 03:45 0 24 13 31 13 55 194 1227 228 982 422 2209 04:00 0 14 14 375 238 613 04:15 7 20 27 468 313 781 04:30 0 34 34 602 244 846 04:45 9 16 52 120 61 136 360 1805 248 1043 608 2848 05:00 10 49 59 280 255 535 05:15 10 72 82 358 298 656 05:30 19 115 134 226 202 428 05:45 34 73 115 351 149 424 403 1267 253 1008 656 2275 06:00 40 83 123 215 205 420 06:15 56 114 170 251 137 388 06:30 53 153 206 127 169 296 06:45 138 287 201 551 339 838 164 757 138 649 302 1406 07:00 43 250 293 137 111 248 07:15 131 323 454 165 121 286 07:30 170 417 587 177 87 264 07:45 218 562 342 1332 560 1894 122 601 81 400 203 1001 08:00 203 237 440 163 106 269 08:15 158 234 392 86 93 179 08:30 122 266 388 166 74 240 08:45 229 712 295 1032 524 1744 101 516 84 357 185 873 09:00 323 237 560 68 66 134 09:15 116 210 326 54 70 124 09:30 200 283 483 122 45 167 09:45 253 892 203 933 456 1825 74 318 52 233 126 551 10:00 154 208 362 118 40 158 10:15 136 229 365 59 39 98 10:30 138 222 360 57 44 101 10:45 214 642 296 955 510 1597 62 296 37 160 99 456 11:00 331 250 581 76 30 106 11:15 235 297 532 13 19 32 11:30 229 336 565 34 11 45 11:45 209 1004 366 1249 575 2253 10 133 14 74 24 207 TOTALS 4348 6627 10975 10336 8214 18550 SPLIT %39.6% 60.4%37.2%55.7% 44.3%62.8% NB SB EB WB 0 0 14,684 14,841 AM Peak Hour 11:45 07:00 11:00 16:00 13:15 16:00 AM Pk Volume 1019 1332 2253 1805 1138 2848 Pk Hr Factor 0.765 0.799 0.969 0.750 0.865 0.842 7 - 9 Volume 0 0 1274 2364 3638 0 0 3072 2051 5123 7 - 9 Peak Hour 07:30 07:00 07:15 16:00 16:15 16:00 7 - 9 Pk Volume 0 0 749 1332 2041 0 0 1805 1060 2848 Pk Hr Factor 0.000 0.000 0.859 0.799 0.869 0.000 0.000 0.750 0.847 0.842 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Hwy 111 W/O Washington St 21:30 21:45 22:00 Total 29,525 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 29,525 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_007 NB SB EB WB 21,890 22,813 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 42 32 74 369 398 767 00:15 39 28 67 330 449 779 00:30 40 34 74 447 397 844 00:45 37 158 21 115 58 273 353 1499 432 1676 785 3175 01:00 24 15 39 415 409 824 01:15 20 14 34 413 413 826 01:30 13 21 34 395 376 771 01:45 7 64 33 83 40 147 439 1662 365 1563 804 3225 02:00 13 17 30 379 413 792 02:15 14 13 27 466 346 812 02:30 13 22 35 446 352 798 02:45 9 49 21 73 30 122 442 1733 404 1515 846 3248 03:00 13 16 29 422 364 786 03:15 14 10 24 552 363 915 03:30 8 23 31 511 385 896 03:45 9 44 25 74 34 118 494 1979 381 1493 875 3472 04:00 11 21 32 490 353 843 04:15 16 25 41 445 377 822 04:30 27 52 79 449 341 790 04:45 17 71 72 170 89 241 460 1844 366 1437 826 3281 05:00 19 45 64 502 337 839 05:15 22 74 96 475 378 853 05:30 52 95 147 415 369 784 05:45 62 155 128 342 190 497 369 1761 359 1443 728 3204 06:00 69 120 189 352 309 661 06:15 74 227 301 407 312 719 06:30 116 268 384 329 278 607 06:45 92 351 370 985 462 1336 305 1393 277 1176 582 2569 07:00 169 335 504 298 249 547 07:15 177 361 538 295 198 493 07:30 200 493 693 272 180 452 07:45 181 727 562 1751 743 2478 290 1155 152 779 442 1934 08:00 209 408 617 258 147 405 08:15 193 435 628 264 144 408 08:30 215 410 625 280 119 399 08:45 212 829 435 1688 647 2517 228 1030 142 552 370 1582 09:00 208 400 608 240 101 341 09:15 234 403 637 210 112 322 09:30 234 364 598 184 109 293 09:45 254 930 460 1627 714 2557 170 804 97 419 267 1223 10:00 252 353 605 202 88 290 10:15 252 451 703 161 80 241 10:30 391 409 800 119 73 192 10:45 315 1210 462 1675 777 2885 109 591 46 287 155 878 11:00 396 368 764 120 43 163 11:15 393 456 849 88 40 128 11:30 352 423 775 77 43 120 11:45 361 1502 478 1725 839 3227 64 349 39 165 103 514 TOTALS 6090 10308 16398 15800 12505 28305 SPLIT %37.1% 62.9%36.7%55.8% 44.2%63.3% NB SB EB WB 21,890 22,813 0 0 AM Peak Hour 11:45 07:30 11:15 15:15 12:15 15:15 AM Pk Volume 1507 1898 3230 2047 1687 3529 Pk Hr Factor 0.843 0.844 0.951 0.927 0.939 0.964 7 - 9 Volume 1556 3439 0 0 4995 3605 2880 0 0 6485 7 - 9 Peak Hour 08:00 07:30 07:30 16:30 16:45 16:30 7 - 9 Pk Volume 829 1898 0 0 2681 1886 1450 0 0 3308 Pk Hr Factor 0.964 0.844 0.000 0.000 0.902 0.939 0.959 0.000 0.000 0.970 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Monterey Ave N/O Dinah Shore Dr 21:30 21:45 22:00 Total 44,703 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 44,703 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_008 NB SB EB WB 17,698 16,838 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 25 20 45 368 345 713 00:15 24 31 55 378 325 703 00:30 23 29 52 358 291 649 00:45 21 93 23 103 44 196 340 1444 334 1295 674 2739 01:00 18 12 30 382 366 748 01:15 11 12 23 383 306 689 01:30 10 23 33 367 326 693 01:45 8 47 14 61 22 108 339 1471 333 1331 672 2802 02:00 8 13 21 368 338 706 02:15 13 12 25 373 296 669 02:30 7 13 20 357 348 705 02:45 6 34 12 50 18 84 383 1481 287 1269 670 2750 03:00 9 12 21 420 341 761 03:15 10 8 18 437 303 740 03:30 2 15 17 421 348 769 03:45 8 29 5 40 13 69 355 1633 275 1267 630 2900 04:00 5 10 15 381 315 696 04:15 10 11 21 370 289 659 04:30 16 22 38 361 281 642 04:45 21 52 25 68 46 120 349 1461 291 1176 640 2637 05:00 14 20 34 381 275 656 05:15 18 40 58 369 242 611 05:30 35 53 88 310 288 598 05:45 39 106 62 175 101 281 262 1322 238 1043 500 2365 06:00 39 57 96 314 239 553 06:15 50 130 180 260 223 483 06:30 74 146 220 216 248 464 06:45 71 234 193 526 264 760 181 971 213 923 394 1894 07:00 112 195 307 221 193 414 07:15 125 188 313 196 156 352 07:30 139 282 421 186 150 336 07:45 162 538 349 1014 511 1552 196 799 152 651 348 1450 08:00 138 298 436 186 135 321 08:15 145 315 460 137 127 264 08:30 204 292 496 154 105 259 08:45 174 661 255 1160 429 1821 140 617 114 481 254 1098 09:00 237 232 469 156 108 264 09:15 239 229 468 112 96 208 09:30 240 268 508 103 81 184 09:45 265 981 230 959 495 1940 90 461 81 366 171 827 10:00 313 246 559 103 69 172 10:15 306 282 588 109 62 171 10:30 338 330 668 71 60 131 10:45 288 1245 303 1161 591 2406 88 371 51 242 139 613 11:00 356 313 669 89 44 133 11:15 336 318 654 52 47 99 11:30 379 366 745 52 22 74 11:45 351 1422 337 1334 688 2756 32 225 30 143 62 368 TOTALS 5442 6651 12093 12256 10187 22443 SPLIT %45.0% 55.0%35.0%54.6% 45.4%65.0% NB SB EB WB 17,698 16,838 0 0 AM Peak Hour 11:30 11:30 11:30 14:45 12:45 14:45 AM Pk Volume 1476 1373 2849 1661 1332 2940 Pk Hr Factor 0.974 0.938 0.956 0.950 0.910 0.956 7 - 9 Volume 1199 2174 0 0 3373 2783 2219 0 0 5002 7 - 9 Peak Hour 08:00 07:45 07:45 16:00 16:00 16:00 7 - 9 Pk Volume 661 1254 0 0 1903 1461 1176 0 0 2637 Pk Hr Factor 0.810 0.898 0.000 0.000 0.931 0.959 0.933 0.000 0.000 0.947 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Monterey Ave N/O Gerald Ford Dr 21:30 21:45 22:00 Total 34,536 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 34,536 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_009 NB SB EB WB 17,803 18,754 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 34 37 71 340 348 688 00:15 24 34 58 375 339 714 00:30 21 27 48 339 338 677 00:45 24 103 27 125 51 228 333 1387 394 1419 727 2806 01:00 9 22 31 315 368 683 01:15 20 16 36 404 347 751 01:30 12 16 28 331 321 652 01:45 10 51 17 71 27 122 370 1420 409 1445 779 2865 02:00 15 15 30 381 321 702 02:15 8 8 16 368 378 746 02:30 4 8 12 359 367 726 02:45 5 32 9 40 14 72 398 1506 370 1436 768 2942 03:00 6 7 13 389 329 718 03:15 5 7 12 401 367 768 03:30 5 10 15 378 302 680 03:45 12 28 14 38 26 66 441 1609 317 1315 758 2924 04:00 7 9 16 333 315 648 04:15 10 14 24 430 313 743 04:30 12 17 29 333 316 649 04:45 11 40 24 64 35 104 389 1485 310 1254 699 2739 05:00 14 23 37 386 298 684 05:15 11 27 38 363 314 677 05:30 27 36 63 311 310 621 05:45 31 83 66 152 97 235 284 1344 299 1221 583 2565 06:00 51 59 110 305 275 580 06:15 49 85 134 274 279 553 06:30 60 152 212 239 268 507 06:45 64 224 199 495 263 719 251 1069 215 1037 466 2106 07:00 86 192 278 260 218 478 07:15 121 249 370 236 173 409 07:30 179 310 489 241 183 424 07:45 179 565 429 1180 608 1745 212 949 174 748 386 1697 08:00 157 344 501 214 132 346 08:15 169 339 508 168 147 315 08:30 175 296 471 185 129 314 08:45 159 660 329 1308 488 1968 181 748 134 542 315 1290 09:00 188 257 445 184 116 300 09:15 216 277 493 143 119 262 09:30 226 286 512 137 90 227 09:45 286 916 362 1182 648 2098 98 562 84 409 182 971 10:00 266 295 561 90 80 170 10:15 302 343 645 93 72 165 10:30 269 371 640 77 72 149 10:45 334 1171 369 1378 703 2549 81 341 61 285 142 626 11:00 282 334 616 69 49 118 11:15 348 338 686 49 41 90 11:30 310 365 675 44 44 88 11:45 379 1319 396 1433 775 2752 29 191 43 177 72 368 TOTALS 5192 7466 12658 12611 11288 23899 SPLIT %41.0% 59.0%34.6%52.8% 47.2%65.4% NB SB EB WB 17,803 18,754 0 0 AM Peak Hour 11:45 11:30 11:45 15:00 13:45 14:30 AM Pk Volume 1433 1448 2854 1609 1475 2980 Pk Hr Factor 0.945 0.914 0.921 0.912 0.902 0.970 7 - 9 Volume 1225 2488 0 0 3713 2829 2475 0 0 5304 7 - 9 Peak Hour 07:30 07:30 07:30 16:15 16:00 16:15 7 - 9 Pk Volume 684 1422 0 0 2106 1538 1254 0 0 2775 Pk Hr Factor 0.955 0.829 0.000 0.000 0.866 0.894 0.992 0.000 0.000 0.934 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 36,557 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Monterey Ave N/O Country Club Dr 21:30 21:45 22:00 Total 36,557 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_010 NB SB EB WB 17,789 18,380 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 24 18 42 283 406 689 00:15 19 16 35 312 385 697 00:30 19 25 44 300 340 640 00:45 24 86 15 74 39 160 361 1256 350 1481 711 2737 01:00 12 12 24 415 442 857 01:15 10 13 23 482 484 966 01:30 8 13 21 446 456 902 01:45 1 31 12 50 13 81 426 1769 517 1899 943 3668 02:00 13 10 23 441 422 863 02:15 10 4 14 494 508 1002 02:30 5 8 13 536 549 1085 02:45 5 33 3 25 8 58 604 2075 477 1956 1081 4031 03:00 4 8 12 418 343 761 03:15 8 8 16 384 344 728 03:30 4 6 10 394 323 717 03:45 4 20 8 30 12 50 390 1586 372 1382 762 2968 04:00 6 10 16 361 334 695 04:15 6 6 12 373 319 692 04:30 9 16 25 292 340 632 04:45 17 38 17 49 34 87 325 1351 342 1335 667 2686 05:00 12 23 35 319 306 625 05:15 15 20 35 304 330 634 05:30 29 22 51 338 300 638 05:45 37 93 61 126 98 219 281 1242 292 1228 573 2470 06:00 33 59 92 227 261 488 06:15 46 62 108 264 240 504 06:30 56 102 158 229 236 465 06:45 63 198 151 374 214 572 202 922 220 957 422 1879 07:00 115 127 242 202 194 396 07:15 112 164 276 199 167 366 07:30 212 162 374 232 153 385 07:45 256 695 265 718 521 1413 211 844 123 637 334 1481 08:00 187 244 431 201 122 323 08:15 149 224 373 136 124 260 08:30 300 264 564 174 100 274 08:45 301 937 255 987 556 1924 160 671 107 453 267 1124 09:00 254 270 524 132 92 224 09:15 195 253 448 124 79 203 09:30 202 268 470 105 95 200 09:45 188 839 352 1143 540 1982 100 461 72 338 172 799 10:00 216 277 493 111 61 172 10:15 255 352 607 82 65 147 10:30 239 354 593 67 42 109 10:45 241 951 392 1375 633 2326 93 353 30 198 123 551 11:00 275 334 609 75 33 108 11:15 285 347 632 37 21 58 11:30 286 386 672 41 30 71 11:45 310 1156 387 1454 697 2610 29 182 27 111 56 293 TOTALS 5077 6405 11482 12712 11975 24687 SPLIT %44.2% 55.8%31.7%51.5% 48.5%68.3% NB SB EB WB 17,789 18,380 0 0 AM Peak Hour 11:45 11:30 11:30 14:00 13:45 14:00 AM Pk Volume 1205 1564 2755 2075 1996 4031 Pk Hr Factor 0.966 0.963 0.988 0.859 0.909 0.929 7 - 9 Volume 1632 1705 0 0 3337 2593 2563 0 0 5156 7 - 9 Peak Hour 08:00 07:45 08:00 16:00 16:00 16:00 7 - 9 Pk Volume 937 997 0 0 1924 1351 1335 0 0 2686 Pk Hr Factor 0.778 0.941 0.000 0.000 0.853 0.905 0.976 0.000 0.000 0.966 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Monterey Ave N/O Fred Waring Dr 21:30 21:45 22:00 Total 36,169 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 36,169 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_011 NB SB EB WB 7,352 7,415 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 7 9 16 160 140 300 00:15 1 3 4 143 166 309 00:30 5 2 7 152 143 295 00:45 7 20 5 19 12 39 150 605 140 589 290 1194 01:00 4 6 10 150 131 281 01:15 1 3 4 131 129 260 01:30 1 0 1 153 151 304 01:45 2 8 2 11 4 19 150 584 121 532 271 1116 02:00 2 4 6 158 128 286 02:15 2 0 2 159 110 269 02:30 3 3 6 155 128 283 02:45 2 9 3 10 5 19 166 638 120 486 286 1124 03:00 1 1 2 161 114 275 03:15 2 0 2 146 133 279 03:30 6 0 6 170 105 275 03:45 0 9 2 3 2 12 145 622 104 456 249 1078 04:00 5 1 6 129 111 240 04:15 3 7 10 158 104 262 04:30 11 16 27 135 107 242 04:45 7 26 14 38 21 64 145 567 114 436 259 1003 05:00 11 13 24 129 127 256 05:15 9 17 26 155 123 278 05:30 10 16 26 107 125 232 05:45 21 51 39 85 60 136 118 509 159 534 277 1043 06:00 24 18 42 75 153 228 06:15 40 33 73 83 134 217 06:30 29 48 77 66 118 184 06:45 43 136 100 199 143 335 64 288 97 502 161 790 07:00 48 98 146 97 76 173 07:15 93 82 175 88 70 158 07:30 95 121 216 82 70 152 07:45 107 343 196 497 303 840 69 336 59 275 128 611 08:00 135 170 305 80 39 119 08:15 167 161 328 84 26 110 08:30 106 132 238 84 42 126 08:45 95 503 195 658 290 1161 95 343 28 135 123 478 09:00 106 129 235 82 31 113 09:15 105 127 232 46 30 76 09:30 107 129 236 36 29 65 09:45 115 433 150 535 265 968 22 186 16 106 38 292 10:00 110 122 232 16 20 36 10:15 111 142 253 14 12 26 10:30 114 118 232 10 16 26 10:45 126 461 154 536 280 997 12 52 16 64 28 116 11:00 150 139 289 12 5 17 11:15 141 167 308 10 7 17 11:30 144 200 344 8 7 15 11:45 148 583 170 676 318 1259 10 40 14 33 24 73 TOTALS 2582 3267 5849 4770 4148 8918 SPLIT %44.1% 55.9%39.6%53.5% 46.5%60.4% NB SB EB WB 7,352 7,415 0 0 AM Peak Hour 11:45 11:15 11:30 14:45 12:00 12:00 AM Pk Volume 603 677 1271 643 589 1194 Pk Hr Factor 0.942 0.846 0.924 0.946 0.887 0.966 7 - 9 Volume 846 1155 0 0 2001 1076 970 0 0 2046 7 - 9 Peak Hour 07:45 07:45 07:45 16:00 17:00 17:00 7 - 9 Pk Volume 515 659 0 0 1174 567 534 0 0 1043 Pk Hr Factor 0.771 0.841 0.000 0.000 0.895 0.897 0.840 0.000 0.000 0.938 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 14,767 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Portola Ave S/O Hwy 111 21:30 21:45 22:00 Total 14,767 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_012 NB SB EB WB 7,890 9,783 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 11 9 20 132 179 311 00:15 8 6 14 122 193 315 00:30 8 7 15 154 204 358 00:45 8 35 3 25 11 60 179 587 187 763 366 1350 01:00 2 5 7 160 180 340 01:15 7 7 14 152 184 336 01:30 1 2 3 148 184 332 01:45 6 16 2 16 8 32 153 613 186 734 339 1347 02:00 4 4 8 154 202 356 02:15 1 3 4 162 221 383 02:30 1 8 9 169 198 367 02:45 5 11 2 17 7 28 217 702 173 794 390 1496 03:00 3 3 6 237 195 432 03:15 5 2 7 219 199 418 03:30 8 1 9 207 209 416 03:45 1 17 6 12 7 29 178 841 203 806 381 1647 04:00 3 8 11 166 173 339 04:15 5 7 12 165 174 339 04:30 5 9 14 140 138 278 04:45 6 19 11 35 17 54 158 629 183 668 341 1297 05:00 13 10 23 157 147 304 05:15 11 20 31 179 187 366 05:30 10 18 28 134 147 281 05:45 18 52 33 81 51 133 129 599 222 703 351 1302 06:00 20 25 45 111 128 239 06:15 27 40 67 98 109 207 06:30 39 57 96 77 113 190 06:45 51 137 72 194 123 331 71 357 84 434 155 791 07:00 48 79 127 82 97 179 07:15 110 106 216 78 66 144 07:30 186 188 374 81 65 146 07:45 154 498 237 610 391 1108 61 302 53 281 114 583 08:00 121 217 338 73 52 125 08:15 100 169 269 69 42 111 08:30 113 184 297 58 44 102 08:45 92 426 223 793 315 1219 72 272 54 192 126 464 09:00 88 174 262 70 32 102 09:15 93 170 263 46 43 89 09:30 106 185 291 47 43 90 09:45 118 405 198 727 316 1132 52 215 27 145 79 360 10:00 94 195 289 39 25 64 10:15 118 201 319 48 23 71 10:30 110 194 304 36 25 61 10:45 125 447 175 765 300 1212 26 149 16 89 42 238 11:00 97 222 319 16 18 34 11:15 136 206 342 22 14 36 11:30 116 229 345 13 15 28 11:45 152 501 182 839 334 1340 9 60 13 60 22 120 TOTALS 2564 4114 6678 5326 5669 10995 SPLIT %38.4% 61.6%37.8%48.4% 51.6%62.2% NB SB EB WB 7,890 9,783 0 0 AM Peak Hour 07:15 11:00 07:30 14:45 13:45 14:45 AM Pk Volume 571 839 1372 880 807 1656 Pk Hr Factor 0.767 0.916 0.877 0.928 0.913 0.958 7 - 9 Volume 924 1403 0 0 2327 1228 1371 0 0 2599 7 - 9 Peak Hour 07:15 07:30 07:30 16:30 17:00 17:00 7 - 9 Pk Volume 571 811 0 0 1372 634 703 0 0 1302 Pk Hr Factor 0.767 0.855 0.000 0.000 0.877 0.885 0.792 0.000 0.000 0.889 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 17,673 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Portola Ave N/O Fred Waring Dr 21:30 21:45 22:00 Total 17,673 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_013 NB SB EB WB 6,464 5,716 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 3 6 9 102 95 197 00:15 3 5 8 105 93 198 00:30 7 2 9 103 84 187 00:45 3 16 3 16 6 32 108 418 108 380 216 798 01:00 4 4 8 103 99 202 01:15 3 5 8 104 103 207 01:30 2 1 3 103 108 211 01:45 1 10 6 16 7 26 108 418 120 430 228 848 02:00 7 1 8 157 104 261 02:15 6 3 9 127 124 251 02:30 1 6 7 128 134 262 02:45 3 17 3 13 6 30 156 568 127 489 283 1057 03:00 0 0 0 179 139 318 03:15 1 1 2 190 112 302 03:30 3 4 7 185 121 306 03:45 8 12 2 7 10 19 115 669 101 473 216 1142 04:00 3 4 7 145 88 233 04:15 9 3 12 127 108 235 04:30 9 2 11 111 97 208 04:45 8 29 6 15 14 44 128 511 120 413 248 924 05:00 14 11 25 157 94 251 05:15 16 8 24 134 119 253 05:30 20 10 30 97 89 186 05:45 21 71 22 51 43 122 76 464 82 384 158 848 06:00 19 7 26 81 60 141 06:15 31 29 60 85 75 160 06:30 45 28 73 62 76 138 06:45 57 152 43 107 100 259 55 283 74 285 129 568 07:00 64 73 137 54 64 118 07:15 90 102 192 55 41 96 07:30 129 137 266 43 41 84 07:45 135 418 140 452 275 870 55 207 43 189 98 396 08:00 128 114 242 39 27 66 08:15 112 98 210 52 28 80 08:30 122 116 238 43 27 70 08:45 99 461 102 430 201 891 41 175 42 124 83 299 09:00 108 99 207 42 34 76 09:15 108 86 194 37 28 65 09:30 119 97 216 27 21 48 09:45 103 438 124 406 227 844 35 141 16 99 51 240 10:00 94 107 201 36 22 58 10:15 109 85 194 22 17 39 10:30 111 114 225 21 18 39 10:45 109 423 96 402 205 825 13 92 19 76 32 168 11:00 101 91 192 25 10 35 11:15 100 118 218 9 15 24 11:30 99 99 198 14 10 24 11:45 116 416 101 409 217 825 7 55 15 50 22 105 TOTALS 2463 2324 4787 4001 3392 7393 SPLIT %51.5% 48.5%39.3%54.1% 45.9%60.7% NB SB EB WB 6,464 5,716 0 0 AM Peak Hour 07:30 07:15 07:30 14:45 14:15 14:45 AM Pk Volume 504 493 993 710 524 1209 Pk Hr Factor 0.933 0.880 0.903 0.934 0.942 0.950 7 - 9 Volume 879 882 0 0 1761 975 797 0 0 1772 7 - 9 Peak Hour 07:30 07:15 07:30 16:30 16:30 16:30 7 - 9 Pk Volume 504 493 0 0 993 530 430 0 0 960 Pk Hr Factor 0.933 0.880 0.000 0.000 0.903 0.844 0.896 0.000 0.000 0.949 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Portola Ave N/O Country Club Dr 21:30 21:45 22:00 Total 12,180 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 12,180 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_014 NB SB EB WB 5,079 4,504 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 3 6 9 86 81 167 00:15 4 7 11 79 74 153 00:30 4 2 6 91 67 158 00:45 1 12 1 16 2 28 96 352 95 317 191 669 01:00 4 5 9 68 75 143 01:15 2 3 5 85 89 174 01:30 1 1 2 84 66 150 01:45 2 9 3 12 5 21 84 321 94 324 178 645 02:00 2 1 3 102 69 171 02:15 2 3 5 90 90 180 02:30 0 1 1 109 95 204 02:45 4 8 1 6 5 14 107 408 127 381 234 789 03:00 0 0 0 149 110 259 03:15 0 0 0 140 86 226 03:30 3 0 3 158 86 244 03:45 0 3 1 1 1 4 89 536 66 348 155 884 04:00 2 3 5 127 99 226 04:15 5 2 7 107 90 197 04:30 5 3 8 80 90 170 04:45 2 14 8 16 10 30 96 410 83 362 179 772 05:00 4 2 6 115 73 188 05:15 13 3 16 106 92 198 05:30 14 7 21 61 68 129 05:45 11 42 13 25 24 67 75 357 54 287 129 644 06:00 19 9 28 59 50 109 06:15 19 27 46 70 54 124 06:30 41 34 75 47 69 116 06:45 47 126 42 112 89 238 41 217 56 229 97 446 07:00 48 37 85 44 42 86 07:15 59 69 128 39 36 75 07:30 82 94 176 29 36 65 07:45 98 287 112 312 210 599 39 151 36 150 75 301 08:00 119 80 199 30 27 57 08:15 87 65 152 34 26 60 08:30 94 81 175 34 26 60 08:45 93 393 100 326 193 719 24 122 31 110 55 232 09:00 86 78 164 36 26 62 09:15 95 62 157 25 26 51 09:30 104 77 181 18 15 33 09:45 80 365 80 297 160 662 24 103 14 81 38 184 10:00 87 98 185 21 18 39 10:15 98 75 173 20 22 42 10:30 99 85 184 12 14 26 10:45 79 363 77 335 156 698 12 65 15 69 27 134 11:00 94 79 173 21 11 32 11:15 86 87 173 12 10 22 11:30 86 95 181 13 7 20 11:45 95 361 85 346 180 707 8 54 14 42 22 96 TOTALS 1983 1804 3787 3096 2700 5796 SPLIT %52.4% 47.6%39.5%53.4% 46.6%60.5% NB SB EB WB 5,079 4,504 0 0 AM Peak Hour 07:45 07:15 07:30 14:45 14:15 14:45 AM Pk Volume 398 355 737 554 422 963 Pk Hr Factor 0.836 0.792 0.877 0.877 0.831 0.930 7 - 9 Volume 680 638 0 0 1318 767 649 0 0 1416 7 - 9 Peak Hour 07:45 07:15 07:30 16:00 16:00 16:00 7 - 9 Pk Volume 398 355 0 0 737 410 362 0 0 772 Pk Hr Factor 0.836 0.792 0.000 0.000 0.877 0.807 0.914 0.000 0.000 0.854 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Portola Ave N/O Frank Sinatra Dr 21:30 21:45 22:00 Total 9,583 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 9,583 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_015 NB SB EB WB 12,095 12,215 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 15 9 24 192 238 430 00:15 13 16 29 225 246 471 00:30 13 9 22 233 206 439 00:45 6 47 4 38 10 85 248 898 182 872 430 1770 01:00 8 0 8 249 210 459 01:15 8 6 14 232 226 458 01:30 10 8 18 295 274 569 01:45 11 37 8 22 19 59 235 1011 215 925 450 1936 02:00 8 6 14 253 232 485 02:15 7 0 7 249 211 460 02:30 6 7 13 304 393 697 02:45 7 28 4 17 11 45 307 1113 328 1164 635 2277 03:00 4 3 7 306 295 601 03:15 3 4 7 271 306 577 03:30 7 3 10 249 252 501 03:45 5 19 7 17 12 36 211 1037 221 1074 432 2111 04:00 5 2 7 198 226 424 04:15 8 8 16 218 230 448 04:30 14 7 21 203 234 437 04:45 26 53 8 25 34 78 242 861 217 907 459 1768 05:00 20 12 32 228 288 516 05:15 43 16 59 236 275 511 05:30 26 27 53 150 243 393 05:45 59 148 44 99 103 247 161 775 185 991 346 1766 06:00 47 45 92 93 141 234 06:15 63 46 109 121 106 227 06:30 103 100 203 116 126 242 06:45 127 340 132 323 259 663 133 463 105 478 238 941 07:00 165 135 300 95 90 185 07:15 231 206 437 72 73 145 07:30 286 316 602 89 75 164 07:45 322 1004 338 995 660 1999 73 329 75 313 148 642 08:00 229 169 398 99 62 161 08:15 228 195 423 86 74 160 08:30 165 198 363 78 65 143 08:45 160 782 192 754 352 1536 64 327 69 270 133 597 09:00 169 171 340 54 55 109 09:15 178 230 408 51 52 103 09:30 183 218 401 66 32 98 09:45 194 724 172 791 366 1515 59 230 37 176 96 406 10:00 173 193 366 57 37 94 10:15 192 215 407 38 24 62 10:30 195 195 390 38 23 61 10:45 181 741 204 807 385 1548 45 178 26 110 71 288 11:00 206 236 442 29 31 60 11:15 188 226 414 27 14 41 11:30 227 221 448 19 21 40 11:45 237 858 277 960 514 1818 17 92 21 87 38 179 TOTALS 4781 4848 9629 7314 7367 14681 SPLIT %49.7% 50.3%39.6%49.8% 50.2%60.4% NB SB EB WB 12,095 12,215 0 0 AM Peak Hour 07:15 07:15 07:15 14:30 14:30 14:30 AM Pk Volume 1068 1029 2097 1188 1322 2510 Pk Hr Factor 0.829 0.761 0.794 0.967 0.841 0.900 7 - 9 Volume 1786 1749 0 0 3535 1636 1898 0 0 3534 7 - 9 Peak Hour 07:15 07:15 07:15 16:30 16:45 16:30 7 - 9 Pk Volume 1068 1029 0 0 2097 909 1023 0 0 1923 Pk Hr Factor 0.829 0.761 0.000 0.000 0.794 0.939 0.888 0.000 0.000 0.932 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Cook St N/O Fred Waring Dr 21:30 21:45 22:00 Total 24,310 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 24,310 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_016 NB SB EB WB 9,974 11,556 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 16 24 40 211 191 402 00:15 13 14 27 152 219 371 00:30 13 8 21 151 186 337 00:45 9 51 11 57 20 108 184 698 166 762 350 1460 01:00 4 3 7 164 177 341 01:15 14 8 22 173 201 374 01:30 6 8 14 190 210 400 01:45 9 33 11 30 20 63 178 705 211 799 389 1504 02:00 5 7 12 190 158 348 02:15 7 5 12 212 198 410 02:30 9 2 11 197 207 404 02:45 2 23 9 23 11 46 221 820 223 786 444 1606 03:00 4 6 10 266 218 484 03:15 8 6 14 285 206 491 03:30 5 4 9 276 204 480 03:45 3 20 7 23 10 43 208 1035 195 823 403 1858 04:00 8 8 16 259 223 482 04:15 10 13 23 214 225 439 04:30 10 15 25 268 213 481 04:45 13 41 36 72 49 113 268 1009 213 874 481 1883 05:00 21 39 60 309 204 513 05:15 21 44 65 234 188 422 05:30 32 62 94 158 189 347 05:45 30 104 87 232 117 336 112 813 168 749 280 1562 06:00 33 86 119 130 122 252 06:15 42 110 152 104 119 223 06:30 59 150 209 97 140 237 06:45 60 194 218 564 278 758 85 416 110 491 195 907 07:00 86 205 291 96 99 195 07:15 124 295 419 91 89 180 07:30 177 283 460 71 78 149 07:45 165 552 348 1131 513 1683 60 318 84 350 144 668 08:00 166 239 405 65 78 143 08:15 138 218 356 67 74 141 08:30 147 194 341 70 67 137 08:45 143 594 228 879 371 1473 55 257 61 280 116 537 09:00 140 168 308 69 66 135 09:15 142 176 318 37 73 110 09:30 134 179 313 52 56 108 09:45 157 573 163 686 320 1259 56 214 51 246 107 460 10:00 174 165 339 45 42 87 10:15 157 170 327 50 40 90 10:30 127 157 284 31 31 62 10:45 170 628 200 692 370 1320 28 154 37 150 65 304 11:00 149 205 354 27 28 55 11:15 170 183 353 23 25 48 11:30 159 178 337 19 32 51 11:45 162 640 184 750 346 1390 13 82 22 107 35 189 TOTALS 3453 5139 8592 6521 6417 12938 SPLIT %40.2% 59.8%39.9%50.4% 49.6%60.1% NB SB EB WB 9,974 11,556 0 0 AM Peak Hour 11:15 07:15 07:15 16:30 16:00 16:15 AM Pk Volume 702 1165 1797 1079 874 1914 Pk Hr Factor 0.832 0.837 0.876 0.873 0.971 0.933 7 - 9 Volume 1146 2010 0 0 3156 1822 1623 0 0 3445 7 - 9 Peak Hour 07:30 07:15 07:15 16:30 16:00 16:15 7 - 9 Pk Volume 646 1165 0 0 1797 1079 874 0 0 1914 Pk Hr Factor 0.912 0.837 0.000 0.000 0.876 0.873 0.971 0.000 0.000 0.933 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Cook St N/O Country Club Dr 21:30 21:45 22:00 Total 21,530 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 21,530 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_017 NB SB EB WB 10,577 12,401 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 20 24 44 206 202 408 00:15 18 13 31 181 248 429 00:30 20 11 31 167 204 371 00:45 9 67 12 60 21 127 175 729 185 839 360 1568 01:00 5 3 8 183 185 368 01:15 13 6 19 178 209 387 01:30 8 8 16 193 218 411 01:45 8 34 12 29 20 63 193 747 217 829 410 1576 02:00 5 6 11 200 180 380 02:15 7 6 13 227 207 434 02:30 10 3 13 244 228 472 02:45 4 26 9 24 13 50 238 909 230 845 468 1754 03:00 5 6 11 286 222 508 03:15 8 10 18 295 227 522 03:30 5 9 14 298 229 527 03:45 3 21 9 34 12 55 230 1109 206 884 436 1993 04:00 7 8 15 296 202 498 04:15 14 14 28 249 181 430 04:30 16 23 39 262 185 447 04:45 17 54 48 93 65 147 230 1037 212 780 442 1817 05:00 21 55 76 293 182 475 05:15 19 71 90 288 190 478 05:30 37 81 118 175 168 343 05:45 37 114 112 319 149 433 127 883 154 694 281 1577 06:00 38 109 147 113 128 241 06:15 42 122 164 99 131 230 06:30 71 173 244 112 147 259 06:45 63 214 266 670 329 884 100 424 107 513 207 937 07:00 96 232 328 89 109 198 07:15 128 324 452 93 96 189 07:30 147 322 469 76 79 155 07:45 188 559 393 1271 581 1830 59 317 89 373 148 690 08:00 164 261 425 70 78 148 08:15 171 239 410 73 78 151 08:30 181 233 414 67 81 148 08:45 141 657 278 1011 419 1668 54 264 72 309 126 573 09:00 142 179 321 69 70 139 09:15 155 188 343 47 76 123 09:30 146 203 349 51 57 108 09:45 177 620 180 750 357 1370 52 219 57 260 109 479 10:00 178 170 348 48 52 100 10:15 174 186 360 46 47 93 10:30 137 177 314 28 38 66 10:45 183 672 217 750 400 1422 32 154 46 183 78 337 11:00 157 201 358 32 30 62 11:15 175 191 366 22 30 52 11:30 155 177 332 23 33 56 11:45 169 656 197 766 366 1422 14 91 22 115 36 206 TOTALS 3694 5777 9471 6883 6624 13507 SPLIT %39.0% 61.0%41.2%51.0% 49.0%58.8% NB SB EB WB 10,577 12,401 0 0 AM Peak Hour 11:45 07:15 07:15 15:15 14:45 14:45 AM Pk Volume 723 1300 1927 1119 908 2025 Pk Hr Factor 0.877 0.827 0.829 0.939 0.987 0.961 7 - 9 Volume 1216 2282 0 0 3498 1920 1474 0 0 3394 7 - 9 Peak Hour 07:45 07:15 07:15 16:30 16:00 16:30 7 - 9 Pk Volume 704 1300 0 0 1927 1073 780 0 0 1842 Pk Hr Factor 0.936 0.827 0.000 0.000 0.829 0.916 0.920 0.000 0.000 0.963 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Cook St N/O Frank Sinatra Dr 21:30 21:45 22:00 Total 22,978 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 22,978 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_018 NB SB EB WB 12,744 15,201 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 26 32 58 197 235 432 00:15 27 19 46 172 255 427 00:30 25 17 42 171 245 416 00:45 16 94 13 81 29 175 143 683 168 903 311 1586 01:00 11 6 17 182 174 356 01:15 16 8 24 160 213 373 01:30 11 10 21 227 256 483 01:45 10 48 12 36 22 84 214 783 220 863 434 1646 02:00 8 5 13 236 194 430 02:15 6 7 13 247 242 489 02:30 10 9 19 282 267 549 02:45 3 27 7 28 10 55 284 1049 250 953 534 2002 03:00 8 11 19 306 263 569 03:15 11 14 25 349 262 611 03:30 7 12 19 350 286 636 03:45 7 33 18 55 25 88 316 1321 254 1065 570 2386 04:00 15 18 33 296 219 515 04:15 15 18 33 296 231 527 04:30 22 36 58 316 228 544 04:45 20 72 70 142 90 214 327 1235 255 933 582 2168 05:00 24 80 104 407 229 636 05:15 32 91 123 341 219 560 05:30 45 110 155 249 210 459 05:45 51 152 135 416 186 568 211 1208 188 846 399 2054 06:00 63 135 198 147 159 306 06:15 54 165 219 135 160 295 06:30 99 236 335 134 145 279 06:45 97 313 363 899 460 1212 125 541 131 595 256 1136 07:00 152 327 479 122 116 238 07:15 169 400 569 108 111 219 07:30 258 445 703 117 106 223 07:45 228 807 560 1732 788 2539 83 430 94 427 177 857 08:00 190 373 563 92 85 177 08:15 191 368 559 82 81 163 08:30 216 294 510 87 93 180 08:45 179 776 348 1383 527 2159 85 346 91 350 176 696 09:00 172 265 437 93 94 187 09:15 158 248 406 83 83 166 09:30 171 279 450 55 82 137 09:45 190 691 242 1034 432 1725 65 296 74 333 139 629 10:00 194 195 389 71 65 136 10:15 182 191 373 49 50 99 10:30 181 229 410 44 49 93 10:45 211 768 233 848 444 1616 39 203 60 224 99 427 11:00 204 227 431 35 39 74 11:15 201 231 432 34 43 77 11:30 148 220 368 34 41 75 11:45 196 749 224 902 420 1651 16 119 30 153 46 272 TOTALS 4530 7556 12086 8214 7645 15859 SPLIT %37.5% 62.5%43.2%51.8% 48.2%56.8% NB SB EB WB 12,744 15,201 0 0 AM Peak Hour 07:30 07:15 07:15 16:30 15:00 15:00 AM Pk Volume 867 1778 2623 1391 1065 2386 Pk Hr Factor 0.840 0.794 0.832 0.854 0.931 0.938 7 - 9 Volume 1583 3115 0 0 4698 2443 1779 0 0 4222 7 - 9 Peak Hour 07:30 07:15 07:15 16:30 16:15 16:30 7 - 9 Pk Volume 867 1778 0 0 2623 1391 943 0 0 2322 Pk Hr Factor 0.840 0.794 0.000 0.000 0.832 0.854 0.925 0.000 0.000 0.913 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Cook St N/O Gerald Ford Dr 21:30 21:45 22:00 Total 27,945 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 27,945 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_020 NB SB EB WB 15,902 15,408 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 20 13 33 297 361 658 00:15 31 12 43 236 263 499 00:30 13 14 27 275 372 647 00:45 18 82 22 61 40 143 289 1097 339 1335 628 2432 01:00 13 13 26 229 235 464 01:15 12 14 26 283 307 590 01:30 13 11 24 309 273 582 01:45 10 48 9 47 19 95 345 1166 243 1058 588 2224 02:00 16 12 28 304 250 554 02:15 0 10 10 335 277 612 02:30 11 7 18 322 249 571 02:45 9 36 1 30 10 66 359 1320 210 986 569 2306 03:00 9 5 14 345 238 583 03:15 7 7 14 335 276 611 03:30 19 9 28 232 354 586 03:45 11 46 10 31 21 77 347 1259 361 1229 708 2488 04:00 10 7 17 301 372 673 04:15 14 26 40 326 467 793 04:30 22 17 39 326 286 612 04:45 35 81 41 91 76 172 300 1253 294 1419 594 2672 05:00 46 14 60 221 394 615 05:15 41 43 84 274 401 675 05:30 88 36 124 236 338 574 05:45 126 301 46 139 172 440 215 946 300 1433 515 2379 06:00 73 66 139 259 247 506 06:15 74 50 124 205 285 490 06:30 88 135 223 177 173 350 06:45 242 477 114 365 356 842 141 782 179 884 320 1666 07:00 237 128 365 166 151 317 07:15 270 125 395 138 114 252 07:30 253 210 463 189 121 310 07:45 365 1125 267 730 632 1855 135 628 202 588 337 1216 08:00 189 239 428 120 100 220 08:15 333 210 543 146 152 298 08:30 290 195 485 99 72 171 08:45 329 1141 233 877 562 2018 111 476 114 438 225 914 09:00 220 165 385 91 94 185 09:15 250 216 466 87 99 186 09:30 235 212 447 80 73 153 09:45 249 954 214 807 463 1761 81 339 82 348 163 687 10:00 165 199 364 60 77 137 10:15 236 293 529 50 41 91 10:30 269 284 553 58 38 96 10:45 262 932 273 1049 535 1981 38 206 35 191 73 397 11:00 295 195 490 44 15 59 11:15 267 275 542 24 35 59 11:30 328 294 622 28 17 45 11:45 195 1085 417 1181 612 2266 26 122 24 91 50 213 TOTALS 6308 5408 11716 9594 10000 19594 SPLIT %53.8% 46.2%37.4%49.0% 51.0%62.6% NB SB EB WB 15,902 15,408 0 0 AM Peak Hour 07:45 11:45 11:15 14:15 15:30 15:45 AM Pk Volume 1177 1413 2434 1361 1554 2786 Pk Hr Factor 0.806 0.847 0.925 0.948 0.832 0.878 7 - 9 Volume 2266 1607 0 0 3873 2199 2852 0 0 5051 7 - 9 Peak Hour 07:45 07:30 07:45 16:00 16:15 16:00 7 - 9 Pk Volume 1177 926 0 0 2088 1253 1441 0 0 2672 Pk Hr Factor 0.806 0.867 0.000 0.000 0.826 0.961 0.771 0.000 0.000 0.842 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Washington St N/O Highway 111 21:30 21:45 22:00 Total 31,310 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 31,310 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_020 NB SB EB WB 20,469 19,662 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 31 41 72 284 355 639 00:15 22 28 50 353 358 711 00:30 20 21 41 357 310 667 00:45 14 87 24 114 38 201 401 1395 327 1350 728 2745 01:00 16 18 34 402 372 774 01:15 13 12 25 467 398 865 01:30 19 15 34 351 368 719 01:45 15 63 19 64 34 127 315 1535 498 1636 813 3171 02:00 14 10 24 450 341 791 02:15 9 6 15 521 315 836 02:30 7 14 21 577 348 925 02:45 14 44 11 41 25 85 439 1987 439 1443 878 3430 03:00 15 10 25 460 408 868 03:15 9 8 17 449 438 887 03:30 16 8 24 496 372 868 03:45 18 58 20 46 38 104 461 1866 374 1592 835 3458 04:00 27 9 36 324 425 749 04:15 28 24 52 361 366 727 04:30 34 14 48 351 368 719 04:45 34 123 26 73 60 196 329 1365 398 1557 727 2922 05:00 41 36 77 363 379 742 05:15 64 41 105 389 439 828 05:30 70 55 125 296 399 695 05:45 101 276 66 198 167 474 302 1350 355 1572 657 2922 06:00 98 73 171 248 270 518 06:15 138 78 216 269 248 517 06:30 193 144 337 271 275 546 06:45 208 637 208 503 416 1140 226 1014 185 978 411 1992 07:00 304 235 539 177 217 394 07:15 410 299 709 160 178 338 07:30 406 305 711 161 179 340 07:45 359 1479 318 1157 677 2636 172 670 145 719 317 1389 08:00 289 378 667 172 160 332 08:15 309 317 626 168 137 305 08:30 331 352 683 142 127 269 08:45 326 1255 308 1355 634 2610 109 591 134 558 243 1149 09:00 285 277 562 181 123 304 09:15 267 273 540 156 119 275 09:30 278 281 559 114 108 222 09:45 286 1116 290 1121 576 2237 93 544 100 450 193 994 10:00 278 318 596 89 82 171 10:15 314 298 612 82 100 182 10:30 289 330 619 90 57 147 10:45 304 1185 333 1279 637 2464 58 319 58 297 116 616 11:00 333 344 677 39 61 100 11:15 348 339 687 44 40 84 11:30 326 352 678 36 39 75 11:45 365 1372 338 1373 703 2745 19 138 46 186 65 324 TOTALS 7695 7324 15019 12774 12338 25112 SPLIT %51.2% 48.8%37.4%50.9% 49.1%62.6% NB SB EB WB 20,469 19,662 0 0 AM Peak Hour 07:00 11:30 07:15 14:15 14:45 14:30 AM Pk Volume 1479 1403 2764 1997 1657 3558 Pk Hr Factor 0.902 0.980 0.972 0.865 0.944 0.962 7 - 9 Volume 2734 2512 0 0 5246 2715 3129 0 0 5844 7 - 9 Peak Hour 07:00 07:45 07:15 16:30 16:45 16:30 7 - 9 Pk Volume 1479 1365 0 0 2764 1432 1615 0 0 3016 Pk Hr Factor 0.902 0.903 0.000 0.000 0.972 0.920 0.920 0.000 0.000 0.911 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Washington St N/O Fred Waring Dr 21:30 21:45 22:00 Total 40,131 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 40,131 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_021 NB SB EB WB 18,974 17,843 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 32 52 84 305 312 617 00:15 19 35 54 325 309 634 00:30 15 29 44 327 263 590 00:45 18 84 27 143 45 227 327 1284 315 1199 642 2483 01:00 16 23 39 327 279 606 01:15 9 19 28 358 312 670 01:30 12 23 35 292 300 592 01:45 12 49 17 82 29 131 365 1342 299 1190 664 2532 02:00 10 15 25 369 272 641 02:15 15 12 27 350 302 652 02:30 13 16 29 370 279 649 02:45 10 48 15 58 25 106 334 1423 288 1141 622 2564 03:00 15 9 24 384 278 662 03:15 18 8 26 363 305 668 03:30 15 19 34 352 290 642 03:45 20 68 17 53 37 121 411 1510 298 1171 709 2681 04:00 23 10 33 380 373 753 04:15 30 27 57 392 364 756 04:30 40 28 68 356 338 694 04:45 33 126 31 96 64 222 355 1483 322 1397 677 2880 05:00 39 35 74 370 369 739 05:15 67 47 114 384 353 737 05:30 63 60 123 301 350 651 05:45 94 263 81 223 175 486 285 1340 281 1353 566 2693 06:00 98 107 205 243 225 468 06:15 125 135 260 262 220 482 06:30 156 180 336 229 209 438 06:45 186 565 263 685 449 1250 188 922 195 849 383 1771 07:00 265 276 541 193 204 397 07:15 342 345 687 145 138 283 07:30 437 306 743 160 170 330 07:45 376 1420 360 1287 736 2707 166 664 144 656 310 1320 08:00 301 322 623 138 152 290 08:15 293 348 641 130 135 265 08:30 345 281 626 116 136 252 08:45 310 1249 375 1326 685 2575 102 486 124 547 226 1033 09:00 325 268 593 148 114 262 09:15 282 263 545 128 129 257 09:30 309 278 587 120 123 243 09:45 299 1215 249 1058 548 2273 78 474 102 468 180 942 10:00 289 276 565 87 112 199 10:15 293 242 535 68 97 165 10:30 301 320 621 77 78 155 10:45 309 1192 263 1101 572 2293 67 299 80 367 147 666 11:00 347 296 643 46 81 127 11:15 333 267 600 43 59 102 11:30 312 291 603 29 51 80 11:45 322 1314 297 1151 619 2465 36 154 51 242 87 396 TOTALS 7593 7263 14856 11381 10580 21961 SPLIT %51.1% 48.9%40.4%51.8% 48.2%59.6% NB SB EB WB 18,974 17,843 0 0 AM Peak Hour 07:15 07:30 07:15 15:45 16:00 15:45 AM Pk Volume 1456 1336 2789 1539 1397 2912 Pk Hr Factor 0.833 0.928 0.938 0.936 0.936 0.963 7 - 9 Volume 2669 2613 0 0 5282 2823 2750 0 0 5573 7 - 9 Peak Hour 07:15 07:30 07:15 16:00 16:00 16:00 7 - 9 Pk Volume 1456 1336 0 0 2789 1483 1397 0 0 2880 Pk Hr Factor 0.833 0.928 0.000 0.000 0.938 0.946 0.936 0.000 0.000 0.952 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Washington St N/O Hovley Ln 21:30 21:45 22:00 Total 36,817 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 36,817 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_022 NB SB EB WB 23,704 23,521 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 42 59 101 408 415 823 00:15 23 42 65 429 435 864 00:30 26 29 55 392 378 770 00:45 24 115 26 156 50 271 410 1639 451 1679 861 3318 01:00 28 26 54 417 437 854 01:15 13 22 35 477 416 893 01:30 21 28 49 404 392 796 01:45 16 78 18 94 34 172 454 1752 400 1645 854 3397 02:00 16 17 33 447 364 811 02:15 15 14 29 458 396 854 02:30 12 14 26 470 380 850 02:45 8 51 14 59 22 110 451 1826 415 1555 866 3381 03:00 11 14 25 528 372 900 03:15 17 12 29 502 399 901 03:30 12 20 32 472 407 879 03:45 31 71 19 65 50 136 542 2044 420 1598 962 3642 04:00 27 17 44 462 414 876 04:15 42 38 80 472 394 866 04:30 39 41 80 447 416 863 04:45 33 141 49 145 82 286 451 1832 413 1637 864 3469 05:00 41 61 102 488 453 941 05:15 77 75 152 474 436 910 05:30 71 85 156 453 402 855 05:45 116 305 125 346 241 651 398 1813 373 1664 771 3477 06:00 127 146 273 317 292 609 06:15 151 184 335 332 270 602 06:30 178 261 439 282 276 558 06:45 231 687 380 971 611 1658 230 1161 234 1072 464 2233 07:00 311 397 708 237 247 484 07:15 366 421 787 203 185 388 07:30 472 532 1004 213 201 414 07:45 428 1577 506 1856 934 3433 222 875 176 809 398 1684 08:00 423 471 894 165 185 350 08:15 356 394 750 179 159 338 08:30 333 420 753 176 154 330 08:45 348 1460 439 1724 787 3184 145 665 149 647 294 1312 09:00 365 358 723 198 154 352 09:15 350 359 709 158 164 322 09:30 334 383 717 143 136 279 09:45 356 1405 350 1450 706 2855 108 607 125 579 233 1186 10:00 329 383 712 116 131 247 10:15 347 330 677 96 106 202 10:30 351 429 780 83 88 171 10:45 386 1413 357 1499 743 2912 81 376 79 404 160 780 11:00 391 412 803 64 86 150 11:15 416 387 803 47 68 115 11:30 428 395 823 36 56 92 11:45 386 1621 406 1600 792 3221 43 190 57 267 100 457 TOTALS 8924 9965 18889 14780 13556 28336 SPLIT %47.2% 52.8%40.0%52.2% 47.8%60.0% NB SB EB WB 23,704 23,521 0 0 AM Peak Hour 07:15 07:15 07:15 15:00 16:30 15:00 AM Pk Volume 1689 1930 3619 2044 1718 3642 Pk Hr Factor 0.895 0.907 0.901 0.943 0.948 0.946 7 - 9 Volume 3037 3580 0 0 6617 3645 3301 0 0 6946 7 - 9 Peak Hour 07:15 07:15 07:15 16:45 16:30 16:30 7 - 9 Pk Volume 1689 1930 0 0 3619 1866 1718 0 0 3578 Pk Hr Factor 0.895 0.907 0.000 0.000 0.901 0.956 0.948 0.000 0.000 0.951 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Washington St N/O Country Club Dr 21:30 21:45 22:00 Total 47,225 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 47,225 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_023 NB SB EB WB 0 0 8,954 10,212 AM Period NB SB EB WB NB SB EB WB 00:00 24 7 31 187 212 399 00:15 10 13 23 165 200 365 00:30 16 4 20 151 224 375 00:45 7 57 2 26 9 83 172 675 237 873 409 1548 01:00 10 3 13 202 211 413 01:15 3 1 4 213 230 443 01:30 6 2 8 175 211 386 01:45 6 25 5 11 11 36 192 782 222 874 414 1656 02:00 1 5 6 207 210 417 02:15 3 0 3 204 208 412 02:30 4 3 7 215 191 406 02:45 2 10 3 11 5 21 220 846 202 811 422 1657 03:00 3 1 4 200 269 469 03:15 5 4 9 211 257 468 03:30 6 6 12 218 221 439 03:45 0 14 7 18 7 32 219 848 254 1001 473 1849 04:00 1 1 2 186 205 391 04:15 4 6 10 190 218 408 04:30 3 6 9 178 195 373 04:45 9 17 19 32 28 49 166 720 198 816 364 1536 05:00 8 14 22 223 197 420 05:15 10 14 24 201 204 405 05:30 9 24 33 184 181 365 05:45 16 43 47 99 63 142 156 764 201 783 357 1547 06:00 18 27 45 155 156 311 06:15 20 32 52 163 167 330 06:30 25 44 69 113 130 243 06:45 27 90 53 156 80 246 113 544 131 584 244 1128 07:00 23 53 76 119 127 246 07:15 45 88 133 102 121 223 07:30 47 85 132 106 104 210 07:45 56 171 104 330 160 501 125 452 96 448 221 900 08:00 62 98 160 97 86 183 08:15 72 114 186 100 77 177 08:30 78 123 201 107 95 202 08:45 82 294 154 489 236 783 95 399 50 308 145 707 09:00 80 121 201 89 59 148 09:15 83 110 193 83 54 137 09:30 98 127 225 74 54 128 09:45 110 371 155 513 265 884 64 310 31 198 95 508 10:00 104 170 274 60 34 94 10:15 159 201 360 49 27 76 10:30 151 196 347 55 19 74 10:45 150 564 223 790 373 1354 34 198 19 99 53 297 11:00 165 212 377 33 22 55 11:15 166 223 389 29 18 47 11:30 156 198 354 22 20 42 11:45 172 659 233 866 405 1525 17 101 16 76 33 177 TOTALS 2315 3341 5656 6639 6871 13510 SPLIT %40.9% 59.1%29.5%49.1% 50.9%70.5% NB SB EB WB 0 0 8,954 10,212 AM Peak Hour 11:15 11:45 11:15 14:45 15:00 15:00 AM Pk Volume 681 869 1547 849 1001 1849 Pk Hr Factor 0.910 0.932 0.955 0.965 0.930 0.977 7 - 9 Volume 0 0 465 819 1284 0 0 1484 1599 3083 7 - 9 Peak Hour 08:00 08:00 08:00 16:45 16:00 16:15 7 - 9 Pk Volume 0 0 294 489 783 0 0 774 816 1565 Pk Hr Factor 0.000 0.000 0.896 0.794 0.829 0.000 0.000 0.868 0.936 0.932 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Fred Waring Dr E/O Hwy 111 21:30 21:45 22:00 Total 19,166 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 19,166 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_024 NB SB EB WB 0 0 15,317 16,749 AM Period NB SB EB WB NB SB EB WB 00:00 45 11 56 262 368 630 00:15 25 12 37 266 321 587 00:30 36 9 45 240 353 593 00:45 14 120 10 42 24 162 334 1102 309 1351 643 2453 01:00 13 6 19 288 342 630 01:15 14 1 15 326 322 648 01:30 11 10 21 309 347 656 01:45 10 48 2 19 12 67 364 1287 312 1323 676 2610 02:00 3 8 11 325 342 667 02:15 7 4 11 366 267 633 02:30 5 2 7 392 307 699 02:45 2 17 9 23 11 40 355 1438 329 1245 684 2683 03:00 5 4 9 321 473 794 03:15 5 5 10 371 393 764 03:30 4 11 15 389 401 790 03:45 3 17 15 35 18 52 361 1442 322 1589 683 3031 04:00 9 5 14 328 302 630 04:15 3 8 11 335 288 623 04:30 8 10 18 294 280 574 04:45 11 31 45 68 56 99 305 1262 286 1156 591 2418 05:00 13 30 43 374 309 683 05:15 11 35 46 355 347 702 05:30 14 37 51 295 299 594 05:45 34 72 87 189 121 261 268 1292 264 1219 532 2511 06:00 33 46 79 278 254 532 06:15 25 61 86 234 234 468 06:30 51 93 144 207 206 413 06:45 58 167 132 332 190 499 208 927 200 894 408 1821 07:00 71 98 169 212 220 432 07:15 93 191 284 204 196 400 07:30 73 240 313 184 154 338 07:45 99 336 283 812 382 1148 191 791 158 728 349 1519 08:00 121 303 424 188 137 325 08:15 146 252 398 185 103 288 08:30 153 281 434 186 89 275 08:45 152 572 284 1120 436 1692 191 750 98 427 289 1177 09:00 155 247 402 196 75 271 09:15 145 227 372 141 83 224 09:30 154 286 440 130 75 205 09:45 180 634 277 1037 457 1671 126 593 53 286 179 879 10:00 147 319 466 137 34 171 10:15 202 292 494 109 38 147 10:30 177 354 531 86 44 130 10:45 223 749 311 1276 534 2025 67 399 30 146 97 545 11:00 276 323 599 48 29 77 11:15 237 297 534 61 29 90 11:30 251 336 587 49 22 71 11:45 306 1070 371 1327 677 2397 43 201 25 105 68 306 TOTALS 3833 6280 10113 11484 10469 21953 SPLIT %37.9% 62.1%31.5%52.3% 47.7%68.5% NB SB EB WB 0 0 15,317 16,749 AM Peak Hour 11:30 11:45 11:45 15:15 14:45 14:45 AM Pk Volume 1085 1413 2487 1449 1596 3032 Pk Hr Factor 0.886 0.952 0.918 0.931 0.844 0.955 7 - 9 Volume 0 0 908 1932 2840 0 0 2554 2375 4929 7 - 9 Peak Hour 08:00 08:00 08:00 16:45 16:45 16:45 7 - 9 Pk Volume 0 0 572 1120 1692 0 0 1329 1241 2570 Pk Hr Factor 0.000 0.000 0.935 0.924 0.970 0.000 0.000 0.888 0.894 0.915 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Fred Waring Dr E/O Monterey Ave 21:30 21:45 22:00 Total 32,066 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 32,066 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_025 NB SB EB WB 0 0 18,409 17,660 AM Period NB SB EB WB NB SB EB WB 00:00 43 12 55 337 327 664 00:15 31 18 49 348 273 621 00:30 31 12 43 275 308 583 00:45 15 120 8 50 23 170 332 1292 302 1210 634 2502 01:00 13 3 16 326 312 638 01:15 8 4 12 414 309 723 01:30 9 8 17 334 270 604 01:45 16 46 1 16 17 62 381 1455 402 1293 783 2748 02:00 9 5 14 361 279 640 02:15 13 1 14 391 316 707 02:30 2 7 9 382 381 763 02:45 6 30 7 20 13 50 522 1656 405 1381 927 3037 03:00 10 7 17 467 377 844 03:15 6 5 11 459 317 776 03:30 3 7 10 466 348 814 03:45 10 29 18 37 28 66 460 1852 342 1384 802 3236 04:00 12 10 22 419 272 691 04:15 7 12 19 417 263 680 04:30 11 25 36 363 274 637 04:45 28 58 51 98 79 156 400 1599 328 1137 728 2736 05:00 15 29 44 414 300 714 05:15 26 40 66 465 348 813 05:30 29 50 79 344 307 651 05:45 42 112 90 209 132 321 287 1510 304 1259 591 2769 06:00 41 47 88 217 275 492 06:15 53 92 145 269 224 493 06:30 91 129 220 254 216 470 06:45 89 274 220 488 309 762 174 914 247 962 421 1876 07:00 108 220 328 253 144 397 07:15 164 386 550 229 131 360 07:30 249 601 850 239 132 371 07:45 263 784 490 1697 753 2481 213 934 112 519 325 1453 08:00 250 332 582 203 107 310 08:15 214 316 530 215 80 295 08:30 181 306 487 210 70 280 08:45 155 800 377 1331 532 2131 223 851 80 337 303 1188 09:00 179 263 442 207 79 286 09:15 202 284 486 163 63 226 09:30 186 299 485 142 58 200 09:45 224 791 375 1221 599 2012 145 657 45 245 190 902 10:00 204 273 477 152 60 212 10:15 202 259 461 103 48 151 10:30 214 307 521 91 34 125 10:45 276 896 357 1196 633 2092 59 405 31 173 90 578 11:00 270 282 552 58 33 91 11:15 261 312 573 56 20 76 11:30 288 363 651 57 19 76 11:45 310 1129 345 1302 655 2431 44 215 23 95 67 310 TOTALS 5069 7665 12734 13340 9995 23335 SPLIT %39.8% 60.2%35.3%57.2% 42.8%64.7% NB SB EB WB 0 0 18,409 17,660 AM Peak Hour 11:30 07:15 07:15 14:45 14:30 14:45 AM Pk Volume 1283 1809 2735 1914 1480 3361 Pk Hr Factor 0.922 0.752 0.804 0.917 0.914 0.906 7 - 9 Volume 0 0 1584 3028 4612 0 0 3109 2396 5505 7 - 9 Peak Hour 07:30 07:15 07:15 16:30 16:45 16:45 7 - 9 Pk Volume 0 0 976 1809 2735 0 0 1642 1283 2906 Pk Hr Factor 0.000 0.000 0.928 0.752 0.804 0.000 0.000 0.883 0.922 0.894 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Fred Waring Dr W/O Cook St 21:30 21:45 22:00 Total 36,069 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 36,069 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_026 NB SB EB WB 0 0 14,751 15,139 AM Period NB SB EB WB NB SB EB WB 00:00 36 9 45 215 214 429 00:15 37 17 54 213 235 448 00:30 27 16 43 224 247 471 00:45 13 113 5 47 18 160 231 883 243 939 474 1822 01:00 13 3 16 200 231 431 01:15 12 6 18 228 235 463 01:30 9 6 15 255 256 511 01:45 14 48 5 20 19 68 270 953 243 965 513 1918 02:00 9 12 21 235 301 536 02:15 12 2 14 254 297 551 02:30 4 8 12 314 360 674 02:45 6 31 11 33 17 64 295 1098 358 1316 653 2414 03:00 9 8 17 388 280 668 03:15 4 5 9 333 264 597 03:30 2 9 11 373 299 672 03:45 8 23 20 42 28 65 327 1421 296 1139 623 2560 04:00 13 10 23 386 208 594 04:15 8 12 20 367 233 600 04:30 13 27 40 342 234 576 04:45 17 51 53 102 70 153 358 1453 235 910 593 2363 05:00 16 43 59 366 240 606 05:15 17 59 76 443 252 695 05:30 25 78 103 314 228 542 05:45 30 88 98 278 128 366 256 1379 270 990 526 2369 06:00 41 65 106 208 222 430 06:15 44 108 152 270 174 444 06:30 58 154 212 229 193 422 06:45 88 231 213 540 301 771 188 895 201 790 389 1685 07:00 93 248 341 186 116 302 07:15 119 432 551 233 114 347 07:30 161 514 675 198 112 310 07:45 221 594 383 1577 604 2171 175 792 103 445 278 1237 08:00 192 307 499 179 78 257 08:15 193 318 511 184 75 259 08:30 142 310 452 143 66 209 08:45 201 728 293 1228 494 1956 169 675 73 292 242 967 09:00 152 210 362 166 61 227 09:15 174 240 414 154 76 230 09:30 138 253 391 126 49 175 09:45 172 636 300 1003 472 1639 120 566 59 245 179 811 10:00 162 210 372 112 49 161 10:15 166 249 415 105 45 150 10:30 159 255 414 76 34 110 10:45 226 713 236 950 462 1663 62 355 40 168 102 523 11:00 202 218 420 45 23 68 11:15 203 257 460 43 22 65 11:30 206 294 500 43 14 57 11:45 240 851 267 1036 507 1887 43 174 25 84 68 258 TOTALS 4107 6856 10963 10644 8283 18927 SPLIT %37.5% 62.5%36.7%56.2% 43.8%63.3% NB SB EB WB 0 0 14,751 15,139 AM Peak Hour 11:45 07:15 07:15 16:30 14:00 14:30 AM Pk Volume 892 1636 2329 1509 1316 2592 Pk Hr Factor 0.929 0.796 0.863 0.852 0.914 0.961 7 - 9 Volume 0 0 1322 2805 4127 0 0 2832 1900 4732 7 - 9 Peak Hour 07:30 07:15 07:15 16:30 17:00 16:30 7 - 9 Pk Volume 0 0 767 1636 2329 0 0 1509 990 2470 Pk Hr Factor 0.000 0.000 0.868 0.796 0.863 0.000 0.000 0.852 0.917 0.888 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Fred Waring Dr W/O Washington St 21:30 21:45 22:00 Total 29,890 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 29,890 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_027 NB SB EB WB 0 0 12,381 10,527 AM Period NB SB EB WB NB SB EB WB 00:00 23 11 34 281 164 445 00:15 21 11 32 240 166 406 00:30 19 7 26 235 187 422 00:45 16 79 3 32 19 111 234 990 206 723 440 1713 01:00 13 6 19 219 203 422 01:15 6 1 7 235 198 433 01:30 10 3 13 234 224 458 01:45 9 38 7 17 16 55 253 941 210 835 463 1776 02:00 16 1 17 267 230 497 02:15 3 0 3 246 205 451 02:30 4 2 6 259 203 462 02:45 2 25 4 7 6 32 321 1093 210 848 531 1941 03:00 4 4 8 296 194 490 03:15 3 4 7 269 166 435 03:30 8 2 10 331 197 528 03:45 3 18 4 14 7 32 260 1156 168 725 428 1881 04:00 2 7 9 251 172 423 04:15 1 6 7 277 151 428 04:30 4 6 10 276 153 429 04:45 7 14 13 32 20 46 276 1080 156 632 432 1712 05:00 13 14 27 325 166 491 05:15 7 24 31 249 167 416 05:30 14 46 60 207 127 334 05:45 20 54 60 144 80 198 177 958 135 595 312 1553 06:00 23 47 70 151 135 286 06:15 23 80 103 177 101 278 06:30 54 96 150 131 115 246 06:45 56 156 172 395 228 551 142 601 97 448 239 1049 07:00 64 145 209 119 105 224 07:15 84 155 239 123 75 198 07:30 105 196 301 112 75 187 07:45 127 380 318 814 445 1194 104 458 66 321 170 779 08:00 126 271 397 117 59 176 08:15 106 208 314 88 53 141 08:30 124 279 403 93 58 151 08:45 151 507 239 997 390 1504 93 391 30 200 123 591 09:00 184 210 394 83 47 130 09:15 202 186 388 73 43 116 09:30 207 189 396 66 23 89 09:45 234 827 199 784 433 1611 52 274 43 156 95 430 10:00 186 215 401 72 27 99 10:15 239 212 451 54 22 76 10:30 228 232 460 67 15 82 10:45 243 896 207 866 450 1762 38 231 22 86 60 317 11:00 247 228 475 37 20 57 11:15 284 192 476 37 10 47 11:30 291 200 491 25 19 44 11:45 273 1095 175 795 448 1890 20 119 12 61 32 180 TOTALS 4089 4897 8986 8292 5630 13922 SPLIT %45.5% 54.5%39.2%59.6% 40.4%60.8% NB SB EB WB 0 0 12,381 10,527 AM Peak Hour 11:15 07:45 10:45 14:45 13:30 14:45 AM Pk Volume 1129 1076 1892 1217 869 1984 Pk Hr Factor 0.970 0.846 0.963 0.919 0.945 0.934 7 - 9 Volume 0 0 887 1811 2698 0 0 2038 1227 3265 7 - 9 Peak Hour 08:00 07:45 07:45 16:15 16:30 16:15 7 - 9 Pk Volume 0 0 507 1076 1559 0 0 1154 642 1780 Pk Hr Factor 0.000 0.000 0.839 0.846 0.876 0.000 0.000 0.888 0.961 0.906 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 22,908 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Country Club Dr W/O Monterey Ave 21:30 21:45 22:00 Total 22,908 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_028 NB SB EB WB 0 0 10,463 10,677 AM Period NB SB EB WB NB SB EB WB 00:00 22 8 30 176 162 338 00:15 18 9 27 179 201 380 00:30 13 8 21 179 220 399 00:45 10 63 4 29 14 92 225 759 186 769 411 1528 01:00 18 6 24 181 197 378 01:15 5 5 10 202 201 403 01:30 2 3 5 204 233 437 01:45 6 31 3 17 9 48 200 787 222 853 422 1640 02:00 2 6 8 241 192 433 02:15 5 9 14 216 216 432 02:30 3 3 6 269 226 495 02:45 6 16 5 23 11 39 285 1011 215 849 500 1860 03:00 4 7 11 236 207 443 03:15 6 3 9 226 238 464 03:30 8 6 14 251 194 445 03:45 7 25 5 21 12 46 249 962 205 844 454 1806 04:00 8 6 14 232 168 400 04:15 6 5 11 238 192 430 04:30 6 11 17 227 157 384 04:45 12 32 12 34 24 66 225 922 192 709 417 1631 05:00 13 25 38 258 172 430 05:15 26 35 61 208 162 370 05:30 21 49 70 162 150 312 05:45 35 95 59 168 94 263 146 774 131 615 277 1389 06:00 37 45 82 136 135 271 06:15 41 54 95 139 127 266 06:30 45 99 144 126 124 250 06:45 72 195 113 311 185 506 100 501 94 480 194 981 07:00 64 128 192 128 85 213 07:15 77 140 217 104 81 185 07:30 108 225 333 106 65 171 07:45 136 385 239 732 375 1117 74 412 62 293 136 705 08:00 105 233 338 85 52 137 08:15 129 228 357 84 71 155 08:30 108 192 300 90 58 148 08:45 159 501 220 873 379 1374 96 355 56 237 152 592 09:00 158 200 358 73 66 139 09:15 132 178 310 71 50 121 09:30 154 206 360 73 41 114 09:45 179 623 196 780 375 1403 55 272 40 197 95 469 10:00 156 204 360 51 39 90 10:15 138 201 339 58 25 83 10:30 184 182 366 40 27 67 10:45 203 681 231 818 434 1499 36 185 16 107 52 292 11:00 194 221 415 38 19 57 11:15 182 198 380 15 17 32 11:30 180 192 372 32 17 49 11:45 218 774 239 850 457 1624 17 102 15 68 32 170 TOTALS 3421 4656 8077 7042 6021 13063 SPLIT %42.4% 57.6%38.2%53.9% 46.1%61.8% NB SB EB WB 0 0 10,463 10,677 AM Peak Hour 11:00 07:30 11:00 14:30 14:30 14:30 AM Pk Volume 774 925 1624 1016 886 1902 Pk Hr Factor 0.888 0.968 0.888 0.891 0.931 0.951 7 - 9 Volume 0 0 886 1605 2491 0 0 1696 1324 3020 7 - 9 Peak Hour 08:00 07:30 07:30 16:15 16:15 16:15 7 - 9 Pk Volume 0 0 501 925 1403 0 0 948 713 1661 Pk Hr Factor 0.000 0.000 0.788 0.968 0.935 0.000 0.000 0.919 0.928 0.966 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Country Club Dr W/O Portola Ave 21:30 21:45 22:00 Total 21,140 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 21,140 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_029 NB SB EB WB 0 0 13,030 13,532 AM Period NB SB EB WB NB SB EB WB 00:00 32 17 49 251 254 505 00:15 27 17 44 230 236 466 00:30 21 8 29 209 265 474 00:45 13 93 3 45 16 138 212 902 287 1042 499 1944 01:00 23 6 29 244 302 546 01:15 9 3 12 319 255 574 01:30 16 13 29 270 222 492 01:45 14 62 6 28 20 90 238 1071 235 1014 473 2085 02:00 7 6 13 256 242 498 02:15 5 4 9 278 230 508 02:30 10 6 16 283 216 499 02:45 4 26 8 24 12 50 241 1058 224 912 465 1970 03:00 5 7 12 278 214 492 03:15 4 8 12 296 217 513 03:30 4 15 19 315 243 558 03:45 15 28 8 38 23 66 316 1205 263 937 579 2142 04:00 10 13 23 240 248 488 04:15 19 23 42 273 193 466 04:30 9 34 43 278 231 509 04:45 13 51 48 118 61 169 287 1078 225 897 512 1975 05:00 18 52 70 322 207 529 05:15 21 72 93 317 210 527 05:30 22 72 94 275 183 458 05:45 39 100 81 277 120 377 239 1153 184 784 423 1937 06:00 57 76 133 183 154 337 06:15 53 102 155 173 147 320 06:30 71 182 253 152 130 282 06:45 92 273 233 593 325 866 131 639 121 552 252 1191 07:00 92 226 318 130 101 231 07:15 128 254 382 128 87 215 07:30 150 364 514 117 76 193 07:45 208 578 448 1292 656 1870 122 497 76 340 198 837 08:00 220 277 497 99 67 166 08:15 156 255 411 112 70 182 08:30 120 254 374 124 63 187 08:45 167 663 313 1099 480 1762 97 432 55 255 152 687 09:00 162 220 382 120 73 193 09:15 182 231 413 85 49 134 09:30 139 228 367 76 53 129 09:45 206 689 251 930 457 1619 77 358 50 225 127 583 10:00 174 225 399 85 42 127 10:15 207 231 438 70 32 102 10:30 169 252 421 52 44 96 10:45 223 773 241 949 464 1722 56 263 29 147 85 410 11:00 190 237 427 44 19 63 11:15 213 250 463 36 20 56 11:30 270 219 489 40 21 61 11:45 220 893 255 961 475 1854 25 145 13 73 38 218 TOTALS 4229 6354 10583 8801 7178 15979 SPLIT %40.0% 60.0%39.8%55.1% 44.9%60.2% NB SB EB WB 0 0 13,030 13,532 AM Peak Hour 11:30 07:30 07:30 15:00 12:30 15:00 AM Pk Volume 971 1344 2078 1205 1109 2142 Pk Hr Factor 0.899 0.750 0.792 0.953 0.918 0.925 7 - 9 Volume 0 0 1241 2391 3632 0 0 2231 1681 3912 7 - 9 Peak Hour 07:30 07:30 07:30 16:30 16:00 16:30 7 - 9 Pk Volume 0 0 734 1344 2078 0 0 1204 897 2077 Pk Hr Factor 0.000 0.000 0.834 0.750 0.792 0.000 0.000 0.935 0.904 0.982 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Country Club Dr W/O Washington St 21:30 21:45 22:00 Total 26,562 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 26,562 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_030 NB SB EB WB 0 0 5,457 4,955 AM Period NB SB EB WB NB SB EB WB 00:00 11 3 14 107 77 184 00:15 10 3 13 122 82 204 00:30 5 5 10 79 75 154 00:45 7 33 2 13 9 46 107 415 117 351 224 766 01:00 5 1 6 96 76 172 01:15 6 2 8 92 88 180 01:30 0 5 5 120 85 205 01:45 2 13 0 8 2 21 99 407 91 340 190 747 02:00 1 3 4 122 102 224 02:15 1 1 2 100 93 193 02:30 3 3 6 109 92 201 02:45 1 6 1 8 2 14 123 454 84 371 207 825 03:00 1 1 2 143 96 239 03:15 1 3 4 113 121 234 03:30 0 3 3 134 100 234 03:45 2 4 1 8 3 12 143 533 84 401 227 934 04:00 0 2 2 117 78 195 04:15 0 2 2 108 74 182 04:30 2 4 6 118 71 189 04:45 4 6 11 19 15 25 118 461 66 289 184 750 05:00 3 7 10 158 70 228 05:15 4 23 27 116 95 211 05:30 6 36 42 95 51 146 05:45 15 28 41 107 56 135 100 469 46 262 146 731 06:00 19 36 55 70 45 115 06:15 25 47 72 66 59 125 06:30 26 44 70 56 35 91 06:45 41 111 94 221 135 332 47 239 40 179 87 418 07:00 36 76 112 51 29 80 07:15 64 95 159 31 37 68 07:30 81 142 223 43 38 81 07:45 101 282 169 482 270 764 44 169 23 127 67 296 08:00 97 113 210 50 29 79 08:15 88 129 217 40 37 77 08:30 80 94 174 33 33 66 08:45 76 341 104 440 180 781 35 158 22 121 57 279 09:00 73 99 172 34 20 54 09:15 91 110 201 35 15 50 09:30 81 95 176 21 18 39 09:45 96 341 76 380 172 721 24 114 17 70 41 184 10:00 92 74 166 28 27 55 10:15 91 97 188 17 20 37 10:30 105 114 219 17 8 25 10:45 95 383 81 366 176 749 17 79 10 65 27 144 11:00 94 67 161 14 4 18 11:15 80 81 161 14 10 24 11:30 84 61 145 16 5 21 11:45 103 361 97 306 200 667 6 50 2 21 8 71 TOTALS 1909 2358 4267 3548 2597 6145 SPLIT %44.7% 55.3%41.0%57.7% 42.3%59.0% NB SB EB WB 0 0 5,457 4,955 AM Peak Hour 11:30 07:30 07:30 15:00 14:45 15:00 AM Pk Volume 416 553 920 533 401 934 Pk Hr Factor 0.852 0.818 0.852 0.932 0.829 0.977 7 - 9 Volume 0 0 623 922 1545 0 0 930 551 1481 7 - 9 Peak Hour 07:30 07:30 07:30 16:30 16:30 16:30 7 - 9 Pk Volume 0 0 367 553 920 0 0 510 302 812 Pk Hr Factor 0.000 0.000 0.908 0.818 0.852 0.000 0.000 0.807 0.795 0.890 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 10,412 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Frank Sinatra Dr W/O Monterey Ave 21:30 21:45 22:00 Total 10,412 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 Day:City:Palm Desert Date:Project #:CA14_6217_031 NB SB EB WB 0 0 4,720 4,942 AM Period NB SB EB WB NB SB EB WB 00:00 7 3 10 75 79 154 00:15 12 2 14 83 78 161 00:30 6 3 9 69 86 155 00:45 8 33 2 10 10 43 84 311 86 329 170 640 01:00 1 2 3 83 69 152 01:15 2 4 6 83 79 162 01:30 2 3 5 85 98 183 01:45 2 7 0 9 2 16 86 337 94 340 180 677 02:00 0 1 1 77 105 182 02:15 0 2 2 103 90 193 02:30 3 2 5 139 85 224 02:45 3 6 1 6 4 12 87 406 98 378 185 784 03:00 1 3 4 105 95 200 03:15 0 0 0 118 117 235 03:30 2 2 4 109 108 217 03:45 2 5 6 11 8 16 100 432 90 410 190 842 04:00 0 0 0 97 89 186 04:15 3 4 7 103 85 188 04:30 3 8 11 105 80 185 04:45 6 12 9 21 15 33 101 406 75 329 176 735 05:00 2 12 14 141 87 228 05:15 5 28 33 108 86 194 05:30 5 32 37 88 74 162 05:45 19 31 38 110 57 141 74 411 46 293 120 704 06:00 16 30 46 52 53 105 06:15 21 45 66 43 59 102 06:30 39 55 94 60 36 96 06:45 32 108 90 220 122 328 43 198 44 192 87 390 07:00 53 84 137 44 35 79 07:15 79 88 167 29 34 63 07:30 99 133 232 50 21 71 07:45 89 320 171 476 260 796 29 152 29 119 58 271 08:00 71 120 191 35 29 64 08:15 77 123 200 31 19 50 08:30 80 95 175 31 28 59 08:45 75 303 99 437 174 740 25 122 21 97 46 219 09:00 58 104 162 40 20 60 09:15 89 107 196 33 25 58 09:30 64 83 147 22 13 35 09:45 79 290 75 369 154 659 21 116 17 75 38 191 10:00 86 72 158 21 26 47 10:15 79 90 169 10 18 28 10:30 80 88 168 11 14 25 10:45 88 333 81 331 169 664 10 52 10 68 20 120 11:00 74 57 131 14 5 19 11:15 65 78 143 7 5 12 11:30 71 69 140 12 3 15 11:45 82 292 93 297 175 589 4 37 2 15 6 52 TOTALS 1740 2297 4037 2980 2645 5625 SPLIT %43.1% 56.9%41.8%53.0% 47.0%58.2% NB SB EB WB 0 0 4,720 4,942 AM Peak Hour 07:15 07:30 07:30 16:30 14:45 14:30 AM Pk Volume 338 547 883 455 418 844 Pk Hr Factor 0.854 0.800 0.849 0.807 0.893 0.898 7 - 9 Volume 0 0 623 913 1536 0 0 817 622 1439 7 - 9 Peak Hour 07:15 07:30 07:30 16:30 16:00 16:30 7 - 9 Pk Volume 0 0 338 547 883 0 0 455 329 783 Pk Hr Factor 0.000 0.000 0.854 0.800 0.849 0.000 0.000 0.807 0.924 0.859 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Frank Sinatra Dr W/O Portola Ave 21:30 21:45 22:00 Total 9,662 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 9,662 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_032 NB SB EB WB 0 0 4,932 4,893 AM Period NB SB EB WB NB SB EB WB 00:00 9 2 11 87 73 160 00:15 15 3 18 97 78 175 00:30 10 3 13 62 79 141 00:45 7 41 5 13 12 54 84 330 82 312 166 642 01:00 4 0 4 75 61 136 01:15 4 5 9 86 73 159 01:30 4 3 7 76 94 170 01:45 1 13 2 10 3 23 95 332 92 320 187 652 02:00 0 1 1 79 78 157 02:15 0 1 1 103 83 186 02:30 1 3 4 128 83 211 02:45 3 4 1 6 4 10 124 434 95 339 219 773 03:00 0 0 0 116 77 193 03:15 0 4 4 126 102 228 03:30 3 6 9 108 108 216 03:45 0 3 4 14 4 17 119 469 88 375 207 844 04:00 0 2 2 102 89 191 04:15 3 3 6 130 80 210 04:30 7 12 19 119 68 187 04:45 8 18 15 32 23 50 112 463 85 322 197 785 05:00 2 17 19 125 75 200 05:15 5 40 45 129 62 191 05:30 8 32 40 112 65 177 05:45 17 32 41 130 58 162 64 430 56 258 120 688 06:00 11 32 43 63 68 131 06:15 20 41 61 49 59 108 06:30 37 59 96 55 35 90 06:45 35 103 89 221 124 324 58 225 45 207 103 432 07:00 57 90 147 38 42 80 07:15 90 106 196 40 34 74 07:30 71 138 209 51 22 73 07:45 95 313 175 509 270 822 38 167 27 125 65 292 08:00 64 116 180 41 23 64 08:15 68 123 191 38 23 61 08:30 83 89 172 36 29 65 08:45 64 279 115 443 179 722 25 140 24 99 49 239 09:00 61 104 165 39 24 63 09:15 80 99 179 39 19 58 09:30 54 85 139 23 19 42 09:45 64 259 68 356 132 615 21 122 19 81 40 203 10:00 77 77 154 28 24 52 10:15 84 89 173 12 17 29 10:30 74 87 161 11 13 24 10:45 91 326 78 331 169 657 12 63 16 70 28 133 11:00 72 65 137 16 6 22 11:15 80 84 164 9 11 20 11:30 81 63 144 12 7 19 11:45 88 321 81 293 169 614 8 45 3 27 11 72 TOTALS 1712 2358 4070 3220 2535 5755 SPLIT %42.1% 57.9%41.4%56.0% 44.0%58.6% NB SB EB WB 0 0 4,932 4,893 AM Peak Hour 11:30 07:30 07:15 14:30 15:15 14:45 AM Pk Volume 353 552 855 494 387 856 Pk Hr Factor 0.910 0.789 0.792 0.965 0.896 0.939 7 - 9 Volume 0 0 592 952 1544 0 0 893 580 1473 7 - 9 Peak Hour 07:15 07:30 07:15 16:15 16:00 16:15 7 - 9 Pk Volume 0 0 320 552 855 0 0 486 322 794 Pk Hr Factor 0.000 0.000 0.842 0.789 0.792 0.000 0.000 0.935 0.904 0.945 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Frank Sinatra Dr W/O Cook St 21:30 21:45 22:00 Total 9,825 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 9,825 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_033 NB SB EB WB 0 0 6,853 6,941 AM Period NB SB EB WB NB SB EB WB 00:00 13 5 18 117 117 234 00:15 3 4 7 133 113 246 00:30 8 3 11 106 113 219 00:45 11 35 3 15 14 50 128 484 136 479 264 963 01:00 4 7 11 92 93 185 01:15 3 4 7 136 125 261 01:30 6 5 11 128 121 249 01:45 5 18 4 20 9 38 128 484 123 462 251 946 02:00 1 3 4 126 134 260 02:15 0 2 2 129 140 269 02:30 1 2 3 148 145 293 02:45 3 5 3 10 6 15 146 549 156 575 302 1124 03:00 1 2 3 138 148 286 03:15 3 2 5 164 148 312 03:30 1 2 3 157 140 297 03:45 2 7 3 9 5 16 152 611 143 579 295 1190 04:00 1 2 3 136 144 280 04:15 3 4 7 168 123 291 04:30 6 2 8 137 133 270 04:45 7 17 8 16 15 33 143 584 136 536 279 1120 05:00 9 6 15 145 120 265 05:15 8 20 28 148 152 300 05:30 18 28 46 100 101 201 05:45 24 59 23 77 47 136 129 522 110 483 239 1005 06:00 24 24 48 94 90 184 06:15 26 38 64 96 71 167 06:30 43 50 93 79 60 139 06:45 65 158 97 209 162 367 72 341 72 293 144 634 07:00 54 88 142 46 52 98 07:15 89 122 211 64 54 118 07:30 122 136 258 48 47 95 07:45 140 405 184 530 324 935 43 201 55 208 98 409 08:00 110 135 245 45 38 83 08:15 115 128 243 65 46 111 08:30 141 125 266 46 44 90 08:45 106 472 130 518 236 990 38 194 38 166 76 360 09:00 77 110 187 65 36 101 09:15 99 116 215 33 45 78 09:30 112 115 227 31 41 72 09:45 124 412 124 465 248 877 27 156 26 148 53 304 10:00 120 112 232 28 29 57 10:15 133 138 271 20 28 48 10:30 127 124 251 22 16 38 10:45 134 514 127 501 261 1015 19 89 17 90 36 179 11:00 125 109 234 17 17 34 11:15 103 139 242 17 14 31 11:30 129 120 249 11 10 21 11:45 131 488 134 502 265 990 3 48 9 50 12 98 TOTALS 2590 2872 5462 4263 4069 8332 SPLIT %47.4% 52.6%39.6%51.2% 48.8%60.4% NB SB EB WB 0 0 6,853 6,941 AM Peak Hour 10:15 07:30 07:45 15:30 14:30 14:45 AM Pk Volume 519 583 1078 613 597 1197 Pk Hr Factor 0.968 0.792 0.832 0.912 0.957 0.959 7 - 9 Volume 0 0 877 1048 1925 0 0 1106 1019 2125 7 - 9 Peak Hour 07:45 07:30 07:45 16:15 16:30 16:00 7 - 9 Pk Volume 0 0 506 583 1078 0 0 593 541 1120 Pk Hr Factor 0.000 0.000 0.897 0.792 0.832 0.000 0.000 0.882 0.890 0.962 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Gerald Ford Dr W/O Monterey Ave 21:30 21:45 22:00 Total 13,794 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 13,794 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_034 NB SB EB WB 0 0 3,926 4,116 AM Period NB SB EB WB NB SB EB WB 00:00 10 2 12 79 89 168 00:15 1 3 4 74 85 159 00:30 4 3 7 56 64 120 00:45 0 15 2 10 2 25 68 277 46 284 114 561 01:00 1 1 2 71 74 145 01:15 1 3 4 71 77 148 01:30 4 1 5 66 81 147 01:45 2 8 0 5 2 13 65 273 73 305 138 578 02:00 2 4 6 76 86 162 02:15 2 2 4 61 74 135 02:30 2 0 2 75 73 148 02:45 2 8 1 7 3 15 74 286 87 320 161 606 03:00 3 2 5 87 81 168 03:15 1 1 2 78 78 156 03:30 2 1 3 85 101 186 03:45 1 7 0 4 1 11 97 347 94 354 191 701 04:00 2 2 4 74 93 167 04:15 1 3 4 80 69 149 04:30 2 3 5 75 101 176 04:45 5 10 5 13 10 23 89 318 83 346 172 664 05:00 11 8 19 77 100 177 05:15 12 6 18 78 80 158 05:30 5 14 19 68 77 145 05:45 9 37 13 41 22 78 53 276 50 307 103 583 06:00 19 15 34 53 49 102 06:15 29 16 45 50 47 97 06:30 33 28 61 51 32 83 06:45 63 144 45 104 108 248 35 189 24 152 59 341 07:00 56 48 104 35 39 74 07:15 55 68 123 39 40 79 07:30 66 95 161 22 20 42 07:45 81 258 104 315 185 573 33 129 11 110 44 239 08:00 81 77 158 26 36 62 08:15 74 75 149 31 14 45 08:30 76 83 159 30 20 50 08:45 71 302 82 317 153 619 22 109 15 85 37 194 09:00 63 48 111 21 12 33 09:15 69 61 130 23 14 37 09:30 74 72 146 12 14 26 09:45 74 280 62 243 136 523 17 73 11 51 28 124 10:00 49 89 138 12 15 27 10:15 71 95 166 14 10 24 10:30 68 87 155 11 4 15 10:45 54 242 72 343 126 585 12 49 6 35 18 84 11:00 69 93 162 12 6 18 11:15 62 89 151 12 3 15 11:30 65 84 149 5 4 9 11:45 57 253 82 348 139 601 7 36 4 17 11 53 TOTALS 1564 1750 3314 2362 2366 4728 SPLIT %47.2% 52.8%41.2%50.0% 50.0%58.8% NB SB EB WB 0 0 3,926 4,116 AM Peak Hour 07:45 07:30 07:30 15:00 15:15 15:00 AM Pk Volume 312 351 653 347 366 701 Pk Hr Factor 0.963 0.844 0.882 0.894 0.906 0.918 7 - 9 Volume 0 0 560 632 1192 0 0 594 653 1247 7 - 9 Peak Hour 07:45 07:30 07:30 16:15 16:30 16:30 7 - 9 Pk Volume 0 0 312 351 653 0 0 321 364 683 Pk Hr Factor 0.000 0.000 0.963 0.844 0.882 0.000 0.000 0.902 0.901 0.965 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Gerald Ford Dr E/O Cook St 21:30 21:45 22:00 Total 8,042 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 8,042 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_035 NB SB EB WB 0 0 14,549 13,922 AM Period NB SB EB WB NB SB EB WB 00:00 11 14 25 314 281 595 00:15 15 7 22 261 305 566 00:30 20 24 44 288 276 564 00:45 17 63 6 51 23 114 278 1141 285 1147 563 2288 01:00 11 8 19 358 279 637 01:15 10 8 18 293 261 554 01:30 4 8 12 319 285 604 01:45 6 31 18 42 24 73 335 1305 275 1100 610 2405 02:00 6 5 11 319 295 614 02:15 6 3 9 282 302 584 02:30 7 5 12 384 308 692 02:45 3 22 13 26 16 48 287 1272 271 1176 558 2448 03:00 6 4 10 268 277 545 03:15 5 3 8 336 287 623 03:30 8 3 11 286 288 574 03:45 5 24 8 18 13 42 292 1182 277 1129 569 2311 04:00 4 6 10 344 280 624 04:15 9 7 16 280 239 519 04:30 11 14 25 301 286 587 04:45 17 41 24 51 41 92 268 1193 277 1082 545 2275 05:00 7 23 30 281 268 549 05:15 21 27 48 274 327 601 05:30 26 34 60 251 237 488 05:45 36 90 29 113 65 203 186 992 235 1067 421 2059 06:00 41 35 76 246 230 476 06:15 49 61 110 212 204 416 06:30 71 83 154 277 199 476 06:45 68 229 98 277 166 506 226 961 167 800 393 1761 07:00 98 110 208 176 193 369 07:15 118 124 242 196 129 325 07:30 129 179 308 185 135 320 07:45 163 508 172 585 335 1093 168 725 104 561 272 1286 08:00 164 169 333 147 98 245 08:15 145 154 299 168 114 282 08:30 131 163 294 149 94 243 08:45 147 587 183 669 330 1256 122 586 66 372 188 958 09:00 167 207 374 100 64 164 09:15 164 241 405 90 63 153 09:30 189 234 423 81 58 139 09:45 181 701 257 939 438 1640 73 344 48 233 121 577 10:00 196 251 447 90 55 145 10:15 218 277 495 74 45 119 10:30 305 278 583 44 33 77 10:45 261 980 265 1071 526 2051 35 243 31 164 66 407 11:00 327 233 560 46 30 76 11:15 284 293 577 33 16 49 11:30 329 334 663 24 29 53 11:45 253 1193 301 1161 554 2354 33 136 13 88 46 224 TOTALS 4469 5003 9472 10080 8919 18999 SPLIT %47.2% 52.8%33.3%53.1% 46.9%66.7% NB SB EB WB 0 0 14,549 13,922 AM Peak Hour 10:45 11:30 11:15 13:45 13:45 13:45 AM Pk Volume 1201 1221 2389 1320 1180 2500 Pk Hr Factor 0.913 0.914 0.901 0.859 0.958 0.903 7 - 9 Volume 0 0 1095 1254 2349 0 0 2185 2149 4334 7 - 9 Peak Hour 07:45 07:30 07:30 16:00 16:30 16:30 7 - 9 Pk Volume 0 0 603 674 1275 0 0 1193 1158 2282 Pk Hr Factor 0.000 0.000 0.919 0.941 0.951 0.000 0.000 0.867 0.885 0.949 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Dinah Shore Dr W/O Monterey Ave 21:30 21:45 22:00 Total 28,471 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 28,471 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_036 NB SB EB WB 0 0 3,472 4,135 AM Period NB SB EB WB NB SB EB WB 00:00 24 8 32 68 66 134 00:15 9 4 13 66 72 138 00:30 5 4 9 76 91 167 00:45 8 46 7 23 15 69 55 265 84 313 139 578 01:00 4 8 12 76 84 160 01:15 5 3 8 64 85 149 01:30 3 5 8 68 86 154 01:45 2 14 3 19 5 33 69 277 87 342 156 619 02:00 5 2 7 53 75 128 02:15 4 2 6 54 70 124 02:30 5 4 9 64 70 134 02:45 1 15 4 12 5 27 55 226 77 292 132 518 03:00 4 4 8 48 98 146 03:15 0 3 3 67 95 162 03:30 4 3 7 51 103 154 03:45 4 12 6 16 10 28 65 231 89 385 154 616 04:00 1 4 5 75 81 156 04:15 5 6 11 67 82 149 04:30 6 9 15 62 78 140 04:45 8 20 12 31 20 51 59 263 71 312 130 575 05:00 11 7 18 55 97 152 05:15 12 15 27 52 98 150 05:30 17 19 36 40 60 100 05:45 24 64 22 63 46 127 46 193 47 302 93 495 06:00 21 28 49 40 71 111 06:15 44 28 72 31 47 78 06:30 62 39 101 36 37 73 06:45 47 174 45 140 92 314 20 127 15 170 35 297 07:00 51 38 89 8 5 13 07:15 64 44 108 29 23 52 07:30 52 57 109 19 27 46 07:45 64 231 79 218 143 449 28 84 26 81 54 165 08:00 48 64 112 17 37 54 08:15 53 38 91 24 27 51 08:30 70 53 123 22 22 44 08:45 53 224 55 210 108 434 23 86 24 110 47 196 09:00 48 47 95 18 25 43 09:15 44 58 102 25 25 50 09:30 52 51 103 22 36 58 09:45 52 196 46 202 98 398 30 95 38 124 68 219 10:00 69 59 128 22 21 43 10:15 63 56 119 14 27 41 10:30 53 64 117 25 28 53 10:45 57 242 65 244 122 486 11 72 22 98 33 170 11:00 54 73 127 15 36 51 11:15 67 102 169 10 19 29 11:30 75 77 152 15 15 30 11:45 67 263 93 345 160 608 12 52 13 83 25 135 TOTALS 1501 1523 3024 1971 2612 4583 SPLIT %49.6% 50.4%39.8%43.0% 57.0%60.2% NB SB EB WB 0 0 3,472 4,135 AM Peak Hour 11:15 11:00 11:15 13:00 15:00 15:15 AM Pk Volume 277 345 615 277 385 626 Pk Hr Factor 0.923 0.846 0.910 0.911 0.934 0.966 7 - 9 Volume 0 0 455 428 883 0 0 456 614 1070 7 - 9 Peak Hour 07:45 07:15 07:15 16:00 16:30 16:00 7 - 9 Pk Volume 0 0 235 244 472 0 0 263 344 575 Pk Hr Factor 0.000 0.000 0.839 0.772 0.825 0.000 0.000 0.877 0.878 0.921 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Varner Rd E/O Monterey Ave 21:30 21:45 22:00 Total 7,607 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 7,607 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_037 NB SB EB WB 0 0 2,153 2,345 AM Period NB SB EB WB NB SB EB WB 00:00 1 4 5 59 47 106 00:15 3 1 4 51 41 92 00:30 3 0 3 43 44 87 00:45 4 11 3 8 7 19 42 195 40 172 82 367 01:00 3 2 5 38 50 88 01:15 3 0 3 43 49 92 01:30 3 0 3 38 40 78 01:45 0 9 0 2 0 11 50 169 55 194 105 363 02:00 1 0 1 38 53 91 02:15 0 0 0 48 33 81 02:30 2 0 2 50 64 114 02:45 2 5 2 2 4 7 49 185 49 199 98 384 03:00 1 0 1 45 47 92 03:15 2 3 5 59 53 112 03:30 0 0 0 43 57 100 03:45 0 3 7 10 7 13 51 198 49 206 100 404 04:00 0 3 3 45 39 84 04:15 3 0 3 32 52 84 04:30 3 3 6 58 43 101 04:45 4 10 3 9 7 19 47 182 54 188 101 370 05:00 2 1 3 47 68 115 05:15 9 0 9 39 49 88 05:30 8 5 13 22 32 54 05:45 15 34 9 15 24 49 25 133 26 175 51 308 06:00 5 8 13 16 34 50 06:15 17 6 23 19 22 41 06:30 21 10 31 12 21 33 06:45 26 69 28 52 54 121 18 65 10 87 28 152 07:00 27 44 71 11 15 26 07:15 36 42 78 11 42 53 07:30 43 35 78 10 10 20 07:45 41 147 73 194 114 341 9 41 9 76 18 117 08:00 41 47 88 9 12 21 08:15 32 37 69 6 10 16 08:30 37 50 87 11 12 23 08:45 50 160 39 173 89 333 6 32 11 45 17 77 09:00 26 44 70 8 13 21 09:15 31 33 64 12 9 21 09:30 33 39 72 6 8 14 09:45 44 134 42 158 86 292 6 32 5 35 11 67 10:00 36 33 69 6 5 11 10:15 38 39 77 2 3 5 10:30 34 29 63 3 5 8 10:45 41 149 47 148 88 297 8 19 4 17 12 36 11:00 41 34 75 1 4 5 11:15 45 41 86 3 2 5 11:30 42 47 89 2 2 4 11:45 36 164 49 171 85 335 1 7 1 9 2 16 TOTALS 895 942 1837 1258 1403 2661 SPLIT %48.7% 51.3%40.8%47.3% 52.7%59.2% NB SB EB WB 0 0 2,153 2,345 AM Peak Hour 11:45 07:45 11:30 14:30 16:15 14:30 AM Pk Volume 189 207 372 203 217 416 Pk Hr Factor 0.801 0.709 0.877 0.860 0.798 0.912 7 - 9 Volume 0 0 307 367 674 0 0 315 363 678 7 - 9 Peak Hour 07:15 07:45 07:15 16:30 16:15 16:30 7 - 9 Pk Volume 0 0 161 207 358 0 0 191 217 405 Pk Hr Factor 0.000 0.000 0.936 0.709 0.785 0.000 0.000 0.823 0.798 0.880 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Varner Rd E/O Cook St 21:30 21:45 22:00 Total 4,498 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 4,498 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_038 NB SB EB WB 0 0 14,506 15,694 AM Period NB SB EB WB NB SB EB WB 00:00 22 34 56 254 236 490 00:15 23 21 44 248 257 505 00:30 21 16 37 228 245 473 00:45 31 97 21 92 52 189 235 965 225 963 460 1928 01:00 12 11 23 236 228 464 01:15 13 11 24 258 211 469 01:30 11 7 18 240 247 487 01:45 12 48 14 43 26 91 223 957 240 926 463 1883 02:00 9 16 25 218 218 436 02:15 8 11 19 232 218 450 02:30 10 11 21 259 206 465 02:45 12 39 18 56 30 95 229 938 199 841 428 1779 03:00 11 14 25 249 205 454 03:15 12 6 18 239 234 473 03:30 10 9 19 283 225 508 03:45 12 45 19 48 31 93 287 1058 217 881 504 1939 04:00 22 10 32 242 209 451 04:15 19 18 37 267 247 514 04:30 19 41 60 297 225 522 04:45 31 91 49 118 80 209 247 1053 227 908 474 1961 05:00 32 46 78 249 201 450 05:15 52 47 99 256 269 525 05:30 50 67 117 308 406 714 05:45 62 196 86 246 148 442 275 1088 381 1257 656 2345 06:00 93 95 188 246 433 679 06:15 108 138 246 252 447 699 06:30 144 189 333 229 349 578 06:45 150 495 239 661 389 1156 238 965 388 1617 626 2582 07:00 134 215 349 207 321 528 07:15 156 253 409 184 331 515 07:30 188 252 440 179 168 347 07:45 165 643 271 991 436 1634 189 759 146 966 335 1725 08:00 190 228 418 147 103 250 08:15 179 266 445 160 116 276 08:30 179 238 417 147 93 240 08:45 208 756 274 1006 482 1762 118 572 115 427 233 999 09:00 203 210 413 98 115 213 09:15 159 211 370 119 98 217 09:30 222 235 457 120 93 213 09:45 245 829 235 891 480 1720 122 459 103 409 225 868 10:00 227 247 474 99 83 182 10:15 222 223 445 96 74 170 10:30 259 247 506 100 59 159 10:45 225 933 249 966 474 1899 74 369 56 272 130 641 11:00 223 226 449 52 52 104 11:15 224 238 462 44 47 91 11:30 251 251 502 60 37 97 11:45 256 954 232 947 488 1901 41 197 26 162 67 359 TOTALS 5126 6065 11191 9380 9629 19009 SPLIT %45.8% 54.2%37.1%49.3% 50.7%62.9% NB SB EB WB 0 0 14,506 15,694 AM Peak Hour 11:30 07:30 11:30 15:45 17:30 17:30 AM Pk Volume 1009 1017 1985 1093 1667 2748 Pk Hr Factor 0.985 0.938 0.983 0.920 0.932 0.962 7 - 9 Volume 0 0 1399 1997 3396 0 0 2141 2165 4306 7 - 9 Peak Hour 08:00 07:30 08:00 17:00 17:00 17:00 7 - 9 Pk Volume 0 0 756 1017 1762 0 0 1088 1257 2345 Pk Hr Factor 0.000 0.000 0.909 0.938 0.914 0.000 0.000 0.883 0.774 0.821 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 Varner Rd E/O Washington St 21:30 21:45 22:00 Total 30,200 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 30,200 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_039 NB SB EB WB 0 0 5,696 7,152 AM Period NB SB EB WB NB SB EB WB 00:00 2 1 3 151 176 327 00:15 3 5 8 129 160 289 00:30 1 3 4 71 77 148 00:45 4 10 1 10 5 20 147 498 196 609 343 1107 01:00 1 2 3 139 202 341 01:15 2 5 7 146 212 358 01:30 2 3 5 118 166 284 01:45 0 5 2 12 2 17 131 534 187 767 318 1301 02:00 2 2 4 124 169 293 02:15 0 1 1 138 187 325 02:30 1 1 2 124 170 294 02:45 0 3 0 4 0 7 142 528 166 692 308 1220 03:00 0 2 2 131 151 282 03:15 1 1 2 107 170 277 03:30 2 0 2 96 146 242 03:45 1 4 1 4 2 8 137 471 142 609 279 1080 04:00 1 2 3 127 155 282 04:15 2 1 3 123 145 268 04:30 1 3 4 112 137 249 04:45 1 5 0 6 1 11 121 483 143 580 264 1063 05:00 1 2 3 102 149 251 05:15 7 11 18 109 128 237 05:30 3 3 6 103 134 237 05:45 4 15 12 28 16 43 109 423 114 525 223 948 06:00 6 7 13 110 134 244 06:15 6 11 17 113 107 220 06:30 13 15 28 72 93 165 06:45 24 49 21 54 45 103 100 395 92 426 192 821 07:00 24 30 54 77 89 166 07:15 19 26 45 52 92 144 07:30 22 32 54 55 75 130 07:45 45 110 53 141 98 251 60 244 84 340 144 584 08:00 47 38 85 40 83 123 08:15 33 68 101 55 74 129 08:30 43 61 104 45 74 119 08:45 49 172 59 226 108 398 41 181 47 278 88 459 09:00 59 75 134 35 52 87 09:15 64 97 161 24 42 66 09:30 81 79 160 21 46 67 09:45 107 311 121 372 228 683 22 102 30 170 52 272 10:00 117 109 226 16 25 41 10:15 103 109 212 13 31 44 10:30 119 108 227 14 26 40 10:45 146 485 162 488 308 973 8 51 62 144 70 195 11:00 141 152 293 7 13 20 11:15 148 135 283 4 14 18 11:30 149 162 311 8 4 12 11:45 152 590 180 629 332 1219 8 27 7 38 15 65 TOTALS 1759 1974 3733 3937 5178 9115 SPLIT %47.1% 52.9%29.1%43.2% 56.8%70.9% NB SB EB WB 0 0 5,696 7,152 AM Peak Hour 11:15 11:30 11:30 12:45 12:45 12:45 AM Pk Volume 600 678 1259 550 776 1326 Pk Hr Factor 0.987 0.942 0.948 0.935 0.915 0.926 7 - 9 Volume 0 0 282 367 649 0 0 906 1105 2011 7 - 9 Peak Hour 08:00 08:00 08:00 16:00 16:00 16:00 7 - 9 Pk Volume 0 0 172 226 398 0 0 483 580 1063 Pk Hr Factor 0.000 0.000 0.878 0.831 0.921 0.000 0.000 0.951 0.935 0.942 VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 18:00 18:15 18:30 18:45 19:00 19:15 El Paseo E/O Hwy 74 21:30 21:45 22:00 Total 12,848 19:30 19:45 20:00 20:15 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 TOTAL 23:45 TOTALS Total 12,848 DAILY TOTALS 21:00 21:15 20:30 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 Day:City:Palm Desert Date:Project #:CA14_6217_040 NB SB EB WB 6,280 6,283 0 0 AM Period NB SB EB WB NB SB EB WB 00:00 8 8 16 128 136 264 00:15 5 9 14 131 108 239 00:30 2 9 11 128 102 230 00:45 6 21 3 29 9 50 115 502 111 457 226 959 01:00 2 6 8 137 130 267 01:15 1 3 4 130 112 242 01:30 5 4 9 103 118 221 01:45 3 11 3 16 6 27 122 492 116 476 238 968 02:00 10 1 11 158 116 274 02:15 2 3 5 154 137 291 02:30 4 2 6 125 109 234 02:45 3 19 1 7 4 26 140 577 129 491 269 1068 03:00 0 4 4 164 124 288 03:15 4 2 6 115 106 221 03:30 0 4 4 139 115 254 03:45 3 7 4 14 7 21 140 558 110 455 250 1013 04:00 2 4 6 123 112 235 04:15 6 8 14 121 125 246 04:30 7 12 19 118 123 241 04:45 13 28 25 49 38 77 129 491 109 469 238 960 05:00 8 25 33 98 127 225 05:15 13 35 48 87 138 225 05:30 27 14 41 93 111 204 05:45 30 78 12 86 42 164 75 353 100 476 175 829 06:00 24 20 44 64 85 149 06:15 48 32 80 60 81 141 06:30 48 74 122 68 84 152 06:45 64 184 76 202 140 386 55 247 77 327 132 574 07:00 49 87 136 49 64 113 07:15 68 64 132 38 50 88 07:30 97 82 179 37 59 96 07:45 103 317 88 321 191 638 24 148 53 226 77 374 08:00 103 63 166 26 61 87 08:15 98 83 181 21 41 62 08:30 114 95 209 21 54 75 08:45 118 433 98 339 216 772 23 91 53 209 76 300 09:00 100 106 206 25 41 66 09:15 115 98 213 13 57 70 09:30 124 100 224 21 44 65 09:45 146 485 98 402 244 887 23 82 34 176 57 258 10:00 123 104 227 20 27 47 10:15 129 127 256 21 20 41 10:30 127 105 232 12 12 24 10:45 145 524 137 473 282 997 13 66 15 74 28 140 11:00 130 112 242 4 14 18 11:15 141 121 262 10 14 24 11:30 138 112 250 8 10 18 11:45 129 538 120 465 249 1003 6 28 6 44 12 72 TOTALS 2645 2403 5048 3635 3880 7515 SPLIT %52.4% 47.6%40.2%48.4% 51.6%59.8% NB SB EB WB 6,280 6,283 0 0 AM Peak Hour 10:45 11:15 10:45 14:15 14:15 14:15 AM Pk Volume 554 489 1036 583 499 1082 Pk Hr Factor 0.955 0.899 0.918 0.889 0.911 0.930 7 - 9 Volume 750 660 0 0 1410 844 945 0 0 1789 7 - 9 Peak Hour 08:00 08:00 08:00 16:00 16:30 16:00 7 - 9 Pk Volume 433 339 0 0 772 491 497 0 0 960 Pk Hr Factor 0.917 0.865 0.000 0.000 0.894 0.952 0.900 0.000 0.000 0.976 4 - 6 Peak Hour 4 - 6 Pk Volume SPLIT % TOTAL Pk Hr Factor PM Peak Hour PM Pk Volume Pk Hr Factor 4 - 6 Volume 20:45 TOTAL 23:45 TOTALS Total 12,563 DAILY TOTALS 21:00 21:15 20:30 DAILY TOTALS 22:15 22:30 22:45 23:00 23:15 23:30 Hwy 74 N/O Mesa View Dr 21:30 21:45 22:00 Total 12,563 19:30 19:45 20:00 20:15 18:00 18:15 18:30 18:45 19:00 19:15 16:45 17:00 17:15 Thursday 17:30 17:45 15:15 15:30 15:45 16:00 16:15 16:30 14:00 14:15 14:30 12/18/2014 14:45 15:00 DAILY TOTALS PM Period VOLUME Prepared by NDS/ATD 13:15 13:30 13:45 12:00 12:15 12:30 12:45 13:00 HCM 2010 Signalized Intersection Summary 3: Cook & Hovley Ln East Baseline Synchro 8 Report Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 98 164 85 321 495 127 112 561 161 94 837 184 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 113 189 12 369 569 18 129 645 49 108 962 85 Adj No. of Lanes 1 2 0 2 2 1 2 2 1 2 2 1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 166 678 43 406 797 356 268 1415 633 246 1393 623 Arrive On Green 0.09 0.20 0.19 0.12 0.23 0.23 0.08 0.40 0.40 0.07 0.39 0.39 Sat Flow, veh/h 1774 3381 213 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 113 98 103 369 569 18 129 645 49 108 962 85 Grp Sat Flow(s),veh/h/ln 1774 1770 1825 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 4.7 3.6 3.6 8.1 11.3 0.7 2.7 10.2 1.5 2.3 17.3 2.6 Cycle Q Clear(g_c), s 4.7 3.6 3.6 8.1 11.3 0.7 2.7 10.2 1.5 2.3 17.3 2.6 Prop In Lane 1.00 0.12 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 166 355 366 406 797 356 268 1415 633 246 1393 623 V/C Ratio(X) 0.68 0.28 0.28 0.91 0.71 0.05 0.48 0.46 0.08 0.44 0.69 0.14 Avail Cap(c_a), veh/h 209 650 670 406 1300 582 542 1415 633 542 1393 623 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.5 25.8 25.9 33.2 27.3 23.1 33.7 16.8 14.2 33.9 19.2 14.8 Incr Delay (d2), s/veh 6.2 0.4 0.4 23.8 1.2 0.1 1.3 1.1 0.2 1.2 2.8 0.5 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(0%),veh/ln 2.6 1.8 1.9 5.2 5.7 0.3 1.3 5.1 0.7 1.1 9.0 1.2 LnGrp Delay(d),s/veh 39.6 26.2 26.3 57.0 28.5 23.2 35.0 17.8 14.4 35.1 22.1 15.3 LnGrp LOS D C C E C C D B B D C B Approach Vol, veh/h 314 956 823 1155 Approach Delay, s/veh 31.1 39.4 20.3 22.8 Approach LOS C D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.9 34.0 11.1 21.2 9.5 34.5 13.0 19.3 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 11.0 28.3 8.0 27.0 11.0 28.3 8.0 27.0 Max Q Clear Time (g_c+I1), s 4.7 19.3 6.7 13.3 4.3 12.2 10.1 5.6 Green Ext Time (p_c), s 0.2 5.2 0.0 2.8 0.2 7.4 0.0 3.2 Intersection Summary HCM 2010 Ctrl Delay 27.8 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 7: Portola & Hovley Ln East Baseline Synchro 8 Report Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 381 325 603 285 214 566 Number 3 18 2 12 1 6 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 470 2 744 108 264 699 Adj No. of Lanes 2 1 2 1 1 2 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 572 263 1750 783 306 2558 Arrive On Green 0.17 0.17 0.49 0.49 0.17 0.72 Sat Flow, veh/h 3442 1583 3632 1583 1774 3632 Grp Volume(v), veh/h 470 2 744 108 264 699 Grp Sat Flow(s),veh/h/ln 1721 1583 1770 1583 1774 1770 Q Serve(g_s), s 11.9 0.1 12.1 3.3 13.0 6.1 Cycle Q Clear(g_c), s 11.9 0.1 12.1 3.3 13.0 6.1 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 572 263 1750 783 306 2558 V/C Ratio(X) 0.82 0.01 0.43 0.14 0.86 0.27 Avail Cap(c_a), veh/h 841 387 1750 783 552 2558 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.2 31.3 14.6 12.3 36.2 4.3 Incr Delay (d2), s/veh 2.7 0.0 0.8 0.4 2.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 5.8 0.0 6.1 1.5 6.6 3.0 LnGrp Delay(d),s/veh 38.9 31.3 15.3 12.7 39.0 4.6 LnGrp LOS D C B B D A Approach Vol, veh/h 472 852 963 Approach Delay, s/veh 38.9 15.0 14.0 Approach LOS D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 20.5 49.5 70.1 19.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 28.0 25.0 58.0 22.0 Max Q Clear Time (g_c+I1), s 15.0 14.1 8.1 13.9 Green Ext Time (p_c), s 0.5 2.5 2.9 1.1 Intersection Summary HCM 2010 Ctrl Delay 19.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 10: Cook & Country Club Baseline Synchro 8 Report Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 53 266 103 123 697 69 189 505 105 106 937 156 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 57 286 30 132 749 21 203 543 31 114 1008 63 Adj No. of Lanes 2 2 1 2 2 1 2 2 1 2 2 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 232 1203 538 277 1249 559 281 1127 504 273 1119 501 Arrive On Green 0.07 0.34 0.34 0.08 0.35 0.35 0.08 0.32 0.32 0.08 0.32 0.32 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 57 286 30 132 749 21 203 543 31 114 1008 63 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 1.7 6.4 1.4 4.0 19.1 1.0 6.3 13.6 1.5 3.5 30.0 3.1 Cycle Q Clear(g_c), s 1.7 6.4 1.4 4.0 19.1 1.0 6.3 13.6 1.5 3.5 30.0 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 232 1203 538 277 1249 559 281 1127 504 273 1119 501 V/C Ratio(X) 0.25 0.24 0.06 0.48 0.60 0.04 0.72 0.48 0.06 0.42 0.90 0.13 Avail Cap(c_a), veh/h 344 1203 538 282 1249 559 313 1287 576 282 1255 561 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 1.00 1.00 1.00 0.87 0.87 0.87 0.62 0.62 0.62 Uniform Delay (d), s/veh 48.6 26.1 24.4 48.4 29.2 23.3 49.3 30.2 26.1 48.2 36.0 26.8 Incr Delay (d2), s/veh 0.2 0.5 0.2 0.5 2.1 0.1 4.9 0.1 0.0 0.2 5.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.8 3.2 0.6 1.9 9.7 0.4 3.2 6.7 0.7 1.7 15.4 1.4 LnGrp Delay(d),s/veh 48.8 26.5 24.6 48.8 31.4 23.5 54.2 30.3 26.1 48.5 41.2 26.8 LnGrp LOS D C C D C C D C C D D C Approach Vol, veh/h 373 902 777 1185 Approach Delay, s/veh 29.8 33.7 36.4 41.1 Approach LOS C C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.8 42.4 14.0 39.8 12.4 43.8 13.7 40.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 31.0 10.0 39.0 11.0 30.0 9.0 40.0 Max Q Clear Time (g_c+I1), s 6.0 8.4 8.3 32.0 3.7 21.1 5.5 15.6 Green Ext Time (p_c), s 0.1 2.6 0.1 2.8 0.0 2.1 0.1 4.4 Intersection Summary HCM 2010 Ctrl Delay 36.6 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 15: Washington & Country Club Baseline Synchro 8 Report Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 438 213 71 64 431 243 274 1020 34 217 1078 687 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 476 232 47 70 468 37 298 1109 35 236 1172 0 Adj No. of Lanes 2 2 0 1 2 1 2 3 0 2 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 505 877 175 104 743 332 740 2068 65 322 1428 445 Arrive On Green 0.15 0.30 0.29 0.06 0.21 0.21 0.22 0.41 0.40 0.09 0.28 0.00 Sat Flow, veh/h 3442 2943 586 1774 3539 1583 3442 5065 160 3442 5085 1583 Grp Volume(v), veh/h 476 138 141 70 468 37 298 742 402 236 1172 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1759 1774 1770 1583 1721 1695 1835 1721 1695 1583 Q Serve(g_s), s 16.4 7.1 7.4 4.6 14.4 2.3 8.9 19.9 19.9 8.0 25.8 0.0 Cycle Q Clear(g_c), s 16.4 7.1 7.4 4.6 14.4 2.3 8.9 19.9 19.9 8.0 25.8 0.0 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.09 1.00 1.00 Lane Grp Cap(c), veh/h 505 528 525 104 743 332 740 1384 749 322 1428 445 V/C Ratio(X) 0.94 0.26 0.27 0.67 0.63 0.11 0.40 0.54 0.54 0.73 0.82 0.00 Avail Cap(c_a), veh/h 505 556 553 207 1006 450 740 1384 749 505 1428 445 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 50.7 32.1 32.3 55.4 43.2 38.3 40.5 26.9 26.9 52.9 40.3 0.0 Incr Delay (d2), s/veh 26.1 0.1 0.1 2.8 0.3 0.1 0.1 1.5 2.7 1.2 5.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 9.6 3.5 3.6 2.4 7.1 1.0 4.3 9.6 10.6 3.9 12.8 0.0 LnGrp Delay(d),s/veh 76.9 32.2 32.4 58.2 43.5 38.4 40.6 28.4 29.7 54.2 45.7 0.0 LnGrp LOS E C C E D D D C C D D Approach Vol, veh/h 755 575 1442 1408 Approach Delay, s/veh 60.4 44.9 31.3 47.1 Approach LOS E D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.2 53.7 11.0 40.1 30.5 38.4 21.6 29.5 Change Period (Y+Rc), s 5.0 5.7 5.0 5.3 5.7 * 5.7 5.0 5.3 Max Green Setting (Gmax), s 16.6 32.7 13.0 36.7 16.6 * 33 16.6 33.1 Max Q Clear Time (g_c+I1), s 10.0 21.9 6.6 9.4 10.9 27.8 18.4 16.4 Green Ext Time (p_c), s 0.2 8.3 0.0 10.1 0.9 3.0 0.0 7.8 Intersection Summary HCM 2010 Ctrl Delay 43.8 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 21: Portola & Country Club Baseline Synchro 8 Report Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 31 315 142 140 661 63 219 424 129 61 435 48 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 34 342 46 152 718 27 238 461 110 66 473 43 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 94 1441 645 177 1608 719 242 682 162 126 573 52 Arrive On Green 0.05 0.41 0.41 0.10 0.45 0.45 0.14 0.24 0.24 0.07 0.17 0.17 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 2840 673 1774 3282 297 Grp Volume(v), veh/h 34 342 46 152 718 27 238 286 285 66 254 262 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1770 1744 1774 1770 1810 Q Serve(g_s), s 2.0 7.0 2.0 9.3 15.3 1.0 14.7 16.1 16.3 3.9 15.2 15.3 Cycle Q Clear(g_c), s 2.0 7.0 2.0 9.3 15.3 1.0 14.7 16.1 16.3 3.9 15.2 15.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.39 1.00 0.16 Lane Grp Cap(c), veh/h 94 1441 645 177 1608 719 242 425 419 126 309 316 V/C Ratio(X) 0.36 0.24 0.07 0.86 0.45 0.04 0.98 0.67 0.68 0.52 0.82 0.83 Avail Cap(c_a), veh/h 290 1441 645 177 1608 719 242 547 539 161 467 477 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.3 21.4 19.9 48.7 20.5 16.7 47.4 37.9 38.0 49.3 43.8 43.8 Incr Delay (d2), s/veh 0.9 0.4 0.2 30.4 0.9 0.1 53.0 1.1 1.2 1.3 4.2 4.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.0 3.5 0.9 6.1 7.7 0.5 10.8 8.0 8.0 2.0 7.8 8.0 LnGrp Delay(d),s/veh 51.2 21.8 20.1 79.1 21.4 16.8 100.4 39.0 39.2 50.6 48.0 48.2 LnGrp LOS D C C E C B F D D D D D Approach Vol, veh/h 422 897 809 582 Approach Delay, s/veh 24.0 31.1 57.1 48.4 Approach LOS C C E D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 55.0 20.0 24.2 16.0 49.8 12.8 31.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 28.0 15.0 29.0 11.0 35.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 4.0 17.3 16.7 17.3 11.3 9.0 5.9 18.3 Green Ext Time (p_c), s 0.0 2.4 0.0 1.9 0.0 2.9 0.0 2.0 Intersection Summary HCM 2010 Ctrl Delay 41.5 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 24: El Dorado & Country Club Baseline Synchro 8 Report Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 367 33 43 775 35 67 75 54 64 68 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 8 378 18 44 799 20 69 77 3 66 70 1 Adj No. of Lanes 1 2 1 1 2 1 1 2 1 1 2 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 18 1757 786 77 1874 838 102 220 98 100 215 96 Arrive On Green 0.01 0.50 0.50 0.04 0.53 0.53 0.06 0.06 0.06 0.06 0.06 0.06 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 8 378 18 44 799 20 69 77 3 66 70 1 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 0.3 3.5 0.3 1.4 8.0 0.4 2.2 1.2 0.1 2.1 1.1 0.0 Cycle Q Clear(g_c), s 0.3 3.5 0.3 1.4 8.0 0.4 2.2 1.2 0.1 2.1 1.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 18 1757 786 77 1874 838 102 220 98 100 215 96 V/C Ratio(X) 0.43 0.22 0.02 0.57 0.43 0.02 0.68 0.35 0.03 0.66 0.33 0.01 Avail Cap(c_a), veh/h 152 1757 786 212 1874 838 182 1753 784 303 1995 893 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 28.8 8.3 7.5 27.5 8.4 6.6 27.0 26.3 25.8 27.1 26.3 25.8 Incr Delay (d2), s/veh 5.8 0.3 0.1 2.4 0.7 0.1 2.9 0.4 0.0 2.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.2 1.7 0.2 0.7 4.1 0.2 1.2 0.6 0.0 1.1 0.6 0.0 LnGrp Delay(d),s/veh 34.6 8.6 7.6 29.9 9.1 6.6 29.9 26.7 25.8 29.9 26.7 25.9 LnGrp LOS C A A C A A C C C C C C Approach Vol, veh/h 404 863 149 137 Approach Delay, s/veh 9.1 10.1 28.2 28.2 Approach LOS A B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 7.6 34.1 8.4 8.6 5.6 36.0 8.3 8.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 29.0 6.0 33.0 5.0 31.0 10.0 29.0 Max Q Clear Time (g_c+I1), s 3.4 5.5 4.2 3.1 2.3 10.0 4.1 3.2 Green Ext Time (p_c), s 0.0 1.2 0.0 0.1 0.0 1.2 0.0 0.1 Intersection Summary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 31: Oasis Club/Tamarisk Row & Country Club Baseline Synchro 8 Report Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 12 371 38 46 779 213 56 158 94 116 96 24 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 13 399 37 49 838 161 60 170 9 125 103 2 Adj No. of Lanes 1 2 0 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 26 2082 192 63 2323 1026 254 601 32 219 624 12 Arrive On Green 0.01 0.64 0.63 0.04 0.66 0.65 0.18 0.18 0.18 0.18 0.18 0.17 Sat Flow, veh/h 1774 3277 302 1774 3539 1583 1284 3421 180 1200 3551 69 Grp Volume(v), veh/h 13 215 221 49 838 161 60 87 92 125 51 54 Grp Sat Flow(s),veh/h/ln 1774 1770 1809 1774 1770 1583 1284 1770 1831 1200 1770 1851 Q Serve(g_s), s 0.9 6.0 6.1 3.3 12.8 4.8 5.0 5.1 5.2 12.1 2.9 3.0 Cycle Q Clear(g_c), s 0.9 6.0 6.1 3.3 12.8 4.8 8.0 5.1 5.2 17.3 2.9 3.0 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.10 1.00 0.04 Lane Grp Cap(c), veh/h 26 1124 1149 63 2323 1026 254 311 322 219 311 325 V/C Ratio(X) 0.50 0.19 0.19 0.78 0.36 0.16 0.24 0.28 0.28 0.57 0.16 0.17 Avail Cap(c_a), veh/h 271 1124 1149 271 2323 1026 403 516 534 358 516 540 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 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 58.7 9.1 9.1 57.4 9.3 8.3 45.4 42.9 42.9 50.4 42.0 42.0 Incr Delay (d2), s/veh 5.4 0.4 0.4 7.3 0.4 0.3 0.2 0.2 0.2 0.9 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 3.0 3.1 1.7 6.3 2.2 1.8 2.5 2.7 4.1 1.4 1.5 LnGrp Delay(d),s/veh 64.1 9.5 9.5 64.7 9.7 8.6 45.5 43.0 43.1 51.3 42.1 42.1 LnGrp LOS E A A E A A D D D D D D Approach Vol, veh/h 449 1048 239 230 Approach Delay, s/veh 11.1 12.1 43.7 47.1 Approach LOS B B D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.0 81.9 28.1 7.5 84.4 28.1 Change Period (Y+Rc), s 5.7 5.7 7.0 5.7 5.7 7.0 Max Green Setting (Gmax), s 18.3 48.3 35.0 18.3 48.3 35.0 Max Q Clear Time (g_c+I1), s 5.3 8.1 19.3 2.9 14.8 10.0 Green Ext Time (p_c), s 0.0 18.4 1.8 0.0 16.9 2.0 Intersection Summary HCM 2010 Ctrl Delay 19.8 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 36: Monterey Avenue & Dinah Shore Drive Baseline Synchro 8 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 254 202 141 46 185 183 147 364 16 340 1273 357 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 276 220 16 50 201 0 160 396 14 370 1384 0 Adj No. of Lanes 2 2 1 1 2 1 2 3 0 2 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 336 480 215 64 263 118 220 2627 92 435 2966 924 Arrive On Green 0.10 0.14 0.14 0.04 0.07 0.00 0.06 0.52 0.52 0.08 0.39 0.00 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 5044 177 3442 5085 1583 Grp Volume(v), veh/h 276 220 16 50 201 0 160 265 145 370 1384 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 1695 1831 1721 1695 1583 Q Serve(g_s), s 9.4 6.9 1.1 3.4 6.7 0.0 5.5 4.9 4.9 12.7 24.3 0.0 Cycle Q Clear(g_c), s 9.4 6.9 1.1 3.4 6.7 0.0 5.5 4.9 4.9 12.7 24.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 336 480 215 64 263 118 220 1766 954 435 2966 924 V/C Ratio(X) 0.82 0.46 0.07 0.78 0.76 0.00 0.73 0.15 0.15 0.85 0.47 0.00 Avail Cap(c_a), veh/h 545 953 426 118 628 281 373 1766 954 688 2966 924 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.71 0.71 0.00 Uniform Delay (d), s/veh 53.1 47.8 45.3 57.3 54.5 0.0 55.1 14.9 15.0 53.8 22.6 0.0 Incr Delay (d2), s/veh 2.2 0.3 0.1 7.3 1.8 0.0 3.4 0.2 0.3 2.4 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 4.6 3.4 0.5 1.8 3.3 0.0 2.7 2.3 2.6 6.2 11.5 0.0 LnGrp Delay(d),s/veh 55.3 48.0 45.3 64.6 56.3 0.0 58.5 15.1 15.3 56.2 23.0 0.0 LnGrp LOS E D D E E E B B E C Approach Vol, veh/h 512 251 570 1754 Approach Delay, s/veh 51.9 57.9 27.4 30.0 Approach LOS D E C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.3 22.0 12.7 76.0 16.7 14.6 20.2 68.5 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0 Max Q Clear Time (g_c+I1), s 5.4 8.9 7.5 26.3 11.4 8.7 14.7 6.9 Green Ext Time (p_c), s 0.0 0.2 0.2 3.5 0.3 0.2 0.5 3.7 Intersection Summary HCM 2010 Ctrl Delay 35.4 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 48: Washington & Hovley Ln East/42nd Ave Baseline Synchro 8 Report Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 208 188 128 287 534 94 328 1149 192 109 1042 240 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 221 200 31 305 568 88 349 1222 134 116 1109 158 Adj No. of Lanes 2 2 0 2 2 0 1 3 1 1 3 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 320 568 87 405 643 99 410 2412 751 160 1695 528 Arrive On Green 0.09 0.18 0.18 0.12 0.21 0.20 0.23 0.47 0.47 0.09 0.33 0.33 Sat Flow, veh/h 3442 3079 470 3442 3074 475 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 221 114 117 305 326 330 349 1222 134 116 1109 158 Grp Sat Flow(s),veh/h/ln 1721 1770 1780 1721 1770 1779 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 7.5 6.7 6.9 10.3 21.5 21.6 22.6 20.0 5.8 7.6 22.3 6.5 Cycle Q Clear(g_c), s 7.5 6.7 6.9 10.3 21.5 21.6 22.6 20.0 5.8 7.6 22.3 6.5 Prop In Lane 1.00 0.26 1.00 0.27 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 320 326 328 405 370 372 410 2412 751 160 1695 528 V/C Ratio(X) 0.69 0.35 0.36 0.75 0.88 0.89 0.85 0.51 0.18 0.72 0.65 0.30 Avail Cap(c_a), veh/h 574 383 386 574 383 385 410 2412 751 266 1695 528 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 42.7 42.8 51.3 46.0 46.2 44.1 21.8 18.1 53.1 34.1 16.0 Incr Delay (d2), s/veh 2.7 0.6 0.7 3.5 20.2 20.7 15.5 0.8 0.5 6.1 2.0 1.5 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(0%),veh/ln 3.7 3.3 3.5 5.1 12.6 12.8 12.8 9.4 2.6 4.0 10.8 3.1 LnGrp Delay(d),s/veh 55.4 43.3 43.5 54.8 66.2 66.9 59.6 22.6 18.6 59.2 36.1 17.5 LnGrp LOS E D D D E E E C B E D B Approach Vol, veh/h 452 961 1705 1383 Approach Delay, s/veh 49.3 62.8 29.9 35.9 Approach LOS D E C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.8 60.9 18.1 26.1 31.8 44.0 15.1 29.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 39.0 19.0 25.0 17.0 39.0 19.0 25.0 Max Q Clear Time (g_c+I1), s 9.6 22.0 12.3 8.9 24.6 24.3 9.5 23.6 Green Ext Time (p_c), s 0.2 6.7 0.8 2.4 0.0 4.3 0.7 0.5 Intersection Summary HCM 2010 Ctrl Delay 40.7 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 58: Monterey Avenue & Gerald Ford Baseline Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 69 278 171 109 395 58 74 538 29 50 1128 109 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 79 320 11 125 454 5 85 618 28 57 1297 0 Adj No. of Lanes 2 2 1 2 2 1 2 3 0 2 3 1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 133 517 231 180 565 253 135 2836 128 122 2872 894 Arrive On Green 0.04 0.15 0.15 0.05 0.16 0.16 0.04 0.57 0.57 0.04 0.56 0.00 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4988 225 3442 5085 1583 Grp Volume(v), veh/h 79 320 11 125 454 5 85 419 227 57 1297 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1823 1721 1695 1583 Q Serve(g_s), s 2.7 10.2 0.7 4.3 14.8 0.3 2.9 7.3 7.4 1.9 17.9 0.0 Cycle Q Clear(g_c), s 2.7 10.2 0.7 4.3 14.8 0.3 2.9 7.3 7.4 1.9 17.9 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 133 517 231 180 565 253 135 1928 1037 122 2872 894 V/C Ratio(X) 0.59 0.62 0.05 0.69 0.80 0.02 0.63 0.22 0.22 0.47 0.45 0.00 Avail Cap(c_a), veh/h 287 923 413 287 923 413 315 1928 1037 287 2872 894 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.8 48.1 44.1 55.9 48.6 42.5 56.8 12.7 12.8 56.8 15.3 0.0 Incr Delay (d2), s/veh 1.6 1.2 0.1 1.8 2.7 0.0 1.8 0.3 0.5 1.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.3 5.1 0.3 2.1 7.5 0.1 1.4 3.4 3.9 0.9 8.4 0.0 LnGrp Delay(d),s/veh 58.3 49.3 44.1 57.7 51.3 42.5 58.6 13.0 13.2 57.8 15.8 0.0 LnGrp LOS E D D E D D E B B E B Approach Vol, veh/h 410 584 731 1354 Approach Delay, s/veh 50.9 52.6 18.4 17.5 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.7 74.8 9.6 25.9 9.3 75.2 11.3 24.2 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 11.0 44.0 10.0 31.3 10.0 45.0 10.0 31.3 Max Q Clear Time (g_c+I1), s 4.9 19.9 4.7 16.8 3.9 9.4 6.3 12.2 Green Ext Time (p_c), s 0.1 10.3 0.1 2.3 0.0 11.8 0.1 2.5 Intersection Summary HCM 2010 Ctrl Delay 28.8 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 60: Portola & Magnesia Falls Baseline Synchro 8 Report Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 266 25 112 193 338 24 373 299 260 483 179 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 101 337 32 142 244 93 30 472 30 329 611 178 Adj No. of Lanes 1 1 1 1 1 1 1 2 1 1 2 0 Peak Hour Factor 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 0.79 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 163 380 323 174 391 332 94 1252 560 217 1145 333 Arrive On Green 0.09 0.20 0.20 0.10 0.21 0.21 0.05 0.35 0.35 0.12 0.42 0.42 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 2706 787 Grp Volume(v), veh/h 101 337 32 142 244 93 30 472 30 329 399 390 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1724 Q Serve(g_s), s 4.9 15.8 1.5 7.1 10.7 4.4 1.5 9.0 1.1 11.0 15.1 15.2 Cycle Q Clear(g_c), s 4.9 15.8 1.5 7.1 10.7 4.4 1.5 9.0 1.1 11.0 15.1 15.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.46 Lane Grp Cap(c), veh/h 163 380 323 174 391 332 94 1252 560 217 749 729 V/C Ratio(X) 0.62 0.89 0.10 0.82 0.62 0.28 0.32 0.38 0.05 1.52 0.53 0.53 Avail Cap(c_a), veh/h 177 455 387 177 455 387 177 1252 560 217 749 729 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.3 34.8 29.1 39.8 32.3 29.8 41.1 21.7 19.2 39.5 19.3 19.4 Incr Delay (d2), s/veh 3.6 14.9 0.0 23.1 1.1 0.2 0.7 0.9 0.2 255.0 2.7 2.8 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(0%),veh/ln 2.6 9.7 0.7 4.6 5.6 2.0 0.7 4.5 0.5 20.7 7.9 7.7 LnGrp Delay(d),s/veh 43.0 49.7 29.1 62.9 33.4 30.0 41.8 22.6 19.3 294.5 22.0 22.2 LnGrp LOS D D C E C C D C B F C C Approach Vol, veh/h 470 479 532 1118 Approach Delay, s/veh 46.9 41.5 23.5 102.3 Approach LOS D D C F Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 16.0 36.8 13.8 23.4 9.7 43.1 13.3 23.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 28.0 9.0 22.0 9.0 30.0 9.0 22.0 Max Q Clear Time (g_c+I1), s 13.0 11.0 9.1 17.8 3.5 17.2 6.9 12.7 Green Ext Time (p_c), s 0.0 2.0 0.0 0.5 0.0 1.9 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 64.9 HCM 2010 LOS E HCM 2010 Signalized Intersection Summary 69: Portola & Gerald Ford Baseline Synchro 8 Report Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 259 136 50 459 152 101 264 46 78 179 4 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 10 312 82 60 553 0 122 318 3 94 216 0 Adj No. of Lanes 1 2 0 2 3 1 2 3 1 2 3 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 41 496 128 349 1303 406 503 985 307 449 906 282 Arrive On Green 0.02 0.18 0.18 0.10 0.26 0.00 0.15 0.19 0.19 0.13 0.18 0.00 Sat Flow, veh/h 1774 2785 721 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 10 197 197 60 553 0 122 318 3 94 216 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1736 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 0.3 5.2 5.3 0.8 4.6 0.0 1.6 2.7 0.1 1.2 1.8 0.0 Cycle Q Clear(g_c), s 0.3 5.2 5.3 0.8 4.6 0.0 1.6 2.7 0.1 1.2 1.8 0.0 Prop In Lane 1.00 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 41 315 309 349 1303 406 503 985 307 449 906 282 V/C Ratio(X) 0.24 0.62 0.64 0.17 0.42 0.00 0.24 0.32 0.01 0.21 0.24 0.00 Avail Cap(c_a), veh/h 316 1121 1100 613 3223 1003 682 3424 1066 682 3424 1066 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.2 19.2 19.2 20.7 15.7 0.0 19.1 17.5 16.4 19.6 17.8 0.0 Incr Delay (d2), s/veh 1.1 0.8 0.8 0.1 0.1 0.0 0.1 0.1 0.0 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.1 2.6 2.6 0.4 2.2 0.0 0.8 1.3 0.0 0.6 0.9 0.0 LnGrp Delay(d),s/veh 25.3 19.9 20.1 20.8 15.7 0.0 19.2 17.6 16.4 19.7 17.9 0.0 LnGrp LOS C B C C B B B B B B Approach Vol, veh/h 404 613 443 310 Approach Delay, s/veh 20.1 16.2 18.0 18.4 Approach LOS C B B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.6 14.8 10.1 14.0 12.4 14.0 6.2 17.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 34.0 9.0 32.0 10.0 34.0 9.0 32.0 Max Q Clear Time (g_c+I1), s 3.2 4.7 2.8 7.3 3.6 3.8 2.3 6.6 Green Ext Time (p_c), s 0.1 1.0 0.0 1.5 0.1 1.0 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 18.0 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 71: Portola & Frank Sinatra Baseline Synchro 8 Report Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 18 217 118 142 456 25 78 375 82 27 313 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 22 261 0 171 549 3 94 452 65 33 377 18 Adj No. of Lanes 1 2 1 1 2 1 1 3 0 1 3 0 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 73 453 203 177 661 296 148 2334 329 96 2431 115 Arrive On Green 0.04 0.13 0.00 0.10 0.19 0.19 0.08 0.52 0.52 0.05 0.49 0.49 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 4505 636 1774 4976 236 Grp Volume(v), veh/h 22 261 0 171 549 3 94 338 179 33 256 139 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1695 1751 1774 1695 1821 Q Serve(g_s), s 1.2 6.9 0.0 9.6 14.9 0.2 5.1 5.3 5.5 1.8 4.2 4.2 Cycle Q Clear(g_c), s 1.2 6.9 0.0 9.6 14.9 0.2 5.1 5.3 5.5 1.8 4.2 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.36 1.00 0.13 Lane Grp Cap(c), veh/h 73 453 203 177 661 296 148 1756 907 96 1657 890 V/C Ratio(X) 0.30 0.58 0.00 0.96 0.83 0.01 0.64 0.19 0.20 0.34 0.15 0.16 Avail Cap(c_a), veh/h 231 920 412 177 814 364 337 1756 907 231 1657 890 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.5 41.0 0.0 44.8 39.1 33.1 44.4 12.9 12.9 45.6 14.1 14.2 Incr Delay (d2), s/veh 0.9 0.4 0.0 56.5 5.0 0.0 1.7 0.2 0.5 0.8 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.6 3.4 0.0 7.5 7.8 0.1 2.6 2.5 2.8 0.9 2.0 2.2 LnGrp Delay(d),s/veh 47.4 41.5 0.0 101.3 44.1 33.1 46.0 13.1 13.4 46.4 14.3 14.5 LnGrp LOS D D F D C D B B D B B Approach Vol, veh/h 283 723 611 428 Approach Delay, s/veh 41.9 57.6 18.3 16.9 Approach LOS D E B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.4 56.8 15.0 17.8 13.3 53.9 9.1 23.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 31.0 10.0 26.0 19.0 25.0 13.0 23.0 Max Q Clear Time (g_c+I1), s 3.8 7.5 11.6 8.9 7.1 6.2 3.2 16.9 Green Ext Time (p_c), s 0.0 3.2 0.0 2.9 0.1 3.1 0.0 1.8 Intersection Summary HCM 2010 Ctrl Delay 35.2 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 75: Monterey Avenue & Frank Sinatra Drive Baseline Synchro 8 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 218 126 108 398 67 85 522 44 41 1230 78 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 33 245 8 121 447 75 96 587 42 46 1382 43 Adj No. of Lanes 2 2 1 2 2 1 2 3 0 2 3 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 96 448 200 175 530 237 147 3001 213 112 3096 964 Arrive On Green 0.03 0.13 0.13 0.05 0.15 0.15 0.04 0.62 0.62 0.03 0.61 0.61 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4848 344 3442 5085 1583 Grp Volume(v), veh/h 33 245 8 121 447 75 96 409 220 46 1382 43 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1802 1721 1695 1583 Q Serve(g_s), s 1.1 7.8 0.5 4.2 14.8 5.1 3.3 6.3 6.4 1.6 17.5 1.3 Cycle Q Clear(g_c), s 1.1 7.8 0.5 4.2 14.8 5.1 3.3 6.3 6.4 1.6 17.5 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 96 448 200 175 530 237 147 2099 1116 112 3096 964 V/C Ratio(X) 0.34 0.55 0.04 0.69 0.84 0.32 0.65 0.19 0.20 0.41 0.45 0.04 Avail Cap(c_a), veh/h 315 973 435 315 1003 449 344 2099 1116 344 3096 964 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.3 49.2 46.0 56.0 49.7 45.5 56.5 9.9 9.9 56.9 12.6 9.4 Incr Delay (d2), s/veh 0.8 0.4 0.0 1.8 1.4 0.3 1.8 0.2 0.4 0.9 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 3.8 0.2 2.0 7.3 2.2 1.6 3.0 3.3 0.8 8.3 0.6 LnGrp Delay(d),s/veh 58.1 49.6 46.0 57.8 51.1 45.8 58.3 10.1 10.3 57.8 13.1 9.5 LnGrp LOS E D D E D D E B B E B A Approach Vol, veh/h 286 643 725 1471 Approach Delay, s/veh 50.4 51.8 16.6 14.4 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.1 79.6 7.3 24.0 7.9 80.8 10.1 21.2 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 12.0 43.5 11.0 * 34 12.0 43.5 11.0 33.0 Max Q Clear Time (g_c+I1), s 5.3 19.5 3.1 16.8 3.6 8.4 6.2 9.8 Green Ext Time (p_c), s 0.1 4.1 0.0 1.2 0.0 4.2 0.1 1.2 Intersection Summary HCM 2010 Ctrl Delay 25.9 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 79: Cook & Gerald Ford Baseline Synchro 8 Report Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 226 114 77 35 218 122 113 489 27 244 1285 347 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 269 136 0 42 260 1 135 582 9 290 1530 227 Adj No. of Lanes 2 2 1 2 2 1 2 3 1 2 3 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 336 472 211 213 345 154 302 2618 815 310 2629 818 Arrive On Green 0.10 0.13 0.00 0.06 0.10 0.10 0.09 0.51 0.51 0.09 0.52 0.52 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 269 136 0 42 260 1 135 582 9 290 1530 227 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 7.7 3.5 0.0 1.2 7.2 0.1 3.7 6.3 0.3 8.4 20.8 8.1 Cycle Q Clear(g_c), s 7.7 3.5 0.0 1.2 7.2 0.1 3.7 6.3 0.3 8.4 20.8 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 336 472 211 213 345 154 302 2618 815 310 2629 818 V/C Ratio(X) 0.80 0.29 0.00 0.20 0.75 0.01 0.45 0.22 0.01 0.94 0.58 0.28 Avail Cap(c_a), veh/h 379 1026 459 310 956 427 310 2618 815 310 2629 818 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.2 39.1 0.0 44.5 44.0 40.7 43.3 13.3 11.8 45.2 16.7 13.6 Incr Delay (d2), s/veh 9.1 0.1 0.0 0.2 1.3 0.0 0.4 0.2 0.0 34.3 0.9 0.8 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(0%),veh/ln 4.0 1.7 0.0 0.6 3.6 0.0 1.8 3.0 0.1 5.5 9.9 3.7 LnGrp Delay(d),s/veh 53.3 39.2 0.0 44.7 45.2 40.8 43.7 13.5 11.9 79.5 17.6 14.5 LnGrp LOS D D D D D D B B E B B Approach Vol, veh/h 405 303 726 2047 Approach Delay, s/veh 48.5 45.1 19.1 26.1 Approach LOS D D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 56.5 11.2 18.3 13.8 56.7 14.8 14.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 33.0 9.0 29.0 9.0 33.0 11.0 27.0 Max Q Clear Time (g_c+I1), s 10.4 8.3 3.2 5.5 5.7 22.8 9.7 9.2 Green Ext Time (p_c), s 0.0 5.4 0.0 0.6 0.1 4.1 0.1 0.6 Intersection Summary HCM 2010 Ctrl Delay 28.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 104: San Pablo & Fred Waring Drive Baseline Synchro 8 Report Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 430 63 126 1103 209 83 165 78 43 105 84 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 22 478 51 140 1226 121 92 183 8 48 117 4 Adj No. of Lanes 1 3 0 1 3 1 2 1 1 2 2 1 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 93 2109 222 221 2660 827 298 328 277 244 567 231 Arrive On Green 0.05 0.45 0.45 0.12 0.52 0.52 0.09 0.18 0.18 0.07 0.16 0.15 Sat Flow, veh/h 1774 4674 492 1774 5085 1582 3442 1863 1578 3442 3539 1577 Grp Volume(v), veh/h 22 345 184 140 1226 121 92 183 8 48 117 4 Grp Sat Flow(s),veh/h/ln 1774 1695 1775 1774 1695 1582 1721 1863 1578 1721 1770 1577 Q Serve(g_s), s 0.9 4.4 4.5 5.4 10.8 2.8 1.8 6.4 0.3 0.9 2.1 0.2 Cycle Q Clear(g_c), s 0.9 4.4 4.5 5.4 10.8 2.8 1.8 6.4 0.3 0.9 2.1 0.2 Prop In Lane 1.00 0.28 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 93 1530 801 221 2660 827 298 328 277 244 567 231 V/C Ratio(X) 0.24 0.23 0.23 0.63 0.46 0.15 0.31 0.56 0.03 0.20 0.21 0.02 Avail Cap(c_a), veh/h 173 1530 801 248 2660 827 481 859 727 337 1483 639 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.5 12.0 12.0 29.8 10.7 8.8 30.7 27.0 24.4 31.3 26.1 26.2 Incr Delay (d2), s/veh 0.5 0.3 0.7 2.8 0.6 0.4 0.2 0.6 0.0 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.4 2.1 2.3 2.8 5.1 1.3 0.9 3.4 0.1 0.5 1.0 0.1 LnGrp Delay(d),s/veh 33.0 12.3 12.7 32.5 11.3 9.2 30.9 27.5 24.5 31.5 26.2 26.2 LnGrp LOS C B B C B A C C C C C C Approach Vol, veh/h 551 1487 283 169 Approach Delay, s/veh 13.3 13.1 28.5 27.7 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.8 41.2 9.2 14.5 11.9 36.0 8.1 15.6 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 5.0 33.3 8.0 28.0 8.0 30.3 5.0 31.0 Max Q Clear Time (g_c+I1), s 2.9 12.8 3.8 4.1 7.4 6.5 2.9 8.4 Green Ext Time (p_c), s 0.0 13.4 0.1 1.4 0.0 14.8 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 15.9 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 106: Portola & Fred Waring Baseline Synchro 8 Report Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 67 431 47 202 1142 162 62 329 110 134 474 205 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 78 501 15 235 1328 89 72 383 16 156 551 0 Adj No. of Lanes 2 3 1 2 3 1 1 2 1 1 2 1 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 268 1827 566 309 1887 585 136 997 443 182 1088 466 Arrive On Green 0.08 0.36 0.36 0.09 0.37 0.37 0.08 0.28 0.28 0.10 0.31 0.00 Sat Flow, veh/h 3442 5085 1577 3442 5085 1577 1774 3539 1575 1774 3539 1583 Grp Volume(v), veh/h 78 501 15 235 1328 89 72 383 16 156 551 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1577 1721 1695 1577 1774 1770 1575 1774 1770 1583 Q Serve(g_s), s 1.7 5.5 0.5 5.2 17.3 2.9 3.0 6.8 0.6 6.7 10.0 0.0 Cycle Q Clear(g_c), s 1.7 5.5 0.5 5.2 17.3 2.9 3.0 6.8 0.6 6.7 10.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 268 1827 566 309 1887 585 136 997 443 182 1088 466 V/C Ratio(X) 0.29 0.27 0.03 0.76 0.70 0.15 0.53 0.38 0.04 0.86 0.51 0.00 Avail Cap(c_a), veh/h 442 1827 566 309 1887 585 228 1816 808 182 1725 752 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 33.9 17.8 16.2 34.7 20.9 16.3 34.6 22.6 20.3 34.4 22.1 0.0 Incr Delay (d2), s/veh 0.2 0.4 0.1 9.5 2.2 0.6 1.2 0.1 0.0 29.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.8 2.6 0.2 2.9 8.5 1.4 1.5 3.3 0.3 4.8 4.8 0.0 LnGrp Delay(d),s/veh 34.1 18.1 16.2 44.2 23.1 16.9 35.8 22.6 20.3 64.2 22.3 0.0 LnGrp LOS C B B D C B D C C E C Approach Vol, veh/h 594 1652 471 707 Approach Delay, s/veh 20.2 25.8 24.6 31.5 Approach LOS C C C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.1 32.6 9.0 27.3 10.0 31.7 11.0 25.3 Change Period (Y+Rc), s 5.0 5.7 5.0 5.3 5.0 5.7 5.0 5.3 Max Green Setting (Gmax), s 8.0 22.3 8.0 36.0 5.0 26.0 6.0 38.0 Max Q Clear Time (g_c+I1), s 3.7 19.3 5.0 12.0 7.2 7.5 8.7 8.8 Green Ext Time (p_c), s 0.0 2.7 0.0 8.7 0.0 14.6 0.0 9.4 Intersection Summary HCM 2010 Ctrl Delay 25.8 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 107: Deep Canyon & Fred Waring Baseline Synchro 8 Report Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 101 643 46 221 1279 460 109 230 234 342 205 81 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1937 1900 Adj Flow Rate, veh/h 126 804 11 276 1599 304 136 288 2 428 256 85 Adj No. of Lanes 1 3 1 1 3 1 1 1 1 2 1 0 Peak Hour Factor 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 0.80 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 297 1826 565 300 1835 556 190 391 330 516 352 117 Arrive On Green 0.17 0.36 0.36 0.34 0.72 0.70 0.11 0.21 0.21 0.15 0.25 0.24 Sat Flow, veh/h 1774 5085 1572 1774 5085 1577 1774 1863 1572 3442 1391 462 Grp Volume(v), veh/h 126 804 11 276 1599 304 136 288 2 428 0 341 Grp Sat Flow(s),veh/h/ln 1774 1695 1572 1774 1695 1577 1774 1863 1572 1721 0 1852 Q Serve(g_s), s 7.6 14.4 0.5 17.9 28.3 7.9 8.9 17.3 0.1 14.5 0.0 20.2 Cycle Q Clear(g_c), s 7.6 14.4 0.5 17.9 28.3 7.9 8.9 17.3 0.1 14.5 0.0 20.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 297 1826 565 300 1835 556 190 391 330 516 0 469 V/C Ratio(X) 0.42 0.44 0.02 0.92 0.87 0.55 0.72 0.74 0.01 0.83 0.00 0.73 Avail Cap(c_a), veh/h 297 1826 565 300 1835 556 237 497 419 516 0 525 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) 0.94 0.94 0.94 0.67 0.67 0.67 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 44.8 29.3 24.8 38.9 14.6 6.6 51.8 44.3 17.1 49.5 0.0 41.1 Incr Delay (d2), s/veh 0.3 0.7 0.1 23.7 4.2 2.6 5.1 2.8 0.0 10.2 0.0 3.5 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(0%),veh/ln 3.8 6.9 0.2 10.7 13.4 3.7 4.6 9.2 0.0 7.6 0.0 10.8 LnGrp Delay(d),s/veh 45.1 30.0 24.9 62.6 18.8 9.2 56.9 47.1 17.1 59.7 0.0 44.7 LnGrp LOS D C C E B A E D B E D Approach Vol, veh/h 941 2179 426 769 Approach Delay, s/veh 32.0 23.0 50.1 53.1 Approach LOS C C D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 23.8 47.0 15.8 33.4 24.0 46.8 21.0 28.2 Change Period (Y+Rc), s 5.7 5.7 5.0 5.0 5.7 5.7 5.0 5.0 Max Green Setting (Gmax), s 11.3 41.3 14.0 32.0 18.3 34.3 16.0 30.0 Max Q Clear Time (g_c+I1), s 9.6 30.3 10.9 22.2 19.9 16.4 16.5 19.3 Green Ext Time (p_c), s 1.1 8.9 0.0 2.7 0.0 7.1 0.0 2.8 Intersection Summary HCM 2010 Ctrl Delay 33.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 109: Cook/Cook Street & Fred Waring Baseline Synchro 8 Report Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 313 571 56 111 1342 426 66 274 28 240 399 419 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1824 1863 1863 1863 Adj Flow Rate, veh/h 364 664 27 129 1560 308 77 319 25 279 464 185 Adj No. of Lanes 2 3 1 2 3 1 1 2 0 2 2 1 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 800 2792 854 238 1877 556 178 449 35 333 524 234 Arrive On Green 0.46 1.00 1.00 0.07 0.37 0.35 0.10 0.13 0.14 0.10 0.15 0.15 Sat Flow, veh/h 3442 5085 1580 3442 5085 1578 1774 3325 259 3442 3539 1583 Grp Volume(v), veh/h 364 664 27 129 1560 308 77 169 175 279 464 185 Grp Sat Flow(s),veh/h/ln 1721 1695 1580 1721 1695 1578 1774 1770 1814 1721 1770 1583 Q Serve(g_s), s 8.6 0.0 0.0 4.3 33.5 18.8 4.9 11.0 11.1 9.6 15.4 11.2 Cycle Q Clear(g_c), s 8.6 0.0 0.0 4.3 33.5 18.8 4.9 11.0 11.1 9.6 15.4 11.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 1.00 Lane Grp Cap(c), veh/h 800 2792 854 238 1877 556 178 239 245 333 524 234 V/C Ratio(X) 0.46 0.24 0.03 0.54 0.83 0.55 0.43 0.71 0.72 0.84 0.89 0.79 Avail Cap(c_a), veh/h 800 2792 854 324 1877 556 188 423 434 364 905 405 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.97 0.97 0.97 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 27.0 0.0 0.0 54.0 34.4 31.3 50.8 49.6 49.6 53.3 50.1 34.0 Incr Delay (d2), s/veh 0.1 0.2 0.1 0.7 4.5 3.9 0.6 1.4 1.5 13.3 2.6 2.2 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(0%),veh/ln 4.1 0.1 0.0 2.1 16.4 8.8 2.4 5.4 5.6 5.2 7.7 5.1 LnGrp Delay(d),s/veh 27.1 0.2 0.1 54.7 38.9 35.2 51.4 51.1 51.1 66.6 52.7 36.3 LnGrp LOS C A A D D D D D D E D D Approach Vol, veh/h 1055 1997 421 928 Approach Delay, s/veh 9.5 39.3 51.1 53.6 Approach LOS A D D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 33.6 48.0 15.3 23.1 12.0 69.6 16.9 21.5 Change Period (Y+Rc), s 5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3 Max Green Setting (Gmax), s 14.3 42.3 10.7 30.7 9.3 47.3 12.7 28.7 Max Q Clear Time (g_c+I1), s 10.6 35.5 6.9 17.4 6.3 2.0 11.6 13.1 Green Ext Time (p_c), s 1.2 6.2 0.9 0.3 0.0 9.6 0.1 2.3 Intersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 122: Washington & Fred Waring Baseline Synchro 8 Report Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 145 379 222 91 960 324 402 1008 20 134 879 310 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 159 416 63 100 1055 152 442 1108 4 147 966 134 Adj No. of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 263 1459 454 200 1366 403 541 1415 418 723 1684 524 Arrive On Green 0.08 0.29 0.29 0.06 0.27 0.25 0.16 0.28 0.26 0.21 0.33 0.33 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 159 416 63 100 1055 152 442 1108 4 147 966 134 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 5.4 7.6 3.5 3.4 23.0 5.6 14.9 24.1 0.2 4.2 18.8 7.4 Cycle Q Clear(g_c), s 5.4 7.6 3.5 3.4 23.0 5.6 14.9 24.1 0.2 4.2 18.8 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 263 1459 454 200 1366 403 541 1415 418 723 1684 524 V/C Ratio(X) 0.61 0.29 0.14 0.50 0.77 0.38 0.82 0.78 0.01 0.20 0.57 0.26 Avail Cap(c_a), veh/h 476 1459 454 476 1415 418 614 1415 418 723 1684 524 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.7 33.2 31.8 54.8 40.5 12.7 48.9 40.0 20.3 39.1 33.1 29.3 Incr Delay (d2), s/veh 0.8 0.0 0.1 0.7 2.3 0.2 6.7 4.4 0.0 0.1 1.4 1.2 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(0%),veh/ln 2.6 3.6 1.6 1.6 11.0 2.5 7.6 11.9 0.1 2.0 9.0 3.4 LnGrp Delay(d),s/veh 54.5 33.3 31.8 55.5 42.8 13.0 55.5 44.3 20.3 39.2 34.6 30.5 LnGrp LOS D C C E D B E D C D C C Approach Vol, veh/h 638 1307 1554 1247 Approach Delay, s/veh 38.4 40.3 47.5 34.7 Approach LOS D D D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 30.2 38.4 12.0 39.4 23.9 44.7 14.2 37.2 Change Period (Y+Rc), s 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 Max Green Setting (Gmax), s 14.9 31.7 14.9 31.7 19.7 26.9 14.9 31.7 Max Q Clear Time (g_c+I1), s 6.2 26.1 5.4 9.6 16.9 20.8 7.4 25.0 Green Ext Time (p_c), s 6.2 4.5 0.1 17.1 0.3 4.6 0.1 5.6 Intersection Summary HCM 2010 Ctrl Delay 40.9 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 128: Hwy 74 & El Paseo Baseline Synchro 8 Report Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 84 155 45 118 75 180 566 44 59 548 119 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 28 94 43 51 133 5 202 636 40 66 616 104 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 382 546 244 394 546 244 525 1778 112 546 1593 269 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.53 0.53 0.53 0.53 0.53 0.53 Sat Flow, veh/h 1246 3539 1583 1247 3539 1583 729 3382 213 760 3031 511 Grp Volume(v), veh/h 28 94 43 51 133 5 202 332 344 66 359 361 Grp Sat Flow(s),veh/h/ln 1246 1770 1583 1247 1770 1583 729 1770 1825 760 1770 1773 Q Serve(g_s), s 0.6 0.7 0.7 1.2 1.0 0.1 7.1 3.4 3.4 1.7 3.8 3.8 Cycle Q Clear(g_c), s 1.7 0.7 0.7 1.9 1.0 0.1 10.9 3.4 3.4 5.2 3.8 3.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 0.29 Lane Grp Cap(c), veh/h 382 546 244 394 546 244 525 930 959 546 930 932 V/C Ratio(X) 0.07 0.17 0.18 0.13 0.24 0.02 0.38 0.36 0.36 0.12 0.39 0.39 Avail Cap(c_a), veh/h 947 2152 963 960 2152 963 586 1076 1110 609 1076 1078 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.3 11.5 11.5 12.3 11.6 11.2 7.7 4.3 4.3 5.8 4.4 4.4 Incr Delay (d2), s/veh 0.1 0.1 0.3 0.1 0.2 0.0 0.5 0.2 0.2 0.1 0.3 0.3 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(0%),veh/ln 0.2 0.4 0.3 0.4 0.5 0.0 1.5 1.7 1.8 0.4 1.9 1.9 LnGrp Delay(d),s/veh 12.4 11.6 11.8 12.4 11.8 11.2 8.1 4.6 4.6 5.9 4.7 4.7 LnGrp LOS B B B B B B A A A A A A Approach Vol, veh/h 165 189 878 786 Approach Delay, s/veh 11.8 12.0 5.4 4.8 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.4 9.8 21.4 9.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 19.0 19.0 19.0 Max Q Clear Time (g_c+I1), s 12.9 3.7 7.2 3.9 Green Ext Time (p_c), s 3.5 1.2 5.5 1.2 Intersection Summary HCM 2010 Ctrl Delay 6.3 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 169: Monterey Avenue & Country Club Baseline Synchro 8 Report Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 61 310 109 182 630 125 317 492 84 181 1114 126 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 72 365 0 214 741 0 373 579 32 213 1311 42 Adj No. of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 211 770 227 297 867 257 900 2503 779 296 1551 483 Arrive On Green 0.06 0.15 0.00 0.09 0.17 0.00 0.26 0.49 0.49 0.09 0.31 0.31 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 72 365 0 214 741 0 373 579 32 213 1311 42 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 2.4 7.9 0.0 7.3 17.0 0.0 10.8 7.8 1.3 7.2 29.0 2.3 Cycle Q Clear(g_c), s 2.4 7.9 0.0 7.3 17.0 0.0 10.8 7.8 1.3 7.2 29.0 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 211 770 227 297 867 257 900 2503 779 296 1551 483 V/C Ratio(X) 0.34 0.47 0.00 0.72 0.85 0.00 0.41 0.23 0.04 0.72 0.85 0.09 Avail Cap(c_a), veh/h 287 1369 413 373 1496 453 900 2503 779 373 1551 483 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 46.5 0.0 53.4 48.3 0.0 36.7 17.5 15.8 53.4 39.0 29.8 Incr Delay (d2), s/veh 0.4 0.2 0.0 3.3 1.0 0.0 0.1 0.2 0.1 3.2 5.8 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.2 3.7 0.0 3.6 8.0 0.0 5.1 3.7 0.6 3.6 14.4 1.0 LnGrp Delay(d),s/veh 54.3 46.7 0.0 56.7 49.3 0.0 36.8 17.7 15.9 56.7 44.9 30.1 LnGrp LOS D D E D D B B E D C Approach Vol, veh/h 437 955 984 1566 Approach Delay, s/veh 48.0 50.9 24.9 46.1 Approach LOS D D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.3 65.5 15.4 23.9 37.8 43.0 13.1 26.2 Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 7.4 * 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 12.0 38.6 12.0 31.3 15.0 * 36 9.0 * 34 Max Q Clear Time (g_c+I1), s 9.2 9.8 9.3 9.9 12.8 31.0 4.4 19.0 Green Ext Time (p_c), s 0.1 1.0 0.1 0.3 0.2 0.7 0.2 0.5 Intersection Summary HCM 2010 Ctrl Delay 42.2 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 173: Cook & Frank Sinatra Baseline Synchro 8 Report Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 140 92 110 30 198 31 68 496 21 35 1070 297 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 173 114 90 37 244 0 84 612 20 43 1321 162 Adj No. of Lanes 2 2 1 2 2 1 2 2 0 2 3 1 Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 484 673 301 237 418 187 387 1167 38 263 1514 471 Arrive On Green 0.14 0.19 0.19 0.07 0.12 0.00 0.11 0.33 0.33 0.08 0.30 0.30 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3498 114 3442 5085 1583 Grp Volume(v), veh/h 173 114 90 37 244 0 84 309 323 43 1321 162 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1843 1721 1695 1583 Q Serve(g_s), s 2.7 1.6 3.0 0.6 3.9 0.0 1.3 8.5 8.5 0.7 14.9 4.8 Cycle Q Clear(g_c), s 2.7 1.6 3.0 0.6 3.9 0.0 1.3 8.5 8.5 0.7 14.9 4.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 484 673 301 237 418 187 387 591 615 263 1514 471 V/C Ratio(X) 0.36 0.17 0.30 0.16 0.58 0.00 0.22 0.52 0.52 0.16 0.87 0.34 Avail Cap(c_a), veh/h 512 1112 498 512 1112 498 512 591 615 512 1598 498 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.5 20.5 21.0 26.5 25.2 0.0 24.4 16.3 16.3 26.1 20.1 16.6 Incr Delay (d2), s/veh 0.2 0.1 0.6 0.1 1.3 0.0 0.1 0.8 0.8 0.1 5.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.3 0.8 1.3 0.3 2.0 0.0 0.6 4.3 4.4 0.3 7.7 2.1 LnGrp Delay(d),s/veh 23.7 20.6 21.6 26.6 26.5 0.0 24.5 17.1 17.1 26.2 25.6 17.0 LnGrp LOS C C C C C C B B C C B Approach Vol, veh/h 377 281 716 1526 Approach Delay, s/veh 22.2 26.5 18.0 24.7 Approach LOS C C B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 25.2 9.2 16.5 11.8 23.0 13.5 12.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 19.0 9.0 19.0 9.0 19.0 9.0 19.0 Max Q Clear Time (g_c+I1), s 2.7 10.5 2.6 5.0 3.3 16.9 4.7 5.9 Green Ext Time (p_c), s 0.0 5.0 0.0 1.2 0.1 1.1 0.2 1.2 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 201: Hwy 111 & Painters Path/Park View Baseline Synchro 8 Report Page 25 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 12 2 1 15 12 111 3 1026 13 121 1113 67 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1900 1863 1863 1900 1863 1863 1788 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 13 2 0 16 13 8 3 1115 4 132 1210 63 Adj No. of Lanes 0 1 1 0 1 1 1 3 1 1 3 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 298 18 88 248 80 173 7 2144 667 166 2795 145 Arrive On Green 0.11 0.11 0.00 0.11 0.11 0.11 0.00 0.42 0.42 0.09 0.56 0.51 Sat Flow, veh/h 1079 166 1583 901 732 1583 1703 5085 1583 1774 4950 258 Grp Volume(v), veh/h 15 0 0 29 0 8 3 1115 4 132 829 444 Grp Sat Flow(s),veh/h/ln 1245 0 1583 1633 0 1583 1703 1695 1583 1774 1695 1817 Q Serve(g_s), s 0.4 0.0 0.0 0.0 0.0 0.2 0.1 6.1 0.1 2.7 5.3 5.3 Cycle Q Clear(g_c), s 0.9 0.0 0.0 0.5 0.0 0.2 0.1 6.1 0.1 2.7 5.3 5.3 Prop In Lane 0.87 1.00 0.55 1.00 1.00 1.00 1.00 0.14 Lane Grp Cap(c), veh/h 316 0 88 329 0 173 7 2144 667 166 1914 1026 V/C Ratio(X) 0.05 0.00 0.00 0.09 0.00 0.05 0.43 0.52 0.01 0.80 0.43 0.43 Avail Cap(c_a), veh/h 775 0 594 834 0 679 228 2318 722 238 1914 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 15.4 0.0 0.0 15.0 0.0 14.9 18.5 8.0 6.3 16.6 4.7 4.8 Incr Delay (d2), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 14.7 0.1 0.0 7.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.1 0.0 0.0 0.3 0.0 0.1 0.1 2.8 0.0 1.6 2.4 2.7 LnGrp Delay(d),s/veh 15.5 0.0 0.0 15.1 0.0 14.9 33.2 8.1 6.3 23.7 4.7 4.9 LnGrp LOS B B B C A A C A A Approach Vol, veh/h 15 37 1122 1405 Approach Delay, s/veh 15.5 15.0 8.1 6.6 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.2 25.1 8.1 9.5 19.7 8.1 Change Period (Y+Rc), s 4.0 6.0 6.0 6.0 * 6 6.0 Max Green Setting (Gmax), s 5.0 15.0 14.0 5.0 * 15 14.0 Max Q Clear Time (g_c+I1), s 2.1 7.3 2.5 4.7 8.1 2.9 Green Ext Time (p_c), s 0.0 6.6 0.1 0.0 5.7 0.1 Intersection Summary HCM 2010 Ctrl Delay 7.4 HCM 2010 LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 202: Hwy 111 & Fred Waring Drive Baseline Synchro 8 Report Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 32 18 67 132 316 53 745 29 241 851 40 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 34 1 71 140 26 56 793 29 256 905 40 Adj No. of Lanes 2 2 1 2 2 2 2 3 0 2 3 0 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 44 194 87 130 283 244 1256 3363 123 317 1943 86 Arrive On Green 0.01 0.05 0.05 0.04 0.08 0.09 0.36 0.67 0.65 0.09 0.39 0.37 Sat Flow, veh/h 3442 3539 1583 3442 3539 2768 3442 5037 184 3442 4993 220 Grp Volume(v), veh/h 11 34 1 71 140 26 56 533 289 256 614 331 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1384 1721 1695 1830 1721 1695 1823 Q Serve(g_s), s 0.4 1.1 0.0 2.4 4.5 1.0 1.3 7.4 7.5 8.8 16.2 16.3 Cycle Q Clear(g_c), s 0.4 1.1 0.0 2.4 4.5 1.0 1.3 7.4 7.5 8.8 16.2 16.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.12 Lane Grp Cap(c), veh/h 44 194 87 130 283 244 1256 2264 1222 317 1319 709 V/C Ratio(X) 0.25 0.18 0.01 0.55 0.50 0.11 0.04 0.24 0.24 0.81 0.47 0.47 Avail Cap(c_a), veh/h 442 696 311 442 696 567 1256 2264 1222 579 1319 709 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 0.89 0.89 0.89 0.98 0.98 0.98 0.93 0.93 0.93 Uniform Delay (d), s/veh 58.7 54.1 14.0 56.7 52.9 50.4 24.6 7.9 7.9 53.4 27.3 27.5 Incr Delay (d2), s/veh 1.1 0.2 0.0 1.2 0.4 0.1 0.0 0.2 0.4 1.7 1.1 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(0%),veh/ln 0.2 0.5 0.0 1.2 2.3 0.4 0.6 3.6 3.9 4.2 7.8 8.6 LnGrp Delay(d),s/veh 59.7 54.3 14.0 57.9 53.3 50.4 24.6 8.1 8.4 55.2 28.4 29.5 LnGrp LOS E D B E D D C A A E C C Approach Vol, veh/h 46 237 878 1201 Approach Delay, s/veh 54.7 54.4 9.2 34.4 Approach LOS D D A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 49.5 50.4 6.5 13.6 16.1 83.8 9.5 10.6 Change Period (Y+Rc), s 5.7 * 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 16.6 * 45 15.4 22.6 20.2 41.1 15.4 22.6 Max Q Clear Time (g_c+I1), s 3.3 18.3 2.4 6.5 10.8 9.5 4.4 3.1 Green Ext Time (p_c), s 5.2 11.9 0.0 1.2 0.3 11.0 0.1 1.3 Intersection Summary HCM 2010 Ctrl Delay 27.5 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 203: Hwy 111 & Desert Crossing Baseline Synchro 8 Report Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 52 2 48 19 3 23 74 770 30 12 813 111 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 57 0 0 20 3 0 80 828 19 13 874 65 Adj No. of Lanes 2 0 1 1 1 1 2 3 1 1 3 1 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 188 0 84 48 50 43 159 3095 935 3 2953 919 Arrive On Green 0.05 0.00 0.00 0.03 0.03 0.00 0.05 0.61 0.59 0.00 0.58 0.58 Sat Flow, veh/h 3548 0 1583 1774 1863 1583 3442 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 57 0 0 20 3 0 80 828 19 13 874 65 Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 1863 1583 1721 1695 1583 1774 1695 1583 Q Serve(g_s), s 0.8 0.0 0.0 0.6 0.1 0.0 1.2 4.2 0.3 0.1 4.7 1.0 Cycle Q Clear(g_c), s 0.8 0.0 0.0 0.6 0.1 0.0 1.2 4.2 0.3 0.1 4.7 1.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 188 0 84 48 50 43 159 3095 935 3 2953 919 V/C Ratio(X) 0.30 0.00 0.00 0.42 0.06 0.00 0.50 0.27 0.02 4.00 0.30 0.07 Avail Cap(c_a), veh/h 1951 0 871 195 205 174 442 3095 935 156 2953 919 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.9 0.0 0.0 26.1 25.9 0.0 25.4 5.0 4.6 27.3 5.8 5.0 Incr Delay (d2), s/veh 0.3 0.0 0.0 2.2 0.2 0.0 0.9 0.2 0.0 1405.6 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5.1 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.4 0.0 0.0 0.3 0.0 0.0 0.6 2.0 0.1 2.1 2.3 0.5 LnGrp Delay(d),s/veh 25.2 0.0 0.0 28.3 26.0 0.0 26.3 5.2 4.7 1437.9 6.0 5.2 LnGrp LOS C C C C A A F A A Approach Vol, veh/h 57 23 927 952 Approach Delay, s/veh 25.2 28.0 7.0 25.5 Approach LOS C C A C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.5 35.7 5.5 5.0 37.2 6.9 Change Period (Y+Rc), s 3.0 5.0 4.0 5.0 * 5 4.0 Max Green Setting (Gmax), s 8.0 30.0 6.0 5.8 * 32 30.0 Max Q Clear Time (g_c+I1), s 3.2 6.7 2.6 2.1 6.2 2.8 Green Ext Time (p_c), s 0.1 1.8 0.0 0.0 1.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 16.8 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 204: El Paseo/Town Center & Hwy 111 Baseline Synchro 8 Report Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 672 60 33 685 151 53 49 23 197 39 9 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 35 810 0 40 825 174 64 59 -11 237 47 0 Adj No. of Lanes 2 3 1 2 3 1 2 2 0 2 2 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 59 1917 562 8 1995 603 364 374 0 447 460 206 Arrive On Green 0.02 0.38 0.00 0.00 0.39 0.38 0.11 0.11 0.00 0.13 0.13 0.00 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3632 0 3442 3539 1583 Grp Volume(v), veh/h 35 810 0 40 825 174 64 48 0 237 47 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 0 1721 1770 1583 Q Serve(g_s), s 0.5 5.3 0.0 0.1 5.3 3.4 0.8 0.6 0.0 2.9 0.5 0.0 Cycle Q Clear(g_c), s 0.5 5.3 0.0 0.1 5.3 3.4 0.8 0.6 0.0 2.9 0.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 59 1917 562 8 1995 603 364 374 0 447 460 206 V/C Ratio(X) 0.59 0.42 0.00 5.24 0.41 0.29 0.18 0.13 0.00 0.53 0.10 0.00 Avail Cap(c_a), veh/h 344 1917 562 382 1995 603 1221 1256 0 458 471 211 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 22.0 10.4 0.0 22.5 9.9 9.7 18.4 18.3 0.0 18.3 17.3 0.0 Incr Delay (d2), s/veh 3.5 0.7 0.0 1931.1 0.6 1.2 0.1 0.1 0.0 0.5 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.2 2.6 0.0 3.4 2.6 1.7 0.4 0.3 0.0 1.4 0.3 0.0 LnGrp Delay(d),s/veh 25.5 11.1 0.0 1953.7 10.6 10.9 18.5 18.3 0.0 18.8 17.3 0.0 LnGrp LOS C B F B B B B B B Approach Vol, veh/h 845 1039 112 284 Approach Delay, s/veh 11.7 85.4 18.4 18.6 Approach LOS B F B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.5 21.0 9.9 4.8 21.7 8.8 Change Period (Y+Rc), s 4.5 * 5 5.0 3.0 4.5 5.0 Max Green Setting (Gmax), s 6.0 * 16 5.0 5.5 17.0 15.0 Max Q Clear Time (g_c+I1), s 2.1 7.3 4.9 2.5 7.3 2.8 Green Ext Time (p_c), s 0.0 1.2 0.0 0.0 1.7 0.2 Intersection Summary HCM 2010 Ctrl Delay 46.5 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 205: Plaza & Hwy 111 Baseline Synchro 8 Report Page 29 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 32 624 55 128 685 37 35 13 73 11 11 12 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 39 752 48 154 825 20 42 16 0 13 13 0 Adj No. of Lanes 2 3 0 1 3 1 1 1 0 1 1 1 Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 0.83 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 29 1279 81 186 2019 629 422 200 0 446 236 90 Arrive On Green 0.01 0.26 0.26 0.10 0.40 0.40 0.11 0.11 0.00 0.13 0.13 0.00 Sat Flow, veh/h 3442 4887 311 1774 5085 1583 1395 1863 0 1392 1863 1583 Grp Volume(v), veh/h 39 521 279 154 825 20 42 16 0 13 13 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1808 1774 1695 1583 1395 1863 0 1392 1863 1583 Q Serve(g_s), s 0.2 3.4 3.5 2.2 3.0 0.2 0.7 0.2 0.0 0.2 0.2 0.0 Cycle Q Clear(g_c), s 0.2 3.4 3.5 2.2 3.0 0.2 0.9 0.2 0.0 0.4 0.2 0.0 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 29 887 473 186 2019 629 422 200 0 446 236 90 V/C Ratio(X) 1.36 0.59 0.59 0.83 0.41 0.03 0.10 0.08 0.00 0.03 0.06 0.00 Avail Cap(c_a), veh/h 805 3437 1833 623 5155 1605 1768 1997 0 1762 1997 1587 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 12.7 8.3 8.3 11.3 5.6 4.7 10.7 10.3 0.0 10.0 9.8 0.0 Incr Delay (d2), s/veh 181.3 0.2 0.4 3.6 0.0 0.0 0.0 0.1 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.8 1.6 1.8 1.2 1.4 0.1 0.3 0.1 0.0 0.1 0.1 0.0 LnGrp Delay(d),s/veh 194.1 8.5 8.7 14.9 5.6 4.7 10.7 10.4 0.0 10.1 9.9 0.0 LnGrp LOS F A A B A A B B B A Approach Vol, veh/h 839 999 58 26 Approach Delay, s/veh 17.2 7.0 10.6 10.0 Approach LOS B A B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.7 10.7 7.3 4.2 14.2 7.3 Change Period (Y+Rc), s 4.0 * 4 5.0 3.0 4.0 * 5 Max Green Setting (Gmax), s 10.0 * 26 26.5 7.0 26.0 * 27 Max Q Clear Time (g_c+I1), s 4.2 5.5 2.4 2.2 5.0 2.9 Green Ext Time (p_c), s 1.3 1.3 0.3 0.0 2.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 11.6 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 206: Hwy 74/Monterey & Hwy 111 Baseline Synchro 8 Report Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 72 539 99 228 587 163 173 363 150 205 437 97 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 80 599 37 253 652 79 192 403 13 228 486 15 Adj No. of Lanes 2 3 1 2 3 1 2 2 1 2 2 1 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 168 2086 632 314 2360 717 235 758 321 312 837 356 Arrive On Green 0.05 0.41 0.40 0.09 0.46 0.45 0.07 0.21 0.20 0.09 0.24 0.23 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 80 599 37 253 652 79 192 403 13 228 486 15 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 2.0 6.9 0.9 6.3 6.9 2.5 4.8 8.9 0.4 5.7 10.7 0.7 Cycle Q Clear(g_c), s 2.0 6.9 0.9 6.3 6.9 2.5 4.8 8.9 0.4 5.7 10.7 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 168 2086 632 314 2360 717 235 758 321 312 837 356 V/C Ratio(X) 0.48 0.29 0.06 0.81 0.28 0.11 0.82 0.53 0.04 0.73 0.58 0.04 Avail Cap(c_a), veh/h 314 2086 632 314 2360 717 235 1129 487 510 1170 505 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.6 17.3 8.3 39.1 14.5 13.8 40.3 30.6 15.5 38.9 29.7 26.6 Incr Delay (d2), s/veh 0.8 0.3 0.2 13.3 0.3 0.3 18.3 0.2 0.0 1.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.0 3.3 0.6 3.6 3.3 1.2 2.9 4.3 0.3 2.7 5.2 0.3 LnGrp Delay(d),s/veh 41.4 17.6 8.5 52.4 14.7 14.1 58.7 30.8 15.5 40.1 29.9 26.6 LnGrp LOS D B A D B B E C B D C C Approach Vol, veh/h 716 984 608 729 Approach Delay, s/veh 19.8 24.4 39.3 33.0 Approach LOS B C D C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 13.0 40.0 10.0 24.7 8.3 44.7 12.0 22.8 Change Period (Y+Rc), s 5.0 * 5 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 8.0 * 35 6.0 28.0 8.0 35.0 13.0 27.0 Max Q Clear Time (g_c+I1), s 8.3 8.9 6.8 12.7 4.0 8.9 7.7 10.9 Green Ext Time (p_c), s 0.0 1.2 0.0 6.7 0.1 2.2 0.3 6.9 Intersection Summary HCM 2010 Ctrl Delay 28.4 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 207: San Pablo & Hwy 111 Baseline Synchro 8 Report Page 31 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 49 689 42 34 953 90 19 68 29 81 78 92 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 51 718 26 35 993 84 20 71 1 84 81 0 Adj No. of Lanes 2 3 1 2 3 0 1 2 0 1 2 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 106 3219 1002 95 2885 244 29 273 4 97 407 182 Arrive On Green 0.03 0.63 0.63 0.03 0.60 0.58 0.02 0.08 0.06 0.05 0.12 0.00 Sat Flow, veh/h 3442 5085 1583 3442 4778 403 1774 3573 50 1774 3539 1583 Grp Volume(v), veh/h 51 718 26 35 704 373 20 35 37 84 81 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1792 1774 1770 1854 1774 1770 1583 Q Serve(g_s), s 1.1 4.6 0.5 0.8 8.0 8.1 0.9 1.4 1.4 3.6 1.6 0.0 Cycle Q Clear(g_c), s 1.1 4.6 0.5 0.8 8.0 8.1 0.9 1.4 1.4 3.6 1.6 0.0 Prop In Lane 1.00 1.00 1.00 0.23 1.00 0.03 1.00 1.00 Lane Grp Cap(c), veh/h 106 3219 1002 95 2047 1082 29 135 142 97 407 182 V/C Ratio(X) 0.48 0.22 0.03 0.37 0.34 0.34 0.70 0.26 0.26 0.87 0.20 0.00 Avail Cap(c_a), veh/h 206 3219 1002 202 2047 1082 162 368 386 162 737 330 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 36.6 6.0 5.3 36.7 7.6 7.7 37.6 33.4 33.5 36.0 30.8 0.0 Incr Delay (d2), s/veh 1.2 0.2 0.0 0.9 0.5 0.9 10.9 0.4 0.4 11.8 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 2.2 0.2 0.4 3.8 4.2 0.5 0.7 0.8 2.1 0.8 0.0 LnGrp Delay(d),s/veh 37.9 6.2 5.3 37.6 8.1 8.6 48.5 33.8 33.8 47.8 30.9 0.0 LnGrp LOS D A A D A A D C C D C Approach Vol, veh/h 795 1112 92 165 Approach Delay, s/veh 8.2 9.2 37.0 39.5 Approach LOS A A D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.1 52.6 8.2 9.9 8.4 50.4 5.2 12.8 Change Period (Y+Rc), s 3.5 5.5 3.5 5.0 5.5 * 5.5 3.5 5.0 Max Green Setting (Gmax), s 5.0 45.0 7.5 15.0 5.1 * 45 7.5 15.0 Max Q Clear Time (g_c+I1), s 2.8 6.6 5.6 3.4 3.1 10.1 2.9 3.6 Green Ext Time (p_c), s 0.0 1.6 0.0 0.9 0.0 1.8 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 12.3 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 208: San Luis Rey & Hwy 111 Baseline Synchro 8 Report Page 32 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 37 677 63 76 1053 44 53 16 59 18 22 39 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 38 691 53 78 1074 42 54 16 4 18 22 2 Adj No. of Lanes 1 3 0 1 3 0 1 1 0 0 1 1 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 41 3217 245 60 3479 136 209 138 34 127 109 106 Arrive On Green 0.02 0.67 0.65 0.03 0.69 0.68 0.10 0.10 0.07 0.10 0.10 0.07 Sat Flow, veh/h 1774 4821 368 1774 5022 196 1381 1439 360 538 1141 1583 Grp Volume(v), veh/h 38 485 259 78 725 391 54 0 20 40 0 2 Grp Sat Flow(s),veh/h/ln 1774 1695 1798 1774 1695 1828 1381 0 1799 1678 0 1583 Q Serve(g_s), s 1.5 3.8 3.9 2.3 5.8 5.8 2.6 0.0 0.7 0.0 0.0 0.1 Cycle Q Clear(g_c), s 1.5 3.8 3.9 2.3 5.8 5.8 4.0 0.0 0.7 1.4 0.0 0.1 Prop In Lane 1.00 0.20 1.00 0.11 1.00 0.20 0.45 1.00 Lane Grp Cap(c), veh/h 41 2262 1200 60 2348 1266 209 0 172 236 0 106 V/C Ratio(X) 0.93 0.21 0.22 1.30 0.31 0.31 0.26 0.00 0.12 0.17 0.00 0.02 Avail Cap(c_a), veh/h 335 2262 1200 129 2348 1266 398 0 418 456 0 322 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.6 4.5 4.5 33.3 4.1 4.2 30.6 0.0 28.7 28.8 0.0 30.1 Incr Delay (d2), s/veh 26.1 0.2 0.4 163.6 0.3 0.6 0.2 0.0 0.1 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.0 1.8 2.0 3.9 2.7 3.1 1.0 0.0 0.4 0.7 0.0 0.0 LnGrp Delay(d),s/veh 59.7 4.7 4.9 196.9 4.5 4.8 30.9 0.0 28.8 28.9 0.0 30.1 LnGrp LOS E A A F A A C C C C Approach Vol, veh/h 782 1194 74 42 Approach Delay, s/veh 7.4 17.2 30.3 29.0 Approach LOS A B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.3 50.0 10.6 6.6 51.8 10.6 Change Period (Y+Rc), s 5.0 * 5 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 6.0 * 45 15.0 14.0 37.0 15.0 Max Q Clear Time (g_c+I1), s 4.3 5.9 3.4 3.5 7.8 6.0 Green Ext Time (p_c), s 0.0 1.2 0.4 0.0 2.1 0.3 Intersection Summary HCM 2010 Ctrl Delay 14.2 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 209: Portola & Hwy 111 Baseline Synchro 8 Report Page 33 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 81 547 122 122 957 73 188 270 59 62 443 97 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 84 570 55 127 997 29 196 281 46 65 461 84 Adj No. of Lanes 2 3 1 2 3 1 2 2 0 2 2 0 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 707 2728 849 185 1928 600 259 687 111 127 560 101 Arrive On Green 0.21 0.54 0.54 0.05 0.38 0.38 0.08 0.23 0.22 0.04 0.19 0.18 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3052 494 3442 2994 542 Grp Volume(v), veh/h 84 570 55 127 997 29 196 162 165 65 271 274 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1776 1721 1770 1767 Q Serve(g_s), s 2.4 7.0 2.0 4.4 18.2 1.1 6.7 9.3 9.6 2.2 17.7 17.9 Cycle Q Clear(g_c), s 2.4 7.0 2.0 4.4 18.2 1.1 6.7 9.3 9.6 2.2 17.7 17.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.31 Lane Grp Cap(c), veh/h 707 2728 849 185 1928 600 259 399 400 127 331 330 V/C Ratio(X) 0.12 0.21 0.06 0.69 0.52 0.05 0.76 0.41 0.41 0.51 0.82 0.83 Avail Cap(c_a), veh/h 707 2728 849 442 1928 600 442 399 400 579 383 383 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) 0.99 0.99 0.99 0.96 0.96 0.96 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.8 14.5 13.4 55.8 28.8 14.0 54.4 39.6 39.8 56.7 46.8 47.1 Incr Delay (d2), s/veh 0.0 0.2 0.1 1.6 1.0 0.1 1.7 0.2 0.2 1.2 10.2 11.0 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(0%),veh/ln 1.1 3.3 0.9 2.1 8.7 0.5 3.2 4.6 4.7 1.1 9.6 9.8 LnGrp Delay(d),s/veh 38.9 14.7 13.5 57.4 29.7 14.1 56.1 39.9 40.1 57.9 57.0 58.0 LnGrp LOS D B B E C B E D D E E E Approach Vol, veh/h 709 1153 523 610 Approach Delay, s/veh 17.5 32.4 46.0 57.6 Approach LOS B C D E Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.5 68.1 14.0 26.4 30.3 49.2 9.4 31.0 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.7 * 5.7 5.0 5.0 Max Green Setting (Gmax), s 15.4 43.5 15.4 25.0 15.4 * 44 20.2 20.2 Max Q Clear Time (g_c+I1), s 6.4 9.0 8.7 19.9 4.4 20.2 4.2 11.6 Green Ext Time (p_c), s 0.2 2.6 0.3 1.5 1.5 3.9 0.1 3.6 Intersection Summary HCM 2010 Ctrl Delay 36.4 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 210: El Paseo/Cabrillo & Hwy 111 Baseline Synchro 8 Report Page 34 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 8 641 6 164 1099 20 22 7 125 18 13 29 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 9 712 6 182 1221 21 24 8 0 20 14 0 Adj No. of Lanes 1 3 0 2 3 0 1 1 2 1 2 1 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 66 3036 26 260 2983 51 265 155 172 265 294 132 Arrive On Green 0.04 0.58 0.56 0.08 0.58 0.56 0.08 0.08 0.00 0.08 0.08 0.00 Sat Flow, veh/h 1774 5201 44 3442 5149 89 1394 1863 2787 1402 3539 1583 Grp Volume(v), veh/h 9 464 254 182 804 438 24 8 0 20 14 0 Grp Sat Flow(s),veh/h/ln 1774 1695 1855 1721 1695 1847 1394 1863 1393 1402 1770 1583 Q Serve(g_s), s 0.2 3.1 3.1 2.4 6.1 6.1 0.8 0.2 0.0 0.6 0.2 0.0 Cycle Q Clear(g_c), s 0.2 3.1 3.1 2.4 6.1 6.1 0.9 0.2 0.0 0.8 0.2 0.0 Prop In Lane 1.00 0.02 1.00 0.05 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 66 1979 1083 260 1964 1070 265 155 172 265 294 132 V/C Ratio(X) 0.14 0.23 0.23 0.70 0.41 0.41 0.09 0.05 0.00 0.08 0.05 0.00 Avail Cap(c_a), veh/h 190 1979 1083 355 1964 1070 987 1119 1615 991 2127 951 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 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.7 4.7 4.7 21.0 5.4 5.4 20.1 19.7 0.0 20.0 19.7 0.0 Incr Delay (d2), s/veh 0.3 0.3 0.5 1.7 0.6 1.2 0.1 0.1 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.1 1.5 1.7 1.2 3.0 3.4 0.3 0.1 0.0 0.2 0.1 0.0 LnGrp Delay(d),s/veh 22.1 5.0 5.2 22.7 6.0 6.6 20.1 19.7 0.0 20.1 19.7 0.0 LnGrp LOS C A A C A A C B C B Approach Vol, veh/h 727 1424 32 34 Approach Delay, s/veh 5.3 8.3 20.0 19.9 Approach LOS A A C B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.5 31.2 7.9 7.7 31.0 7.9 Change Period (Y+Rc), s 3.0 5.0 5.0 5.0 * 5 5.0 Max Green Setting (Gmax), s 5.8 26.2 27.0 6.0 * 26 27.0 Max Q Clear Time (g_c+I1), s 4.4 5.1 2.8 2.2 8.1 2.9 Green Ext Time (p_c), s 0.1 1.1 0.3 0.6 2.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 7.7 HCM 2010 LOS A Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 211: Deep Canyon & Hwy 111 Baseline Synchro 8 Report Page 35 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 84 637 18 66 1162 147 39 197 68 110 158 133 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 100 758 7 79 1383 48 46 235 26 131 188 12 Adj No. of Lanes 1 3 1 1 3 1 1 2 0 1 2 0 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 118 2347 684 88 2404 700 62 480 53 155 682 43 Arrive On Green 0.07 0.46 0.43 0.05 0.47 0.44 0.03 0.15 0.14 0.09 0.20 0.19 Sat Flow, veh/h 1774 5085 1578 1774 5085 1574 1774 3214 352 1774 3378 214 Grp Volume(v), veh/h 100 758 7 79 1383 48 46 128 133 131 98 102 Grp Sat Flow(s),veh/h/ln 1774 1695 1578 1774 1695 1574 1774 1770 1796 1774 1770 1823 Q Serve(g_s), s 4.0 6.7 0.1 3.2 14.1 1.2 1.8 4.8 4.9 5.2 3.3 3.4 Cycle Q Clear(g_c), s 4.0 6.7 0.1 3.2 14.1 1.2 1.8 4.8 4.9 5.2 3.3 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 0.12 Lane Grp Cap(c), veh/h 118 2347 684 88 2404 700 62 265 268 155 357 368 V/C Ratio(X) 0.85 0.32 0.01 0.89 0.58 0.07 0.74 0.48 0.49 0.85 0.27 0.28 Avail Cap(c_a), veh/h 323 2347 684 124 2404 700 199 396 402 248 446 459 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 12.2 5.9 33.8 13.6 11.4 34.2 27.9 28.0 32.1 24.1 24.2 Incr Delay (d2), s/veh 6.2 0.4 0.0 33.5 1.0 0.2 6.4 0.5 0.5 7.5 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 2.1 3.2 0.1 2.4 6.8 0.6 1.0 2.4 2.4 2.9 1.6 1.7 LnGrp Delay(d),s/veh 39.2 12.5 5.9 67.2 14.7 11.6 40.6 28.4 28.5 39.7 24.3 24.3 LnGrp LOS D B A E B B D C C D C C Approach Vol, veh/h 865 1510 307 331 Approach Delay, s/veh 15.6 17.3 30.3 30.4 Approach LOS B B C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.6 37.0 6.5 18.4 8.8 37.8 10.2 14.7 Change Period (Y+Rc), s 5.5 * 5.5 3.5 5.0 3.5 5.5 3.5 5.0 Max Green Setting (Gmax), s 5.5 * 32 8.5 17.0 13.5 23.5 10.5 15.0 Max Q Clear Time (g_c+I1), s 5.2 8.7 3.8 5.4 6.0 16.1 7.2 6.9 Green Ext Time (p_c), s 0.0 1.4 0.0 2.9 0.1 2.4 0.1 2.3 Intersection Summary HCM 2010 Ctrl Delay 19.6 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 213: Portola & El Paseo Baseline Synchro 8 Report Page 36 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 45 34 77 45 7 58 501 85 38 543 42 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 17 52 0 90 52 0 67 583 41 44 631 43 Adj No. of Lanes 1 2 0 1 2 0 1 2 1 1 2 0 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 36 247 0 115 404 0 97 1787 799 76 1657 113 Arrive On Green 0.02 0.07 0.00 0.06 0.11 0.00 0.05 0.50 0.50 0.04 0.49 0.49 Sat Flow, veh/h 1774 3632 0 1774 3632 0 1774 3539 1583 1774 3363 229 Grp Volume(v), veh/h 17 52 0 90 52 0 67 583 41 44 332 342 Grp Sat Flow(s),veh/h/ln 1774 1770 0 1774 1770 0 1774 1770 1583 1774 1770 1822 Q Serve(g_s), s 0.6 0.9 0.0 3.1 0.8 0.0 2.3 6.1 0.8 1.5 7.4 7.4 Cycle Q Clear(g_c), s 0.6 0.9 0.0 3.1 0.8 0.0 2.3 6.1 0.8 1.5 7.4 7.4 Prop In Lane 1.00 0.00 1.00 0.00 1.00 1.00 1.00 0.13 Lane Grp Cap(c), veh/h 36 247 0 115 404 0 97 1787 799 76 872 898 V/C Ratio(X) 0.47 0.21 0.00 0.78 0.13 0.00 0.69 0.33 0.05 0.58 0.38 0.38 Avail Cap(c_a), veh/h 141 1519 0 141 1519 0 141 1787 799 141 872 898 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 27.6 0.0 29.0 25.1 0.0 29.2 9.2 7.9 29.6 10.0 10.0 Incr Delay (d2), s/veh 9.1 0.4 0.0 20.2 0.1 0.0 8.4 0.5 0.1 6.9 1.3 1.2 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(0%),veh/ln 0.4 0.4 0.0 2.2 0.4 0.0 1.4 3.1 0.4 0.9 3.9 4.0 LnGrp Delay(d),s/veh 39.6 28.0 0.0 49.2 25.2 0.0 37.6 9.7 8.0 36.5 11.2 11.2 LnGrp LOS D C D C D A A D B B Approach Vol, veh/h 69 142 691 718 Approach Delay, s/veh 30.9 40.4 12.3 12.8 Approach LOS C D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 6.3 12.2 8.4 36.0 9.1 9.4 7.7 36.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 27.0 5.0 31.0 5.0 27.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 2.6 2.8 4.3 9.4 5.1 2.9 3.5 8.1 Green Ext Time (p_c), s 0.0 0.3 0.0 4.5 0.0 0.3 0.0 4.5 Intersection Summary HCM 2010 Ctrl Delay 15.8 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 215: Hovley Ln East & Oasis Club Baseline Synchro 8 Report Page 37 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 71 349 1037 247 123 68 Number 7 4 8 18 1 16 Initial Q (Qb), veh 0 0 0 0 0 0 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 85 415 1235 173 146 11 Adj No. of Lanes 1 2 2 1 1 1 Peak Hour Factor 0.84 0.84 0.84 0.84 0.84 0.84 Percent Heavy Veh, % 2 2 2 2 2 2 Cap, veh/h 156 1688 1180 528 731 652 Arrive On Green 0.09 0.48 0.33 0.33 0.41 0.41 Sat Flow, veh/h 1774 3632 3632 1583 1774 1583 Grp Volume(v), veh/h 85 415 1235 173 146 11 Grp Sat Flow(s),veh/h/ln 1774 1770 1770 1583 1774 1583 Q Serve(g_s), s 4.1 6.3 30.0 7.4 4.7 0.4 Cycle Q Clear(g_c), s 4.1 6.3 30.0 7.4 4.7 0.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 156 1688 1180 528 731 652 V/C Ratio(X) 0.54 0.25 1.05 0.33 0.20 0.02 Avail Cap(c_a), veh/h 355 2084 1180 528 731 652 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.96 0.96 Uniform Delay (d), s/veh 39.3 13.9 30.0 22.5 17.0 15.7 Incr Delay (d2), s/veh 1.1 0.0 39.3 0.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 2.1 3.1 21.0 3.2 2.4 0.4 LnGrp Delay(d),s/veh 40.4 14.0 69.3 22.6 17.5 15.7 LnGrp LOS D B F C B B Approach Vol, veh/h 500 1408 157 Approach Delay, s/veh 18.5 63.6 17.4 Approach LOS B E B Timer 1 2 3 4 5 6 7 8 Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 47.9 42.1 12.9 35.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 53.0 27.0 18.0 30.0 Max Q Clear Time (g_c+I1), s 8.3 6.7 6.1 32.0 Green Ext Time (p_c), s 3.7 0.4 0.1 0.0 Intersection Summary HCM 2010 Ctrl Delay 49.2 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 282: Monterey Avenue & I-10 EB Off-ramp Baseline Synchro 8 Report Page 38 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 1 945 0 0 0 0 575 201 153 1018 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 0 1863 1863 1863 1863 0 Adj Flow Rate, veh/h 22 0 909 0 625 0 166 1107 0 Adj No. of Lanes 1 0 2 0 3 1 2 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0 Cap, veh/h 517 0 924 0 2683 835 220 2212 0 Arrive On Green 0.29 0.00 0.29 0.00 0.17 0.00 0.06 0.63 0.00 Sat Flow, veh/h 1774 0 3167 0 5253 1583 3442 3632 0 Grp Volume(v), veh/h 22 0 909 0 625 0 166 1107 0 Grp Sat Flow(s),veh/h/ln 1774 0 1583 0 1695 1583 1721 1770 0 Q Serve(g_s), s 1.1 0.0 34.2 0.0 12.7 0.0 5.7 20.5 0.0 Cycle Q Clear(g_c), s 1.1 0.0 34.2 0.0 12.7 0.0 5.7 20.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 517 0 924 0 2683 835 220 2212 0 V/C Ratio(X) 0.04 0.00 0.98 0.00 0.23 0.00 0.75 0.50 0.00 Avail Cap(c_a), veh/h 517 0 924 0 2683 835 229 2212 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.5 0.0 42.2 0.0 28.6 0.0 55.2 12.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 25.6 0.0 0.2 0.0 12.7 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 0.0 18.2 0.0 6.0 0.0 3.1 10.2 0.0 LnGrp Delay(d),s/veh 30.5 0.0 67.8 0.0 28.8 0.0 67.9 13.1 0.0 LnGrp LOS C E C E B Approach Vol, veh/h 931 625 1273 Approach Delay, s/veh 66.9 28.8 20.2 Approach LOS E C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.7 68.3 40.0 80.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 63.0 35.0 75.0 Max Q Clear Time (g_c+I1), s 7.7 14.7 36.2 22.5 Green Ext Time (p_c), s 0.0 7.9 0.0 8.0 Intersection Summary HCM 2010 Ctrl Delay 37.5 HCM 2010 LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary 1220: Monterey & Fred Waring Drive Baseline Synchro 8 Report Page 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 91 233 30 328 607 229 52 409 90 197 632 148 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 94 240 15 338 626 0 54 422 69 203 652 76 Adj No. of Lanes 2 3 0 2 3 1 2 3 0 2 3 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 200 719 44 467 1143 356 744 2217 354 314 1920 597 Arrive On Green 0.06 0.15 0.15 0.14 0.22 0.00 0.22 0.50 0.50 0.09 0.38 0.38 Sat Flow, veh/h 3442 4882 300 3442 5085 1583 3442 4413 704 3442 5085 1582 Grp Volume(v), veh/h 94 165 90 338 626 0 54 322 169 203 652 76 Grp Sat Flow(s),veh/h/ln 1721 1695 1791 1721 1695 1583 1721 1695 1727 1721 1695 1582 Q Serve(g_s), s 3.2 5.2 5.4 11.3 13.1 0.0 1.5 6.3 6.5 6.8 11.0 3.8 Cycle Q Clear(g_c), s 3.2 5.2 5.4 11.3 13.1 0.0 1.5 6.3 6.5 6.8 11.0 3.8 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.41 1.00 1.00 Lane Grp Cap(c), veh/h 200 500 264 467 1143 356 744 1703 868 314 1920 597 V/C Ratio(X) 0.47 0.33 0.34 0.72 0.55 0.00 0.07 0.19 0.20 0.65 0.34 0.13 Avail Cap(c_a), veh/h 324 913 482 496 1623 505 744 1703 868 439 1920 597 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) 0.70 0.70 0.70 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 45.9 45.9 49.7 41.1 0.0 37.4 16.4 16.5 52.7 26.7 24.4 Incr Delay (d2), s/veh 0.4 0.1 0.2 4.1 0.2 0.0 0.0 0.2 0.5 0.8 0.5 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.5 2.5 2.7 5.6 6.2 0.0 0.7 3.0 3.2 3.3 5.2 1.7 LnGrp Delay(d),s/veh 55.2 46.0 46.1 53.8 41.3 0.0 37.5 16.7 17.0 53.5 27.2 24.9 LnGrp LOS E D D D D D B B D C C Approach Vol, veh/h 349 964 545 931 Approach Delay, s/veh 48.5 45.7 18.8 32.7 Approach LOS D D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.7 30.7 29.6 49.0 20.0 21.4 14.7 64.0 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 9.3 36.3 8.3 43.3 15.3 30.3 13.3 38.3 Max Q Clear Time (g_c+I1), s 5.2 15.1 3.5 13.0 13.3 7.4 8.8 8.5 Green Ext Time (p_c), s 0.0 4.5 1.1 4.3 1.0 1.4 0.1 3.2 Intersection Summary HCM 2010 Ctrl Delay 36.4 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 3: Cook & Hovley Ln East Existing PM Synchro 8 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 192 369 87 127 270 102 93 690 217 126 537 170 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 206 397 68 137 290 12 100 742 77 135 577 60 Adj No. of Lanes 120221221221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 260 524 89 404 509 228 421 1385 620 421 1385 620 Arrive On Green 0.15 0.17 0.16 0.12 0.14 0.14 0.12 0.39 0.39 0.12 0.39 0.39 Sat Flow, veh/h 1774 3027 514 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 206 231 234 137 290 12 100 742 77 135 577 60 Grp Sat Flow(s),veh/h/ln 1774 1770 1772 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 9.2 10.1 10.3 3.0 6.2 0.4 2.1 13.2 2.5 2.9 9.7 1.0 Cycle Q Clear(g_c), s 9.2 10.1 10.3 3.0 6.2 0.4 2.1 13.2 2.5 2.9 9.7 1.0 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 260 306 307 404 509 228 421 1385 620 421 1385 620 V/C Ratio(X) 0.79 0.75 0.76 0.34 0.57 0.05 0.24 0.54 0.12 0.32 0.42 0.10 Avail Cap(c_a), veh/h 260 693 694 421 1299 581 421 1385 620 421 1385 620 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.7 32.1 32.3 33.2 32.6 15.4 32.4 19.2 15.9 32.8 18.1 4.4 Incr Delay (d2), s/veh 14.0 1.4 1.5 0.2 0.4 0.0 0.1 1.5 0.4 0.2 0.9 0.3 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(-26165%),veh/ln 5.5 5.1 5.1 1.4 3.1 0.2 1.0 6.7 1.2 1.4 4.9 0.9 LnGrp Delay(d),s/veh 47.7 33.6 33.8 33.3 33.0 15.4 32.5 20.6 16.3 32.9 19.0 4.7 LnGrp LOS DCCCCBCCBCBA Approach Vol, veh/h 671 439 919 772 Approach Delay, s/veh 38.0 32.6 21.6 20.3 Approach LOS DCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 36.0 16.0 15.8 14.0 36.0 13.6 18.2 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 9.0 30.3 11.0 29.0 9.0 30.3 9.0 31.0 Max Q Clear Time (g_c+I1), s 4.1 11.7 11.2 8.2 4.9 15.2 5.0 12.3 Green Ext Time (p_c), s 0.2 1.4 0.0 1.0 0.2 1.9 0.5 0.8 Intersection Summary HCM 2010 Ctrl Delay 26.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 7: Portola & Hovley Ln East Existing PM Synchro 8 Report Fehr & Peers Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 290 250 539 313 268 542 Number 3 18 2 12 1 6 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 302 28 561 148 279 565 Adj No. of Lanes 212112 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222 Cap, veh/h 400 184 1896 848 322 2734 Arrive On Green 0.12 0.12 0.54 0.54 0.18 0.77 Sat Flow, veh/h 3442 1583 3632 1583 1774 3632 Grp Volume(v), veh/h 302 28 561 148 279 565 Grp Sat Flow(s),veh/h/ln 1721 1583 1770 1583 1774 1770 Q Serve(g_s), s 7.7 1.4 7.9 4.3 13.8 3.9 Cycle Q Clear(g_c), s 7.7 1.4 7.9 4.3 13.8 3.9 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 400 184 1896 848 322 2734 V/C Ratio(X) 0.75 0.15 0.30 0.17 0.87 0.21 Avail Cap(c_a), veh/h 841 387 1896 848 552 2734 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 35.8 11.5 10.7 35.8 2.8 Incr Delay (d2), s/veh 1.1 0.1 0.4 0.4 3.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.7 0.6 3.9 2.0 7.0 1.9 LnGrp Delay(d),s/veh 39.6 35.9 11.9 11.1 38.9 2.9 LnGrp LOS D D B B D A Approach Vol, veh/h 330 709 844 Approach Delay, s/veh 39.3 11.8 14.8 Approach LOS D B B Timer 12345678 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 21.3 53.2 74.5 15.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 28.0 25.0 58.0 22.0 Max Q Clear Time (g_c+I1), s 15.8 9.9 5.9 9.7 Green Ext Time (p_c), s 0.6 2.1 2.2 0.8 Intersection Summary HCM 2010 Ctrl Delay 18.0 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 10: Cook & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 131 658 163 99 452 130 161 779 128 194 603 97 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 139 700 34 105 481 26 171 829 49 206 641 37 Adj No. of Lanes 221221221221 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 278 785 351 270 778 348 280 1544 691 281 1545 691 Arrive On Green 0.08 0.22 0.22 0.08 0.22 0.22 0.08 0.44 0.44 0.08 0.44 0.44 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 139 700 34 105 481 26 171 829 49 206 641 37 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 4.3 21.1 1.5 3.2 13.5 1.4 5.3 19.0 1.4 6.4 13.7 1.5 Cycle Q Clear(g_c), s 4.3 21.1 1.5 3.2 13.5 1.4 5.3 19.0 1.4 6.4 13.7 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 278 785 351 270 778 348 280 1544 691 281 1545 691 V/C Ratio(X) 0.50 0.89 0.10 0.39 0.62 0.07 0.61 0.54 0.07 0.73 0.41 0.05 Avail Cap(c_a), veh/h 344 997 446 313 965 432 313 1544 691 282 1545 691 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 1.00 1.00 1.00 0.79 0.79 0.79 0.97 0.97 0.97 Uniform Delay (d), s/veh 48.4 41.5 20.6 48.2 38.8 34.0 48.8 22.8 8.8 49.3 21.3 17.9 Incr Delay (d2), s/veh 0.5 7.4 0.0 0.3 0.3 0.0 1.3 1.1 0.2 8.1 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.0 11.1 0.6 1.5 6.6 0.6 2.6 9.4 0.6 3.4 6.8 0.7 LnGrp Delay(d),s/veh 49.0 48.9 20.7 48.5 39.1 34.1 50.1 23.9 9.0 57.4 22.1 18.0 LnGrp LOS DDCDDCDCAECB Approach Vol, veh/h 873 612 1049 884 Approach Delay, s/veh 47.8 40.5 27.5 30.2 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.6 29.4 14.0 53.0 13.9 29.2 14.0 53.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 31.0 10.0 39.0 11.0 30.0 9.0 40.0 Max Q Clear Time (g_c+I1), s 5.2 23.1 7.3 15.7 6.3 15.5 8.4 21.0 Green Ext Time (p_c), s 0.8 1.3 0.1 4.0 0.1 1.3 0.0 3.9 Intersection Summary HCM 2010 Ctrl Delay 35.7 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 15: Washington & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 552 426 178 40 160 177 211 1191 27 191 1095 417 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 558 430 136 40 162 22 213 1203 25 193 1106 0 Adj No. of Lanes 220121230231 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %222222222222 Cap, veh/h 650 750 235 113 557 249 299 1581 33 730 2204 686 Arrive On Green 0.19 0.28 0.27 0.06 0.16 0.16 0.09 0.31 0.30 0.21 0.43 0.00 Sat Flow, veh/h 3442 2654 832 1774 3539 1583 3442 5128 107 3442 5085 1583 Grp Volume(v), veh/h 558 285 281 40 162 22 213 795 433 193 1106 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1716 1774 1770 1583 1721 1695 1844 1721 1695 1583 Q Serve(g_s), s 18.8 16.6 16.9 2.6 4.9 0.9 7.2 25.4 25.5 5.6 18.9 0.0 Cycle Q Clear(g_c), s 18.8 16.6 16.9 2.6 4.9 0.9 7.2 25.4 25.5 5.6 18.9 0.0 Prop In Lane 1.00 0.48 1.00 1.00 1.00 0.06 1.00 1.00 Lane Grp Cap(c), veh/h 650 500 485 113 557 249 299 1045 569 730 2204 686 V/C Ratio(X) 0.86 0.57 0.58 0.35 0.29 0.09 0.71 0.76 0.76 0.26 0.50 0.00 Avail Cap(c_a), veh/h 746 634 615 207 914 409 402 1045 569 730 2204 686 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.1 36.8 37.1 53.8 44.6 18.2 53.3 37.5 37.5 39.5 24.6 0.0 Incr Delay (d2), s/veh 8.0 0.4 0.4 0.7 0.1 0.1 2.0 5.2 9.3 0.1 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 9.7 8.1 8.0 1.3 2.4 0.4 3.5 12.7 14.4 2.7 9.0 0.0 LnGrp Delay(d),s/veh 55.1 37.2 37.5 54.5 44.7 18.3 55.3 42.7 46.8 39.5 25.4 0.0 LnGrp LOS E DDDDBEDDDC Approach Vol, veh/h 1124 224 1441 1299 Approach Delay, s/veh 46.2 43.9 45.8 27.5 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.6 37.9 14.4 56.0 26.7 22.9 29.5 41.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 42.0 13.0 32.0 25.0 30.0 9.0 36.0 Max Q Clear Time (g_c+I1), s 4.6 18.9 9.2 20.9 20.8 6.9 7.6 27.5 Green Ext Time (p_c), s 0.0 11.0 0.2 6.9 0.8 11.0 0.2 7.4 Intersection Summary HCM 2010 Ctrl Delay 40.0 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 21: Portola & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 38 743 191 178 491 109 189 395 138 53 319 36 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 39 758 78 182 501 52 193 403 104 54 326 28 Adj No. of Lanes 121121120120 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 101 1126 504 437 1797 804 222 523 134 117 424 36 Arrive On Green 0.06 0.32 0.32 0.25 0.51 0.51 0.13 0.19 0.18 0.07 0.13 0.12 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 2793 714 1774 3301 282 Grp Volume(v), veh/h 39 758 78 182 501 52 193 254 253 54 174 180 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1770 1737 1774 1770 1813 Q Serve(g_s), s 2.3 20.4 3.0 9.5 8.9 1.8 11.7 15.0 15.3 3.2 10.4 10.6 Cycle Q Clear(g_c), s 2.3 20.4 3.0 9.5 8.9 1.8 11.7 15.0 15.3 3.2 10.4 10.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.41 1.00 0.16 Lane Grp Cap(c), veh/h 101 1126 504 437 1797 804 222 331 325 117 227 233 V/C Ratio(X) 0.39 0.67 0.15 0.42 0.28 0.06 0.87 0.77 0.78 0.46 0.77 0.77 Avail Cap(c_a), veh/h 290 1126 504 437 1797 804 242 547 537 161 467 478 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.0 32.5 15.9 34.8 15.5 13.8 47.2 42.4 42.7 49.5 46.3 46.5 Incr Delay (d2), s/veh 0.9 3.2 0.7 0.2 0.4 0.2 24.1 1.4 1.5 1.0 2.0 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.2 10.5 1.4 4.7 4.4 0.8 7.2 7.5 7.5 1.6 5.2 5.4 LnGrp Delay(d),s/veh 50.9 35.8 16.6 35.0 15.9 13.9 71.4 43.8 44.3 50.5 48.4 48.6 LnGrp LOS D D B D B B E DDDDD Approach Vol, veh/h 875 735 700 408 Approach Delay, s/veh 34.7 20.5 51.6 48.7 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.3 60.9 18.8 19.1 32.1 40.0 12.3 25.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 28.0 15.0 29.0 11.0 35.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 4.3 10.9 13.7 12.6 11.5 22.4 5.2 17.3 Green Ext Time (p_c), s 0.0 1.6 0.0 1.5 0.0 1.9 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 37.3 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 24: Eldorado & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 36 781 62 44 576 56 28 67 48 34 80 32 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 38 814 34 46 600 33 29 70 3 35 83 3 Adj No. of Lanes 121121121121 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 100 1190 533 564 2118 947 85 290 130 145 409 183 Arrive On Green 0.06 0.34 0.34 0.32 0.60 0.60 0.05 0.08 0.08 0.08 0.12 0.12 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 38 814 34 46 600 33 29 70 3 35 83 3 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 2.3 21.8 1.3 2.0 9.0 0.9 1.7 2.0 0.1 2.0 2.3 0.2 Cycle Q Clear(g_c), s 2.3 21.8 1.3 2.0 9.0 0.9 1.7 2.0 0.1 2.0 2.3 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 100 1190 533 564 2118 947 85 290 130 145 409 183 V/C Ratio(X) 0.38 0.68 0.06 0.08 0.28 0.03 0.34 0.24 0.02 0.24 0.20 0.02 Avail Cap(c_a), veh/h 145 1190 533 564 2118 947 145 965 432 161 997 446 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.1 31.5 15.5 26.2 10.7 9.1 50.7 47.3 14.3 47.3 44.1 43.1 Incr Delay (d2), s/veh 0.9 3.2 0.2 0.0 0.3 0.1 0.9 0.2 0.0 0.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.1 11.2 0.6 1.0 4.5 0.4 0.9 1.0 0.0 1.0 1.1 0.1 LnGrp Delay(d),s/veh 51.0 34.7 15.7 26.3 11.0 9.1 51.5 47.5 14.3 47.6 44.1 43.1 LnGrp LOS D C B C B A D D B D D D Approach Vol, veh/h 886 679 102 121 Approach Delay, s/veh 34.6 12.0 47.6 45.1 Approach LOS C B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 40.0 42.0 10.3 17.7 11.2 70.8 14.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 37.0 9.0 31.0 9.0 41.0 10.0 30.0 Max Q Clear Time (g_c+I1), s 4.0 23.8 3.7 4.3 4.3 11.0 4.0 4.0 Green Ext Time (p_c), s 1.2 1.9 0.0 0.3 0.0 1.6 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 27.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 31: Oasis Club/Tamarisk Row & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 16 789 87 40 496 128 53 100 62 147 155 16 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 17 822 86 42 517 84 55 104 10 153 161 8 Adj No. of Lanes 120121120120 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 59 1441 151 413 2283 1007 241 606 58 267 636 31 Arrive On Green 0.03 0.45 0.44 0.23 0.65 0.64 0.19 0.19 0.19 0.19 0.19 0.18 Sat Flow, veh/h 1774 3234 338 1774 3539 1583 1211 3267 310 1273 3433 170 Grp Volume(v), veh/h 17 450 458 42 517 84 55 56 58 153 83 86 Grp Sat Flow(s),veh/h/ln 1774 1770 1803 1774 1770 1583 1211 1770 1808 1273 1770 1833 Q Serve(g_s), s 1.0 20.8 20.8 2.0 6.7 2.2 4.5 2.9 3.0 12.6 4.4 4.4 Cycle Q Clear(g_c), s 1.0 20.8 20.8 2.0 6.7 2.2 8.9 2.9 3.0 15.6 4.4 4.4 Prop In Lane 1.00 0.19 1.00 1.00 1.00 0.17 1.00 0.09 Lane Grp Cap(c), veh/h 59 788 803 413 2283 1007 241 328 335 267 328 340 V/C Ratio(X) 0.29 0.57 0.57 0.10 0.23 0.08 0.23 0.17 0.17 0.57 0.25 0.25 Avail Cap(c_a), veh/h 177 788 803 413 2283 1007 402 563 575 436 563 583 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 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.9 22.7 22.8 33.2 8.1 7.7 42.1 37.7 37.7 44.3 38.3 38.3 Incr Delay (d2), s/veh 1.0 3.0 2.9 0.0 0.2 0.2 0.2 0.1 0.1 0.7 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.5 10.8 11.0 1.0 3.3 1.0 1.5 1.4 1.5 4.5 2.2 2.3 LnGrp Delay(d),s/veh 52.9 25.7 25.7 33.2 8.3 7.9 42.3 37.8 37.8 45.0 38.4 38.5 LnGrp LOS DCCCAADDDDDD Approach Vol, veh/h 925 643 169 322 Approach Delay, s/veh 26.2 9.9 39.3 41.6 Approach LOS C A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 30.6 54.0 25.4 8.6 76.0 25.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 49.0 35.0 11.0 49.0 35.0 Max Q Clear Time (g_c+I1), s 4.0 22.8 17.6 3.0 8.7 10.9 Green Ext Time (p_c), s 0.6 13.1 2.8 0.0 8.5 3.1 Intersection Summary HCM 2010 Ctrl Delay 24.6 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 36: Monterey Avenue & Dinah Shore Drive Existing PM Synchro 8 Report Fehr & Peers Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 557 281 239 52 353 265 398 1035 20 250 805 370 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 580 293 67 54 368 0 415 1078 20 260 839 0 Adj No. of Lanes 221121230231 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 646 947 424 70 421 188 490 2150 40 324 1882 586 Arrive On Green 0.19 0.27 0.27 0.04 0.12 0.00 0.14 0.42 0.42 0.03 0.12 0.00 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 5141 95 3442 5085 1583 Grp Volume(v), veh/h 580 293 67 54 368 0 415 711 387 260 839 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 1695 1846 1721 1695 1583 Q Serve(g_s), s 19.8 7.9 3.9 3.6 12.3 0.0 14.1 18.5 18.5 9.0 18.4 0.0 Cycle Q Clear(g_c), s 19.8 7.9 3.9 3.6 12.3 0.0 14.1 18.5 18.5 9.0 18.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 646 947 424 70 421 188 490 1418 772 324 1882 586 V/C Ratio(X) 0.90 0.31 0.16 0.78 0.87 0.00 0.85 0.50 0.50 0.80 0.45 0.00 Avail Cap(c_a), veh/h 889 1041 466 148 422 189 660 1418 772 602 1882 586 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.89 0.89 0.00 Uniform Delay (d), s/veh 47.6 35.1 33.6 57.1 52.0 0.0 50.2 25.7 25.7 57.0 41.3 0.0 Incr Delay (d2), s/veh 7.5 0.1 0.1 6.8 17.4 0.0 7.0 1.3 2.3 1.6 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 10.1 3.9 1.7 1.9 7.0 0.0 7.2 8.9 10.0 4.4 8.7 0.0 LnGrp Delay(d),s/veh 55.1 35.2 33.7 63.9 69.4 0.0 57.1 27.0 28.0 58.6 41.9 0.0 LnGrp LOS E D C E E E C C E D Approach Vol, veh/h 940 422 1513 1099 Approach Delay, s/veh 47.4 68.7 35.5 45.9 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 37.8 22.1 50.4 27.5 20.0 16.3 56.2 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0 Max Q Clear Time (g_c+I1), s 5.6 9.9 16.1 20.4 21.8 14.3 11.0 20.5 Green Ext Time (p_c), s 0.0 0.4 1.0 2.9 0.8 0.0 0.3 3.1 Intersection Summary HCM 2010 Ctrl Delay 44.7 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 48: Washington & Hovley Ln East/42nd Ave Existing PM Synchro 8 Report Fehr & Peers Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 252 510 226 218 217 94 191 1111 227 171 1070 156 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 268 543 192 232 231 46 203 1182 144 182 1138 45 Adj No. of Lanes 220220131131 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 749 615 217 287 310 61 492 1865 581 314 1356 422 Arrive On Green 0.22 0.24 0.23 0.08 0.11 0.10 0.28 0.37 0.37 0.18 0.27 0.27 Sat Flow, veh/h 3442 2568 905 3442 2952 578 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 268 374 361 232 137 140 203 1182 144 182 1138 45 Grp Sat Flow(s),veh/h/ln 1721 1770 1703 1721 1770 1761 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 7.9 24.4 24.6 8.0 9.0 9.3 11.2 23.0 5.6 11.3 25.4 2.6 Cycle Q Clear(g_c), s 7.9 24.4 24.6 8.0 9.0 9.3 11.2 23.0 5.6 11.3 25.4 2.6 Prop In Lane 1.00 0.53 1.00 0.33 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 749 424 408 287 186 185 492 1865 581 314 1356 422 V/C Ratio(X) 0.36 0.88 0.89 0.81 0.74 0.76 0.41 0.63 0.25 0.58 0.84 0.11 Avail Cap(c_a), veh/h 749 546 525 287 546 543 492 1865 581 314 1356 422 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.8 44.0 44.3 54.1 52.1 52.4 35.4 31.4 14.4 45.3 41.6 33.2 Incr Delay (d2), s/veh 0.1 11.0 11.9 14.7 2.1 2.4 0.2 1.7 1.0 1.8 6.4 0.5 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(-26165%),veh/ln 3.8 13.2 12.9 4.4 4.5 4.6 5.5 11.0 2.6 5.7 12.7 1.2 LnGrp Delay(d),s/veh 39.9 55.0 56.2 68.8 54.2 54.7 35.6 33.0 15.4 47.0 47.9 33.7 LnGrp LOS D D E E DDDCBDDC Approach Vol, veh/h 1003 509 1529 1365 Approach Delay, s/veh 51.4 61.0 31.7 47.3 Approach LOS D E C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.3 48.0 14.0 32.7 37.3 36.0 30.1 16.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 43.0 9.0 36.0 24.0 31.0 9.0 36.0 Max Q Clear Time (g_c+I1), s 13.3 25.0 10.0 26.6 13.2 27.4 9.9 11.3 Green Ext Time (p_c), s 0.0 2.6 0.0 1.1 0.8 1.1 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 44.4 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 58: Monterey Avenue & Gerald Ford Existing PM Synchro 8 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 171 306 91 100 301 96 129 1214 61 53 949 122 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 180 322 13 105 317 12 136 1278 61 56 999 0 Adj No. of Lanes 221221230231 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 240 508 227 159 425 190 192 2872 137 121 2832 882 Arrive On Green 0.07 0.14 0.14 0.05 0.12 0.12 0.06 0.58 0.58 0.04 0.56 0.00 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4974 237 3442 5085 1583 Grp Volume(v), veh/h 180 322 13 105 317 12 136 871 468 56 999 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1821 1721 1695 1583 Q Serve(g_s), s 6.2 10.3 0.9 3.6 10.4 0.8 4.7 17.5 17.5 1.9 13.0 0.0 Cycle Q Clear(g_c), s 6.2 10.3 0.9 3.6 10.4 0.8 4.7 17.5 17.5 1.9 13.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 240 508 227 159 425 190 192 1958 1051 121 2832 882 V/C Ratio(X) 0.75 0.63 0.06 0.66 0.75 0.06 0.71 0.44 0.45 0.46 0.35 0.00 Avail Cap(c_a), veh/h 402 923 413 373 894 400 287 1958 1051 287 2832 882 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.8 48.4 44.4 56.3 51.0 46.8 55.7 14.4 14.4 56.8 14.7 0.0 Incr Delay (d2), s/veh 1.8 1.3 0.1 1.7 2.6 0.1 1.8 0.7 1.4 1.0 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.0 5.1 0.4 1.8 5.2 0.4 2.3 8.4 9.2 0.9 6.1 0.0 LnGrp Delay(d),s/veh 56.6 49.7 44.5 58.0 53.6 46.9 57.5 15.2 15.8 57.8 15.0 0.0 LnGrp LOS E D D E D D EBBEB Approach Vol, veh/h 515 434 1475 1055 Approach Delay, s/veh 52.0 54.5 19.3 17.3 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.7 73.8 13.4 21.1 9.2 76.3 10.6 23.9 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 10.0 42.0 14.0 30.3 10.0 42.0 13.0 31.3 Max Q Clear Time (g_c+I1), s 6.7 15.0 8.2 12.4 3.9 19.5 5.6 12.3 Green Ext Time (p_c), s 0.1 13.4 0.2 2.0 0.0 12.2 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 27.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 60: Portola & Magnesia Falls Existing PM Synchro 8 Report Fehr & Peers Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 226 62 78 13 36 87 45 583 29 65 636 142 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 243 67 84 14 39 6 48 627 9 70 684 133 Adj No. of Lanes 111111121120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 177 317 269 52 185 158 124 1754 785 147 1503 292 Arrive On Green 0.10 0.17 0.17 0.03 0.10 0.10 0.07 0.50 0.50 0.08 0.51 0.51 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 2957 574 Grp Volume(v), veh/h 243 67 84 14 39 6 48 627 9 70 409 408 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1761 Q Serve(g_s), s 9.0 2.8 4.2 0.7 1.7 0.3 2.3 9.8 0.3 3.4 13.3 13.3 Cycle Q Clear(g_c), s 9.0 2.8 4.2 0.7 1.7 0.3 2.3 9.8 0.3 3.4 13.3 13.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 Lane Grp Cap(c), veh/h 177 317 269 52 185 158 124 1754 785 147 900 896 V/C Ratio(X) 1.37 0.21 0.31 0.27 0.21 0.04 0.39 0.36 0.01 0.48 0.45 0.46 Avail Cap(c_a), veh/h 177 455 387 177 455 387 177 1754 785 217 900 896 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.5 32.2 32.7 42.7 37.3 36.6 40.0 13.9 11.5 39.4 14.1 14.2 Incr Delay (d2), s/veh 198.0 0.1 0.2 1.0 0.2 0.0 0.7 0.6 0.0 0.9 1.7 1.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 14.1 1.4 1.9 0.4 0.9 0.1 1.2 4.8 0.1 1.7 6.9 6.9 LnGrp Delay(d),s/veh 238.5 32.3 33.0 43.7 37.5 36.7 40.7 14.5 11.5 40.3 15.8 15.8 LnGrp LOS F CCDDDDBBDBB Approach Vol, veh/h 394 59 684 887 Approach Delay, s/veh 159.6 38.9 16.3 17.7 Approach LOS F D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.4 49.6 7.7 20.3 11.3 50.8 14.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 28.0 9.0 22.0 9.0 30.0 9.0 22.0 Max Q Clear Time (g_c+I1), s 5.4 11.8 2.7 6.2 4.3 15.3 11.0 3.7 Green Ext Time (p_c), s 0.0 2.3 0.0 0.2 0.0 2.2 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 45.5 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 69: Portola & Gerald Ford Existing PM Synchro 8 Report Fehr & Peers Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 7 393 113 35 291 120 153 279 38 150 222 8 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 7 397 88 35 294 0 155 282 8 152 224 0 Adj No. of Lanes 120231231231 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %222222222222 Cap, veh/h 30 556 122 238 1247 388 547 918 286 544 914 285 Arrive On Green 0.02 0.19 0.19 0.07 0.25 0.00 0.16 0.18 0.18 0.16 0.18 0.00 Sat Flow, veh/h 1774 2887 634 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 7 242 243 35 294 0 155 282 8 152 224 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1751 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 0.2 6.4 6.5 0.5 2.3 0.0 2.0 2.4 0.2 1.9 1.9 0.0 Cycle Q Clear(g_c), s 0.2 6.4 6.5 0.5 2.3 0.0 2.0 2.4 0.2 1.9 1.9 0.0 Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 30 341 337 238 1247 388 547 918 286 544 914 285 V/C Ratio(X) 0.24 0.71 0.72 0.15 0.24 0.00 0.28 0.31 0.03 0.28 0.25 0.00 Avail Cap(c_a), veh/h 319 1131 1119 619 3250 1012 687 3453 1075 687 3453 1075 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 24.3 18.9 18.9 21.9 15.1 0.0 18.5 17.8 16.9 18.6 17.6 0.0 Incr Delay (d2), s/veh 1.5 1.0 1.1 0.1 0.0 0.0 0.1 0.1 0.0 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.1 3.2 3.2 0.2 1.1 0.0 1.0 1.1 0.1 0.9 0.9 0.0 LnGrp Delay(d),s/veh 25.8 19.9 20.0 22.0 15.2 0.0 18.7 17.9 16.9 18.7 17.7 0.0 LnGrp LOS C B C C B BBBBB Approach Vol, veh/h 492 329 445 376 Approach Delay, s/veh 20.1 15.9 18.1 18.1 Approach LOS C B B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 14.0 8.5 14.7 13.0 14.0 5.8 17.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 34.0 9.0 32.0 10.0 34.0 9.0 32.0 Max Q Clear Time (g_c+I1), s 3.9 4.4 2.5 8.5 4.0 3.9 2.2 4.3 Green Ext Time (p_c), s 0.2 0.9 0.0 1.1 0.2 0.9 0.0 1.1 Intersection Summary HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 71: Portola & Frank Sinatra Existing PM Synchro 8 Report Fehr & Peers Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 15 362 64 49 209 16 103 400 70 45 283 15 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 17 407 6 55 235 2 116 449 58 51 318 11 Adj No. of Lanes 121121130130 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 60 533 238 125 662 296 153 2334 296 121 2487 85 Arrive On Green 0.03 0.15 0.15 0.07 0.19 0.19 0.09 0.51 0.51 0.07 0.49 0.49 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 4570 580 1774 5049 173 Grp Volume(v), veh/h 17 407 6 55 235 2 116 331 176 51 213 116 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1695 1760 1774 1695 1832 Q Serve(g_s), s 0.9 11.0 0.3 3.0 5.8 0.1 6.4 5.3 5.4 2.8 3.4 3.4 Cycle Q Clear(g_c), s 0.9 11.0 0.3 3.0 5.8 0.1 6.4 5.3 5.4 2.8 3.4 3.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.33 1.00 0.09 Lane Grp Cap(c), veh/h 60 533 238 125 662 296 153 1732 899 121 1670 902 V/C Ratio(X) 0.28 0.76 0.03 0.44 0.35 0.01 0.76 0.19 0.20 0.42 0.13 0.13 Avail Cap(c_a), veh/h 231 920 412 177 814 364 337 1732 899 231 1670 902 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 47.1 40.8 36.2 44.6 35.4 33.1 44.7 13.3 13.3 44.7 13.7 13.7 Incr Delay (d2), s/veh 0.9 0.9 0.0 0.9 0.1 0.0 2.9 0.2 0.5 0.9 0.2 0.3 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(-26165%),veh/ln 0.5 5.4 0.1 1.5 2.9 0.0 3.2 2.5 2.8 1.4 1.6 1.8 LnGrp Delay(d),s/veh 48.1 41.6 36.2 45.5 35.5 33.1 47.5 13.5 13.8 45.6 13.9 14.0 LnGrp LOS DDDDDCDBBDBB Approach Vol, veh/h 430 292 623 380 Approach Delay, s/veh 41.8 37.4 19.9 18.2 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.8 56.1 12.0 20.1 13.6 54.3 8.4 23.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 31.0 10.0 26.0 19.0 25.0 13.0 23.0 Max Q Clear Time (g_c+I1), s 4.8 7.4 5.0 13.0 8.4 5.4 2.9 7.8 Green Ext Time (p_c), s 0.0 2.9 0.0 2.0 0.1 2.8 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 27.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 75: Monterey Avenue & Frank Sinatra Drive Existing PM Synchro 8 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 108 327 75 54 192 52 65 1314 76 74 1043 30 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 115 348 9 57 204 55 69 1398 77 79 1110 18 Adj No. of Lanes 221221230231 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 168 426 190 122 378 169 129 3132 172 133 3234 1007 Arrive On Green 0.05 0.12 0.12 0.04 0.11 0.11 0.04 0.63 0.63 0.04 0.64 0.64 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4933 272 3442 5085 1583 Grp Volume(v), veh/h 115 348 9 57 204 55 69 961 514 79 1110 18 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1815 1721 1695 1583 Q Serve(g_s), s 3.9 11.5 0.6 1.9 6.6 3.9 2.4 17.3 17.3 2.7 12.2 0.5 Cycle Q Clear(g_c), s 3.9 11.5 0.6 1.9 6.6 3.9 2.4 17.3 17.3 2.7 12.2 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 168 426 190 122 378 169 129 2152 1152 133 3234 1007 V/C Ratio(X) 0.68 0.82 0.05 0.47 0.54 0.33 0.53 0.45 0.45 0.59 0.34 0.02 Avail Cap(c_a), veh/h 315 855 383 315 885 396 315 2152 1152 315 3234 1007 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 51.5 46.7 56.8 50.8 49.6 56.7 11.2 11.2 56.8 10.2 8.0 Incr Delay (d2), s/veh 1.8 1.5 0.0 1.0 0.4 0.4 1.3 0.7 1.3 1.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.9 5.7 0.3 0.9 3.2 1.7 1.1 8.2 9.0 1.3 5.7 0.2 LnGrp Delay(d),s/veh 58.0 53.0 46.7 57.8 51.2 50.0 58.0 11.8 12.4 58.3 10.5 8.1 LnGrp LOS E D D E D D EBBEBA Approach Vol, veh/h 472 316 1544 1207 Approach Delay, s/veh 54.1 52.2 14.1 13.6 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.5 82.8 9.9 18.8 8.6 82.7 8.3 20.4 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0 Max Q Clear Time (g_c+I1), s 4.4 14.2 5.9 8.6 4.7 19.3 3.9 13.5 Green Ext Time (p_c), s 0.0 5.6 0.1 1.0 0.0 5.6 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 22.6 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 79: Cook & Gerald Ford Existing PM Synchro 8 Report Fehr & Peers Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 352 182 97 56 159 137 174 824 22 182 605 128 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 363 188 0 58 164 16 179 849 9 188 624 50 Adj No. of Lanes 221221231231 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 379 453 203 248 319 142 308 2596 808 308 2597 808 Arrive On Green 0.11 0.13 0.00 0.07 0.09 0.09 0.09 0.51 0.51 0.09 0.51 0.51 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 363 188 0 58 164 16 179 849 9 188 624 50 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 10.5 4.9 0.0 1.6 4.4 0.9 5.0 9.8 0.3 5.3 6.8 1.6 Cycle Q Clear(g_c), s 10.5 4.9 0.0 1.6 4.4 0.9 5.0 9.8 0.3 5.3 6.8 1.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 379 453 203 248 319 142 308 2596 808 308 2597 808 V/C Ratio(X) 0.96 0.42 0.00 0.23 0.51 0.11 0.58 0.33 0.01 0.61 0.24 0.06 Avail Cap(c_a), veh/h 379 1026 459 310 956 427 310 2596 808 310 2597 808 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.3 40.2 0.0 43.8 43.4 41.8 43.7 14.4 12.0 43.8 13.6 12.4 Incr Delay (d2), s/veh 35.3 0.2 0.0 0.2 0.5 0.1 1.8 0.3 0.0 2.5 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 6.8 2.4 0.0 0.8 2.2 0.4 2.5 4.6 0.1 2.6 3.2 0.7 LnGrp Delay(d),s/veh 79.5 40.4 0.0 44.0 43.9 42.0 45.5 14.7 12.1 46.3 13.9 12.5 LnGrp LOS E D DDDDBBDBB Approach Vol, veh/h 551 238 1037 862 Approach Delay, s/veh 66.2 43.8 20.0 20.9 Approach LOS E D C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 56.0 12.2 17.8 13.9 56.1 16.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 33.0 9.0 29.0 9.0 33.0 11.0 27.0 Max Q Clear Time (g_c+I1), s 7.3 11.8 3.6 6.9 7.0 8.8 12.5 6.4 Green Ext Time (p_c), s 0.1 3.0 0.0 0.6 0.1 3.0 0.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 31.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 104: San Pablo & Fred Waring Drive Existing PM Synchro 8 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 45 1232 124 99 951 96 109 146 132 115 154 92 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 49 1339 121 108 1034 -8 118 159 -3 125 167 71 Adj No. of Lanes 130131211221 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 453 2608 236 172 1988 619 337 273 232 338 520 217 Arrive On Green 0.26 0.55 0.55 0.10 0.39 0.00 0.10 0.15 0.00 0.10 0.15 0.14 Sat Flow, veh/h 1774 4748 429 1774 5085 1583 3442 1863 1583 3442 3539 1576 Grp Volume(v), veh/h 49 956 504 108 1034 -8 118 159 -3 125 167 71 Grp Sat Flow(s),veh/h/ln 1774 1695 1786 1774 1695 1583 1721 1863 1583 1721 1770 1576 Q Serve(g_s), s 2.3 19.5 19.5 6.4 17.1 0.0 3.5 8.8 0.0 3.7 4.6 4.5 Cycle Q Clear(g_c), s 2.3 19.5 19.5 6.4 17.1 0.0 3.5 8.8 0.0 3.7 4.6 4.5 Prop In Lane 1.00 0.24 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 453 1862 981 172 1988 619 337 273 232 338 520 217 V/C Ratio(X) 0.11 0.51 0.51 0.63 0.52 -0.01 0.35 0.58 -0.01 0.37 0.32 0.33 Avail Cap(c_a), veh/h 453 1862 981 323 1988 619 344 559 475 344 1062 459 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 1.00 1.00 0.00 1.00 1.00 0.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.4 15.6 15.6 47.8 25.6 0.0 46.4 43.8 0.0 46.4 42.0 42.8 Incr Delay (d2), s/veh 0.0 1.0 1.9 1.4 1.0 0.0 0.2 0.7 0.0 0.3 0.1 0.3 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(-26165%),veh/ln 1.1 9.3 10.0 3.2 8.1 0.0 1.7 4.6 0.0 1.8 2.3 2.0 LnGrp Delay(d),s/veh 31.4 16.6 17.5 49.2 26.6 0.0 46.6 44.6 0.0 46.7 42.2 43.1 LnGrp LOS C B B D C D D D D D Approach Vol, veh/h 1509 1134 274 363 Approach Delay, s/veh 17.4 28.9 45.9 43.9 Approach LOS B C D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 31.1 46.0 13.8 19.1 13.7 63.4 13.8 19.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 41.0 9.0 31.0 18.0 32.0 9.0 31.0 Max Q Clear Time (g_c+I1), s 4.3 19.1 5.5 6.6 8.4 21.5 5.7 10.8 Green Ext Time (p_c), s 0.1 11.8 0.1 2.4 0.1 7.3 0.1 2.3 Intersection Summary HCM 2010 Ctrl Delay 26.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 106: Portola & Fred Waring Existing PM Synchro 8 Report Fehr & Peers Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 142 1258 75 158 800 76 48 411 172 101 386 174 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 148 1310 33 165 833 6 50 428 73 105 402 0 Adj No. of Lanes 231231121121 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 341 2250 698 342 2252 699 177 893 397 172 881 380 Arrive On Green 0.10 0.44 0.44 0.03 0.15 0.15 0.10 0.25 0.25 0.10 0.25 0.00 Sat Flow, veh/h 3442 5085 1578 3442 5085 1578 1774 3539 1574 1774 3539 1583 Grp Volume(v), veh/h 148 1310 33 165 833 6 50 428 73 105 402 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1578 1721 1695 1578 1774 1770 1574 1774 1770 1583 Q Serve(g_s), s 4.5 21.3 1.3 5.2 16.3 0.4 2.9 11.3 4.0 6.3 10.6 0.0 Cycle Q Clear(g_c), s 4.5 21.3 1.3 5.2 16.3 0.4 2.9 11.3 4.0 6.3 10.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 341 2250 698 342 2252 699 177 893 397 172 881 380 V/C Ratio(X) 0.43 0.58 0.05 0.48 0.37 0.01 0.28 0.48 0.18 0.61 0.46 0.00 Avail Cap(c_a), veh/h 375 2250 698 344 2252 699 194 1287 572 177 1255 547 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.94 0.94 0.94 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.6 23.0 17.5 50.4 33.1 26.3 45.8 35.0 32.3 47.7 35.0 0.0 Incr Delay (d2), s/veh 0.3 1.1 0.1 0.4 0.4 0.0 0.3 0.1 0.1 4.0 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.1 10.2 0.6 2.5 7.7 0.2 1.4 5.5 1.7 3.3 5.2 0.0 LnGrp Delay(d),s/veh 47.0 24.1 17.6 50.8 33.5 26.3 46.2 35.1 32.3 51.7 35.1 0.0 LnGrp LOS D C B DCCDDCDD Approach Vol, veh/h 1491 1004 551 507 Approach Delay, s/veh 26.3 36.3 35.8 38.6 Approach LOS CDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 51.7 14.0 30.4 13.9 51.7 13.6 30.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 33.0 10.0 37.0 9.0 34.0 9.0 38.0 Max Q Clear Time (g_c+I1), s 6.5 18.3 4.9 12.6 7.2 23.3 8.3 13.3 Green Ext Time (p_c), s 0.1 13.8 0.0 10.3 0.1 10.2 0.0 10.4 Intersection Summary HCM 2010 Ctrl Delay 32.3 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 107: Deep Canyon & Fred Waring Existing PM Synchro 8 Report Fehr & Peers Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1356 95 153 982 87 74 82 223 101 58 31 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1937 1900 Adj Flow Rate, veh/h 43 1458 41 165 1056 -14 80 88 98 109 62 22 Adj No. of Lanes 131131111210 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 138 1664 514 587 2949 904 165 253 213 334 191 68 Arrive On Green 0.10 0.44 0.44 0.33 0.58 0.00 0.09 0.14 0.14 0.10 0.14 0.13 Sat Flow, veh/h 1774 5085 1571 1774 5085 1583 1774 1863 1566 3442 1362 483 Grp Volume(v), veh/h 43 1458 41 165 1056 -14 80 88 98 109 0 84 Grp Sat Flow(s),veh/h/ln 1774 1695 1571 1774 1695 1583 1774 1863 1566 1721 0 1845 Q Serve(g_s), s 2.5 28.8 1.2 7.5 12.1 0.0 4.7 4.7 6.3 3.2 0.0 4.5 Cycle Q Clear(g_c), s 2.5 28.8 1.2 7.5 12.1 0.0 4.7 4.7 6.3 3.2 0.0 4.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.26 Lane Grp Cap(c), veh/h 138 1664 514 587 2949 904 165 253 213 334 0 258 V/C Ratio(X) 0.31 0.88 0.08 0.28 0.36 -0.02 0.49 0.35 0.46 0.33 0.00 0.33 Avail Cap(c_a), veh/h 177 1664 514 587 2949 904 177 610 512 375 0 621 HCM Platoon Ratio 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 0.95 0.95 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.6 29.0 11.1 27.2 12.2 0.0 47.4 43.1 43.8 46.3 0.0 42.7 Incr Delay (d2), s/veh 0.4 5.8 0.3 0.1 0.3 0.0 0.8 0.3 0.6 0.2 0.0 0.3 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(-26165%),veh/ln 1.2 14.3 0.6 3.7 5.8 0.0 2.3 2.4 2.8 1.6 0.0 2.3 LnGrp Delay(d),s/veh 46.9 34.8 11.3 27.3 12.6 0.0 48.2 43.4 44.4 46.5 0.0 43.0 LnGrp LOS D C B C B DDDD D Approach Vol, veh/h 1542 1207 266 193 Approach Delay, s/veh 34.5 14.7 45.2 45.0 Approach LOS C B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.6 66.8 13.2 18.4 39.4 39.0 13.7 17.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 37.0 9.0 35.0 12.0 34.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 4.5 14.1 6.7 6.5 9.5 30.8 5.2 8.3 Green Ext Time (p_c), s 0.0 13.5 0.0 1.4 0.4 2.9 0.1 1.4 Intersection Summary HCM 2010 Ctrl Delay 28.6 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 109: Cook/Cook Street & Fred Waring Existing PM Synchro 8 Report Fehr & Peers Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 257 1327 48 62 798 237 45 423 94 327 340 361 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1824 1863 1863 1863 Adj Flow Rate, veh/h 279 1442 37 67 867 213 49 460 98 355 370 277 Adj No. of Lanes 231231120221 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 350 1849 559 407 1841 542 145 723 153 426 1094 489 Arrive On Green 0.03 0.12 0.12 0.12 0.36 0.34 0.08 0.25 0.26 0.12 0.31 0.31 Sat Flow, veh/h 3442 5085 1578 3442 5085 1578 1774 2906 615 3442 3539 1583 Grp Volume(v), veh/h 279 1442 37 67 867 213 49 279 279 355 370 277 Grp Sat Flow(s),veh/h/ln 1721 1695 1578 1721 1695 1578 1774 1770 1751 1721 1770 1583 Q Serve(g_s), s 8.9 30.3 1.5 1.9 14.4 11.3 2.9 15.5 15.6 11.1 8.9 11.7 Cycle Q Clear(g_c), s 8.9 30.3 1.5 1.9 14.4 11.3 2.9 15.5 15.6 11.1 8.9 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.35 1.00 1.00 Lane Grp Cap(c), veh/h 350 1849 559 407 1841 542 145 440 436 426 1094 489 V/C Ratio(X) 0.80 0.78 0.07 0.16 0.47 0.39 0.34 0.63 0.64 0.83 0.34 0.57 Avail Cap(c_a), veh/h 469 1849 559 407 1841 542 177 440 436 563 1094 489 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.92 0.92 0.92 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 44.1 13.8 43.6 27.0 27.4 47.7 36.8 36.7 47.1 29.3 16.7 Incr Delay (d2), s/veh 4.5 3.1 0.2 0.1 0.9 2.1 0.5 2.3 2.5 6.2 0.8 4.7 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(-26165%),veh/ln 4.4 14.8 0.7 0.9 6.9 5.2 1.4 7.8 7.9 5.6 4.4 5.7 LnGrp Delay(d),s/veh 56.5 47.2 14.0 43.7 27.9 29.5 48.2 39.1 39.2 53.3 30.2 21.3 LnGrp LOS E D B DCCDDDDCC Approach Vol, veh/h 1758 1147 607 1002 Approach Delay, s/veh 48.0 29.1 39.9 35.9 Approach LOS DCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.2 42.8 12.0 39.0 16.0 43.0 18.6 32.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 32.0 9.0 34.0 9.0 38.0 18.0 25.0 Max Q Clear Time (g_c+I1), s 10.9 16.4 4.9 13.7 3.9 32.3 13.1 17.6 Green Ext Time (p_c), s 0.3 10.4 0.0 6.5 1.5 5.2 0.5 3.7 Intersection Summary HCM 2010 Ctrl Delay 39.4 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 122: Washington & Fred Waring Existing PM Synchro 8 Report Fehr & Peers Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 247 842 405 45 457 169 314 985 22 279 1161 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 268 915 440 49 497 184 341 1071 24 303 1262 174 Adj No. of Lanes 231231231231 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, %222222222222 Cap, veh/h 321 1495 465 256 1399 413 442 1931 579 408 1881 586 Arrive On Green 0.09 0.29 0.29 0.07 0.28 0.26 0.13 0.38 0.37 0.12 0.37 0.37 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 268 915 440 49 497 184 341 1071 24 303 1262 174 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 9.2 18.6 22.3 1.6 9.4 11.7 11.5 19.9 0.9 10.2 25.0 9.3 Cycle Q Clear(g_c), s 9.2 18.6 22.3 1.6 9.4 11.7 11.5 19.9 0.9 10.2 25.0 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 321 1495 465 256 1399 413 442 1931 579 408 1881 586 V/C Ratio(X) 0.83 0.61 0.95 0.19 0.36 0.45 0.77 0.55 0.04 0.74 0.67 0.30 Avail Cap(c_a), veh/h 321 1640 511 307 1619 482 482 1931 579 488 1881 586 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.5 36.5 19.4 52.1 34.9 37.1 50.6 29.2 14.0 51.1 31.7 26.8 Incr Delay (d2), s/veh 16.1 0.4 24.8 0.1 0.1 0.3 6.0 1.2 0.1 3.8 1.9 1.3 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(-26165%),veh/ln 5.1 8.8 12.9 0.8 4.4 5.1 5.8 9.5 0.4 5.1 12.0 4.3 LnGrp Delay(d),s/veh 69.6 36.8 44.2 52.3 35.0 37.4 56.6 30.4 14.1 54.9 33.6 28.1 LnGrp LOS E DDDCDECBDCC Approach Vol, veh/h 1623 730 1436 1739 Approach Delay, s/veh 44.2 36.8 36.4 36.8 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.2 49.6 12.9 39.3 19.4 48.4 15.2 37.0 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 15.3 35.9 9.0 37.0 15.1 36.1 9.5 36.5 Max Q Clear Time (g_c+I1), s 12.2 21.9 3.6 24.3 13.5 27.0 11.2 13.7 Green Ext Time (p_c), s 0.3 13.8 2.9 9.3 0.2 9.0 0.0 7.9 Intersection Summary HCM 2010 Ctrl Delay 38.9 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 128: Hwy 74 & El Paseo Existing PM Synchro 8 Report Fehr & Peers Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 56 195 336 79 266 207 175 645 56 158 510 104 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 57 199 89 81 271 -26 179 658 46 161 520 99 Adj No. of Lanes 121121120120 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 152 537 240 170 537 240 673 2567 179 584 2271 431 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.00 0.76 0.76 0.76 1.00 1.00 1.00 Sat Flow, veh/h 1130 3539 1583 1087 3539 1583 801 3357 234 740 2970 563 Grp Volume(v), veh/h 57 199 89 81 271 -26 179 347 357 161 309 310 Grp Sat Flow(s),veh/h/ln 1130 1770 1583 1087 1770 1583 801 1770 1821 740 1770 1763 Q Serve(g_s), s 5.9 6.1 6.1 8.7 8.4 0.0 8.1 6.9 6.9 2.7 0.0 0.0 Cycle Q Clear(g_c), s 14.3 6.1 6.1 14.7 8.4 0.0 8.1 6.9 6.9 9.6 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.32 Lane Grp Cap(c), veh/h 152 537 240 170 537 240 673 1353 1393 584 1353 1349 V/C Ratio(X) 0.37 0.37 0.37 0.48 0.50 -0.11 0.27 0.26 0.26 0.28 0.23 0.23 Avail Cap(c_a), veh/h 282 944 422 295 944 422 673 1353 1393 584 1353 1349 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.78 0.78 0.78 Uniform Delay (d), s/veh 53.3 45.7 45.7 52.4 46.7 0.0 4.3 4.1 4.1 0.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.2 0.4 0.8 0.3 0.0 1.0 0.5 0.4 0.9 0.3 0.3 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(-26165%),veh/ln 1.9 3.0 2.7 2.6 4.2 0.0 2.0 3.4 3.5 0.7 0.1 0.1 LnGrp Delay(d),s/veh 53.9 45.9 46.1 53.1 47.0 0.0 5.2 4.6 4.6 1.3 0.3 0.3 LnGrp LOS DDDDD AAAAAA Approach Vol, veh/h 345 326 883 780 Approach Delay, s/veh 47.3 52.3 4.7 0.5 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 96.8 23.2 96.8 23.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 78.0 32.0 78.0 32.0 Max Q Clear Time (g_c+I1), s 10.1 16.3 11.6 16.7 Green Ext Time (p_c), s 4.1 1.5 4.1 1.5 Intersection Summary HCM 2010 Ctrl Delay 16.2 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 169: Monterey Avenue & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 184 696 281 212 376 171 201 1182 190 214 935 86 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 192 725 0 221 392 0 209 1231 163 223 974 53 Adj No. of Lanes 231231231231 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 513 855 253 306 519 148 919 2389 744 306 1424 443 Arrive On Green 0.15 0.17 0.00 0.09 0.10 0.00 0.27 0.47 0.47 0.09 0.28 0.28 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 192 725 0 221 392 0 209 1231 163 223 974 53 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 6.0 16.6 0.0 7.5 9.0 0.0 5.7 20.3 7.3 7.6 20.5 3.0 Cycle Q Clear(g_c), s 6.0 16.6 0.0 7.5 9.0 0.0 5.7 20.3 7.3 7.6 20.5 3.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 855 253 306 519 148 919 2389 744 306 1424 443 V/C Ratio(X) 0.37 0.85 0.00 0.72 0.76 0.00 0.23 0.52 0.22 0.73 0.68 0.12 Avail Cap(c_a), veh/h 513 1369 413 459 1496 453 919 2389 744 402 1424 443 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.0 48.4 0.0 53.2 52.4 0.0 34.3 22.3 18.8 53.2 38.5 32.2 Incr Delay (d2), s/veh 0.2 1.5 0.0 1.2 0.8 0.0 0.0 0.8 0.7 2.8 2.7 0.6 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(-26165%),veh/ln 2.9 7.9 0.0 3.6 4.3 0.0 2.7 9.6 3.3 3.7 9.9 1.4 LnGrp Delay(d),s/veh 46.2 50.0 0.0 54.4 53.3 0.0 34.4 23.1 19.5 56.0 41.2 32.7 LnGrp LOS D D D D C C B E D C Approach Vol, veh/h 917 613 1603 1250 Approach Delay, s/veh 49.2 53.7 24.2 43.5 Approach LOS DDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.7 62.8 15.7 25.9 38.5 40.0 23.6 18.0 Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 7.4 * 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 13.0 34.6 15.0 31.3 15.0 * 33 12.0 * 34 Max Q Clear Time (g_c+I1), s 9.6 22.3 9.5 18.6 7.7 22.5 8.0 11.0 Green Ext Time (p_c), s 0.1 1.2 0.2 0.6 1.1 0.6 0.5 0.3 Intersection Summary HCM 2010 Ctrl Delay 39.0 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 173: Cook & Frank Sinatra Existing PM Synchro 8 Report Fehr & Peers Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 194 180 102 33 78 38 107 813 39 37 646 112 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 218 202 5 37 88 -12 120 913 40 42 726 92 Adj No. of Lanes 221221220231 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, %222222222222 Cap, veh/h 309 432 193 199 318 142 299 1928 84 213 2713 845 Arrive On Green 0.09 0.12 0.12 0.06 0.09 0.00 0.09 0.56 0.56 0.06 0.53 0.53 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3454 151 3442 5085 1583 Grp Volume(v), veh/h 218 202 5 37 88 -12 120 468 485 42 726 92 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1836 1721 1695 1583 Q Serve(g_s), s 6.2 5.3 0.3 1.0 2.3 0.0 3.3 15.9 15.9 1.2 7.8 2.9 Cycle Q Clear(g_c), s 6.2 5.3 0.3 1.0 2.3 0.0 3.3 15.9 15.9 1.2 7.8 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.08 1.00 1.00 Lane Grp Cap(c), veh/h 309 432 193 199 318 142 299 988 1025 213 2713 845 V/C Ratio(X) 0.71 0.47 0.03 0.19 0.28 -0.08 0.40 0.47 0.47 0.20 0.27 0.11 Avail Cap(c_a), veh/h 310 779 348 310 779 348 413 988 1025 310 2713 845 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 1.00 1.00 0.00 0.84 0.84 0.84 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.2 40.9 38.7 44.9 42.5 0.0 43.2 13.3 13.3 44.5 12.7 11.6 Incr Delay (d2), s/veh 6.1 0.3 0.0 0.2 0.2 0.0 0.3 1.4 1.3 0.2 0.2 0.3 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(-26165%),veh/ln 3.2 2.6 0.1 0.5 1.1 0.0 1.6 8.0 8.3 0.6 3.7 1.3 LnGrp Delay(d),s/veh 50.3 41.2 38.7 45.0 42.6 0.0 43.5 14.6 14.6 44.7 12.9 11.8 LnGrp LOS DDDDD DBBDBB Approach Vol, veh/h 425 113 1073 860 Approach Delay, s/veh 45.8 47.9 17.8 14.4 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.2 60.8 10.8 17.2 13.7 58.3 14.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 40.0 9.0 22.0 12.0 37.0 9.0 22.0 Max Q Clear Time (g_c+I1), s 3.2 17.9 3.0 7.3 5.3 9.8 8.2 4.3 Green Ext Time (p_c), s 0.0 2.9 0.0 0.4 0.1 2.9 0.1 0.4 Intersection Summary HCM 2010 Ctrl Delay 22.8 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 201: Hwy 111 & Painters Path/Park View Existing PM Synchro 8 Report Fehr & Peers Page 25 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 0 24 13 29 13 146 26 1780 45 152 1598 36 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1900 1863 1863 1900 1863 1863 1788 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 0 26 9 31 14 -22 28 1894 33 162 1700 37 Adj No. of Lanes 011011131130 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 0 151 102 120 45 128 203 3618 1126 191 3500 76 Arrive On Green 0.00 0.08 0.06 0.08 0.08 0.00 0.24 1.00 1.00 0.11 0.68 0.67 Sat Flow, veh/h 0 1863 1583 862 562 1583 1703 5085 1583 1774 5122 111 Grp Volume(v), veh/h 0 26 9 45 0 -22 28 1894 33 162 1125 612 Grp Sat Flow(s),veh/h/ln 0 1863 1583 1424 0 1583 1703 1695 1583 1774 1695 1843 Q Serve(g_s), s 0.0 1.6 0.6 2.3 0.0 0.0 1.6 0.0 0.0 10.8 18.9 18.9 Cycle Q Clear(g_c), s 0.0 1.6 0.6 3.9 0.0 0.0 1.6 0.0 0.0 10.8 18.9 18.9 Prop In Lane 0.00 1.00 0.69 1.00 1.00 1.00 1.00 0.06 Lane Grp Cap(c), veh/h 0 151 102 166 0 128 203 3618 1126 191 2317 1259 V/C Ratio(X) 0.00 0.17 0.09 0.27 0.00 -0.17 0.14 0.52 0.03 0.85 0.49 0.49 Avail Cap(c_a), veh/h 0 248 185 244 0 211 203 3618 1126 310 2317 1259 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 0.00 0.00 0.85 0.85 0.85 1.00 1.00 1.00 Uniform Delay (d), s/veh 0.0 51.4 52.8 52.5 0.0 0.0 40.8 0.0 0.0 52.6 9.0 9.0 Incr Delay (d2), s/veh 0.0 0.2 0.1 0.3 0.0 0.0 0.1 0.5 0.0 5.8 0.7 1.3 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(-26165%),veh/ln 0.0 0.8 0.3 1.4 0.0 0.0 0.7 0.2 0.0 5.6 9.0 10.0 LnGrp Delay(d),s/veh 0.0 51.6 53.0 52.8 0.0 0.0 40.9 0.5 0.0 58.4 9.7 10.4 LnGrp LOS D D D D AAEAB Approach Vol, veh/h 35 23 1955 1899 Approach Delay, s/veh 52.0 103.4 1.0 14.1 Approach LOS D F A B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 20.3 86.0 13.7 16.9 89.4 13.7 Change Period (Y+Rc), s 6.0 * 6 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 10.0 * 80 14.0 21.0 69.0 14.0 Max Q Clear Time (g_c+I1), s 3.6 20.9 5.9 12.8 2.0 3.6 Green Ext Time (p_c), s 0.3 45.9 0.2 0.2 55.5 0.2 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 202: Hwy 111 & Fred Waring Drive Existing PM Synchro 8 Report Fehr & Peers Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 123 203 73 143 174 439 70 1329 143 389 1144 111 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 131 216 5 152 185 221 74 1414 143 414 1217 111 Adj No. of Lanes 221222230230 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 253 364 163 366 480 400 800 1721 174 1001 2015 184 Arrive On Green 0.07 0.10 0.10 0.11 0.14 0.14 0.31 0.49 0.47 0.58 0.85 0.82 Sat Flow, veh/h 3442 3539 1583 3442 3539 2775 3442 4694 475 3442 4742 432 Grp Volume(v), veh/h 131 216 5 152 185 221 74 1021 536 414 870 458 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1388 1721 1695 1778 1721 1695 1785 Q Serve(g_s), s 4.4 7.0 0.3 5.0 5.7 8.9 1.8 30.9 31.0 8.0 9.5 9.9 Cycle Q Clear(g_c), s 4.4 7.0 0.3 5.0 5.7 8.9 1.8 30.9 31.0 8.0 9.5 9.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.27 1.00 0.24 Lane Grp Cap(c), veh/h 253 364 163 366 480 400 800 1243 652 1001 1441 758 V/C Ratio(X) 0.52 0.59 0.03 0.42 0.39 0.55 0.09 0.82 0.82 0.41 0.60 0.60 Avail Cap(c_a), veh/h 287 973 435 366 973 786 800 1243 652 1001 1441 758 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.93 0.93 0.93 0.92 0.92 0.92 0.90 0.90 0.90 Uniform Delay (d), s/veh 53.5 51.4 48.4 50.1 47.3 47.8 32.4 27.4 27.7 19.5 5.9 6.2 Incr Delay (d2), s/veh 0.6 0.6 0.0 0.3 0.2 0.4 0.0 5.7 10.4 0.1 1.7 3.2 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(-26165%),veh/ln 2.1 3.4 0.2 2.4 2.8 3.4 0.9 15.4 17.0 3.7 4.4 5.1 LnGrp Delay(d),s/veh 54.2 52.0 48.5 50.4 47.5 48.2 32.5 33.1 38.1 19.6 7.6 9.4 LnGrp LOS DDDDDDCCDBAA Approach Vol, veh/h 352 558 1631 1742 Approach Delay, s/veh 52.8 48.6 34.7 10.9 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 31.9 55.0 12.8 20.3 38.9 48.0 16.8 16.3 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 10.0 49.0 10.0 32.0 17.0 42.0 10.0 32.0 Max Q Clear Time (g_c+I1), s 3.8 11.9 6.4 10.9 10.0 33.0 7.0 9.0 Green Ext Time (p_c), s 0.9 25.3 0.2 4.4 1.0 8.2 0.3 1.8 Intersection Summary HCM 2010 Ctrl Delay 28.3 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 203: Hwy 111 & Desert Crossing Existing PM Synchro 8 Report Fehr & Peers Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 215 18 302 47 6 41 267 1290 53 16 1172 185 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 243 0 71 50 6 0 284 1372 35 17 1247 123 Adj No. of Lanes 201111231131 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 324 0 145 112 118 100 315 3497 1076 43 3154 982 Arrive On Green 0.09 0.00 0.09 0.06 0.06 0.00 0.18 1.00 1.00 0.05 1.00 1.00 Sat Flow, veh/h 3548 0 1583 1774 1863 1583 3442 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 243 0 71 50 6 0 284 1372 35 17 1247 123 Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 1863 1583 1721 1695 1583 1774 1695 1583 Q Serve(g_s), s 8.0 0.0 5.1 3.3 0.4 0.0 9.7 0.0 0.0 1.1 0.0 0.0 Cycle Q Clear(g_c), s 8.0 0.0 5.1 3.3 0.4 0.0 9.7 0.0 0.0 1.1 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 324 0 145 112 118 100 315 3497 1076 43 3154 982 V/C Ratio(X) 0.75 0.00 0.49 0.44 0.05 0.00 0.90 0.39 0.03 0.40 0.40 0.13 Avail Cap(c_a), veh/h 887 0 396 148 155 132 402 3497 1076 148 3154 982 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.87 0.87 0.87 0.90 0.90 0.90 Uniform Delay (d), s/veh 53.2 0.0 51.9 54.2 52.8 0.0 48.5 0.0 0.0 56.3 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 1.0 1.0 0.1 0.0 15.5 0.3 0.0 2.0 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 4.0 0.0 2.3 1.6 0.2 0.0 5.2 0.1 0.0 0.6 0.1 0.1 LnGrp Delay(d),s/veh 54.5 0.0 52.8 55.2 52.9 0.0 64.0 0.3 0.0 58.3 0.3 0.2 LnGrp LOS D D E D EAAEAA Approach Vol, veh/h 314 56 1691 1387 Approach Delay, s/veh 54.1 54.9 11.0 1.0 Approach LOS D D B A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.0 78.4 11.6 6.9 86.5 15.0 Change Period (Y+Rc), s 3.0 5.0 4.0 3.0 5.0 4.0 Max Green Setting (Gmax), s 15.0 49.0 10.0 11.0 53.0 30.0 Max Q Clear Time (g_c+I1), s 11.7 2.0 5.3 3.1 2.0 10.0 Green Ext Time (p_c), s 0.3 7.5 0.0 0.0 7.6 1.0 Intersection Summary HCM 2010 Ctrl Delay 11.6 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary Palm Desert 204: El Paseo/Town Center & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 106 1076 286 53 1078 105 370 80 28 113 75 98 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 109 1109 0 55 1111 48 381 82 23 116 77 0 Adj No. of Lanes 231231220221 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 659 2984 916 188 2204 680 488 391 106 286 295 132 Arrive On Green 0.25 0.78 0.00 0.11 0.87 0.86 0.14 0.14 0.14 0.08 0.08 0.00 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 2756 745 3442 3539 1583 Grp Volume(v), veh/h 109 1109 0 55 1111 48 381 52 53 116 77 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1731 1721 1770 1583 Q Serve(g_s), s 3.0 8.1 0.0 1.8 6.2 0.5 12.8 3.1 3.3 3.8 2.4 0.0 Cycle Q Clear(g_c), s 3.0 8.1 0.0 1.8 6.2 0.5 12.8 3.1 3.3 3.8 2.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.43 1.00 1.00 Lane Grp Cap(c), veh/h 659 2984 916 188 2204 680 488 251 246 286 295 132 V/C Ratio(X) 0.17 0.37 0.00 0.29 0.50 0.07 0.78 0.21 0.22 0.41 0.26 0.00 Avail Cap(c_a), veh/h 659 2984 916 287 2204 680 774 398 390 344 354 158 HCM Platoon Ratio 1.33 1.33 1.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.87 0.87 0.00 0.93 0.93 0.93 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.3 6.3 0.0 51.3 4.9 4.9 49.7 45.5 45.6 52.2 51.6 0.0 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.3 0.8 0.2 1.0 0.1 0.2 0.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.4 3.8 0.0 0.8 2.8 0.3 6.2 1.5 1.6 1.8 1.2 0.0 LnGrp Delay(d),s/veh 37.3 6.6 0.0 51.6 5.7 5.1 50.7 45.7 45.8 52.5 51.7 0.0 LnGrp LOS D A D A A DDDDD Approach Vol, veh/h 1218 1214 486 193 Approach Delay, s/veh 9.4 7.8 49.6 52.2 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 74.4 14.0 29.0 56.0 21.0 Change Period (Y+Rc), s 3.0 5.0 5.0 5.0 * 4.5 5.0 Max Green Setting (Gmax), s 11.0 54.0 11.0 14.0 * 52 26.0 Max Q Clear Time (g_c+I1), s 3.8 10.1 5.8 5.0 8.2 14.8 Green Ext Time (p_c), s 0.1 2.7 0.4 1.9 2.4 1.2 Intersection Summary HCM 2010 Ctrl Delay 17.7 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 205: Plaza & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 29 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 110 981 105 169 950 173 100 32 178 121 46 131 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 115 1022 88 176 990 78 104 33 34 126 48 84 Adj No. of Lanes 230131110111 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 786 2320 199 222 1865 581 319 152 156 326 351 607 Arrive On Green 0.30 0.65 0.65 0.17 0.49 0.49 0.18 0.18 0.17 0.19 0.19 0.15 Sat Flow, veh/h 3442 4770 410 1774 5085 1583 1253 842 868 1329 1863 1583 Grp Volume(v), veh/h 115 726 384 176 990 78 104 0 67 126 48 84 Grp Sat Flow(s),veh/h/ln 1721 1695 1790 1774 1695 1583 1253 0 1710 1329 1863 1583 Q Serve(g_s), s 1.5 6.3 6.4 5.7 8.1 1.6 4.6 0.0 2.0 5.3 1.3 0.0 Cycle Q Clear(g_c), s 1.5 6.3 6.4 5.7 8.1 1.6 5.9 0.0 2.0 7.3 1.3 0.0 Prop In Lane 1.00 0.23 1.00 1.00 1.00 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 786 1649 871 222 1865 581 319 0 308 326 351 607 V/C Ratio(X) 0.15 0.44 0.44 0.79 0.53 0.13 0.33 0.00 0.22 0.39 0.14 0.14 Avail Cap(c_a), veh/h 786 1649 871 296 1865 581 427 0 456 430 497 731 HCM Platoon Ratio 1.33 1.33 1.33 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.93 0.93 0.93 0.87 0.87 0.87 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.6 6.6 6.6 24.2 11.8 10.1 23.2 0.0 21.1 23.7 20.3 12.0 Incr Delay (d2), s/veh 0.0 0.8 1.5 6.4 1.0 0.4 0.2 0.0 0.1 0.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.7 3.0 3.4 3.2 3.8 0.8 1.6 0.0 1.0 2.0 0.7 0.9 LnGrp Delay(d),s/veh 16.7 7.4 8.1 30.7 12.8 10.6 23.4 0.0 21.2 24.0 20.4 12.1 LnGrp LOS B A A C B B C C C C B Approach Vol, veh/h 1225 1244 171 258 Approach Delay, s/veh 8.5 15.1 22.5 19.4 Approach LOS A B C B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.5 33.2 15.3 18.7 26.0 15.3 Change Period (Y+Rc), s 3.0 4.0 5.0 4.0 * 4 * 5 Max Green Setting (Gmax), s 11.0 22.0 15.0 11.0 * 22 * 16 Max Q Clear Time (g_c+I1), s 7.7 8.4 9.3 3.5 10.1 7.9 Green Ext Time (p_c), s 0.1 2.1 1.0 1.6 1.9 1.2 Intersection Summary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 206: Hwy 74/Monterey & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 227 987 130 226 873 185 260 490 191 329 456 172 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 236 1028 52 235 909 126 271 510 84 343 475 33 Adj No. of Lanes 231231221221 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 700 2336 714 295 1695 515 334 716 307 411 795 343 Arrive On Green 0.41 0.92 0.90 0.03 0.11 0.11 0.10 0.20 0.19 0.12 0.22 0.22 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 236 1028 52 235 909 126 271 510 84 343 475 33 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 5.7 3.3 0.4 8.1 20.3 6.2 9.3 16.1 5.4 11.7 14.4 1.3 Cycle Q Clear(g_c), s 5.7 3.3 0.4 8.1 20.3 6.2 9.3 16.1 5.4 11.7 14.4 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 700 2336 714 295 1695 515 334 716 307 411 795 343 V/C Ratio(X) 0.34 0.44 0.07 0.80 0.54 0.24 0.81 0.71 0.27 0.84 0.60 0.10 Avail Cap(c_a), veh/h 700 2336 714 344 1695 515 459 826 356 574 944 409 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 0.90 0.90 0.90 0.95 0.95 0.95 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.0 2.8 3.2 57.3 44.6 20.3 53.1 44.6 41.2 51.7 41.7 15.1 Incr Delay (d2), s/veh 0.1 0.5 0.2 8.2 1.1 1.0 5.2 1.7 0.2 5.4 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.7 1.4 0.2 4.2 9.7 2.9 4.6 8.0 2.4 5.9 7.1 0.6 LnGrp Delay(d),s/veh 30.1 3.3 3.4 65.5 45.7 21.3 58.3 46.3 41.3 57.1 41.9 15.2 LnGrp LOS C A A E D C E D D E D B Approach Vol, veh/h 1316 1270 865 851 Approach Delay, s/veh 8.1 47.0 49.6 47.0 Approach LOS A D D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.3 59.1 15.6 31.0 29.4 44.0 18.3 28.3 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 12.0 43.0 16.0 31.0 16.0 * 39 20.0 27.0 Max Q Clear Time (g_c+I1), s 10.1 5.3 11.3 16.4 7.7 22.3 13.7 18.1 Green Ext Time (p_c), s 0.1 3.0 0.4 7.3 2.3 1.9 0.6 5.2 Intersection Summary HCM 2010 Ctrl Delay 35.6 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 207: San Pablo & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 31 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 129 1299 66 53 1150 122 76 84 85 126 115 165 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 132 1326 39 54 1173 116 78 86 6 129 117 0 Adj No. of Lanes 231230120121 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 939 2161 673 939 2000 198 116 280 19 151 366 164 Arrive On Green 0.18 0.28 0.28 0.55 0.85 0.82 0.07 0.08 0.07 0.09 0.10 0.00 Sat Flow, veh/h 3442 5085 1583 3442 4706 465 1774 3359 232 1774 3539 1583 Grp Volume(v), veh/h 132 1326 39 54 845 444 78 45 47 129 117 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1781 1774 1770 1822 1774 1770 1583 Q Serve(g_s), s 3.9 27.1 1.5 0.9 8.9 9.3 5.2 2.9 2.9 8.6 3.7 0.0 Cycle Q Clear(g_c), s 3.9 27.1 1.5 0.9 8.9 9.3 5.2 2.9 2.9 8.6 3.7 0.0 Prop In Lane 1.00 1.00 1.00 0.26 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 939 2161 673 939 1441 757 116 147 152 151 366 164 V/C Ratio(X) 0.14 0.61 0.06 0.06 0.59 0.59 0.67 0.30 0.31 0.85 0.32 0.00 Avail Cap(c_a), veh/h 939 2161 673 939 1441 757 222 236 243 399 826 369 HCM Platoon Ratio 0.67 0.67 0.67 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.84 0.84 0.84 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 37.2 34.4 12.2 20.0 5.8 6.1 54.8 51.7 51.8 54.1 49.9 0.0 Incr Delay (d2), s/veh 0.0 1.1 0.1 0.0 1.8 3.3 2.5 0.4 0.4 5.1 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.8 12.9 0.7 0.4 4.1 5.0 2.6 1.4 1.5 4.4 1.8 0.0 LnGrp Delay(d),s/veh 37.2 35.5 12.3 20.0 7.6 9.4 57.4 52.2 52.2 59.2 50.1 0.0 LnGrp LOS D D B C A A E D D E D Approach Vol, veh/h 1497 1343 170 246 Approach Delay, s/veh 35.0 8.7 54.6 54.9 Approach LOS D A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 36.8 55.0 14.2 14.0 36.8 55.0 11.8 16.4 Change Period (Y+Rc), s 3.5 5.5 3.5 5.0 3.5 5.5 3.5 5.0 Max Green Setting (Gmax), s 10.5 49.5 27.5 15.0 10.5 49.5 15.5 27.0 Max Q Clear Time (g_c+I1), s 2.9 29.1 10.6 4.9 5.9 11.3 7.2 5.7 Green Ext Time (p_c), s 0.3 2.8 0.3 1.2 0.2 2.3 0.1 1.9 Intersection Summary HCM 2010 Ctrl Delay 26.7 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 208: San Luis Rey & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 32 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 89 1362 91 72 1220 32 92 40 106 37 33 59 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 91 1390 89 73 1245 31 94 41 14 38 34 5 Adj No. of Lanes 130130110011 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, %222222222222 Cap, veh/h 112 2524 162 383 3460 86 196 200 68 147 118 212 Arrive On Green 0.13 1.00 1.00 0.43 1.00 1.00 0.15 0.15 0.13 0.15 0.15 0.13 Sat Flow, veh/h 1774 4885 313 1774 5103 127 1363 1329 454 670 784 1583 Grp Volume(v), veh/h 91 965 514 73 827 449 94 0 55 72 0 5 Grp Sat Flow(s),veh/h/ln 1774 1695 1808 1774 1695 1840 1363 0 1783 1454 0 1583 Q Serve(g_s), s 6.0 0.0 0.0 3.1 0.0 0.0 8.0 0.0 3.3 2.9 0.0 0.3 Cycle Q Clear(g_c), s 6.0 0.0 0.0 3.1 0.0 0.0 14.1 0.0 3.3 6.1 0.0 0.3 Prop In Lane 1.00 0.17 1.00 0.07 1.00 0.25 0.53 1.00 Lane Grp Cap(c), veh/h 112 1752 934 383 2298 1248 196 0 269 265 0 212 V/C Ratio(X) 0.81 0.55 0.55 0.19 0.36 0.36 0.48 0.00 0.20 0.27 0.00 0.02 Avail Cap(c_a), veh/h 251 1752 934 383 2298 1248 320 0 431 406 0 356 HCM Platoon Ratio 2.00 2.00 2.00 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 0.92 0.92 0.92 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 51.7 0.0 0.0 27.6 0.0 0.0 52.2 0.0 44.9 45.9 0.0 45.1 Incr Delay (d2), s/veh 5.3 1.3 2.3 0.1 0.4 0.7 0.7 0.0 0.1 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.1 0.3 0.6 1.5 0.1 0.3 3.1 0.0 1.6 2.2 0.0 0.1 LnGrp Delay(d),s/veh 57.0 1.3 2.3 27.7 0.4 0.7 52.9 0.0 45.0 46.1 0.0 45.2 LnGrp LOS E A A C A A D D D D Approach Vol, veh/h 1570 1349 149 77 Approach Delay, s/veh 4.8 2.0 50.0 46.0 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 31.9 66.0 22.1 12.6 85.3 22.1 Change Period (Y+Rc), s 5.0 * 5 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 * 61 28.0 18.0 60.0 28.0 Max Q Clear Time (g_c+I1), s 5.1 2.0 8.1 8.0 2.0 16.1 Green Ext Time (p_c), s 0.6 2.7 1.3 0.1 2.4 1.0 Intersection Summary HCM 2010 Ctrl Delay 6.8 HCM 2010 LOS A Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 209: Portola & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 33 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 192 1230 97 101 1044 89 169 308 92 93 289 146 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 194 1242 51 102 1055 45 171 311 67 94 292 89 Adj No. of Lanes 231231220220 Peak Hour Factor 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 0.99 Percent Heavy Veh, %222222222222 Cap, veh/h 258 2161 673 628 2794 870 285 496 105 247 406 122 Arrive On Green 0.15 0.85 0.85 0.37 1.00 1.00 0.08 0.17 0.16 0.07 0.15 0.14 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 2906 618 3442 2687 804 Grp Volume(v), veh/h 194 1242 51 102 1055 45 171 188 190 94 190 191 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1754 1721 1770 1721 Q Serve(g_s), s 6.5 8.6 0.6 2.4 0.0 0.0 5.8 11.8 12.1 3.1 12.3 12.7 Cycle Q Clear(g_c), s 6.5 8.6 0.6 2.4 0.0 0.0 5.8 11.8 12.1 3.1 12.3 12.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.35 1.00 0.47 Lane Grp Cap(c), veh/h 258 2161 673 628 2794 870 285 302 299 247 268 260 V/C Ratio(X) 0.75 0.57 0.08 0.16 0.38 0.05 0.60 0.62 0.64 0.38 0.71 0.73 Avail Cap(c_a), veh/h 315 2161 673 628 2794 870 430 487 482 287 413 402 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 0.96 0.96 0.96 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.9 5.8 5.2 31.9 0.0 0.0 53.1 46.2 46.5 53.2 48.4 48.8 Incr Delay (d2), s/veh 5.4 1.0 0.2 0.0 0.4 0.1 0.7 0.7 0.8 0.4 1.3 1.5 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(-26165%),veh/ln 3.3 3.9 0.3 1.1 0.1 0.0 2.8 5.8 5.9 1.5 6.1 6.2 LnGrp Delay(d),s/veh 55.3 6.8 5.4 31.9 0.4 0.1 53.8 46.9 47.2 53.5 49.8 50.3 LnGrp LOS E A A C A A DDDDDD Approach Vol, veh/h 1487 1202 549 475 Approach Delay, s/veh 13.1 3.0 49.2 50.7 Approach LOS B A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.9 55.0 14.9 22.2 13.0 69.9 12.6 24.5 Change Period (Y+Rc), s 6.0 * 6 5.0 * 5 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 10.0 * 49 15.0 * 27 11.0 48.0 10.0 32.0 Max Q Clear Time (g_c+I1), s 4.4 10.6 7.8 14.7 8.5 2.0 5.1 14.1 Green Ext Time (p_c), s 0.1 2.7 2.2 2.5 0.1 2.6 0.1 3.7 Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 210: El Paseo/Cabrillo & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 34 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 1388 12 155 1138 15 65 14 304 15 26 36 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 21 1431 12 160 1173 14 67 14 20 15 27 3 Adj No. of Lanes 130230112121 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, %222222222222 Cap, veh/h 384 3901 33 228 3022 36 165 156 210 165 296 132 Arrive On Green 0.43 1.00 1.00 0.13 1.00 1.00 0.08 0.08 0.08 0.08 0.08 0.08 Sat Flow, veh/h 1774 5202 44 3442 5180 62 1374 1863 2787 1369 3539 1583 Grp Volume(v), veh/h 21 933 510 160 768 419 67 14 20 15 27 3 Grp Sat Flow(s),veh/h/ln 1774 1695 1855 1721 1695 1852 1374 1863 1393 1369 1770 1583 Q Serve(g_s), s 0.8 0.0 0.0 5.3 0.0 0.0 5.7 0.8 0.8 1.2 0.8 0.2 Cycle Q Clear(g_c), s 0.8 0.0 0.0 5.3 0.0 0.0 6.5 0.8 0.8 2.1 0.8 0.2 Prop In Lane 1.00 0.02 1.00 0.03 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 384 2543 1391 228 1978 1080 165 156 210 165 296 132 V/C Ratio(X) 0.05 0.37 0.37 0.70 0.39 0.39 0.41 0.09 0.10 0.09 0.09 0.02 Avail Cap(c_a), veh/h 384 2543 1391 459 1978 1080 371 435 627 370 826 369 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.87 0.87 0.87 0.97 0.97 0.97 1.00 1.00 1.00 Uniform Delay (d), s/veh 26.9 0.0 0.0 50.9 0.0 0.0 53.8 50.8 51.7 51.7 50.8 50.5 Incr Delay (d2), s/veh 0.0 0.4 0.7 1.3 0.5 0.9 0.6 0.1 0.1 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.4 0.1 0.3 2.6 0.1 0.3 2.2 0.4 0.3 0.5 0.4 0.1 LnGrp Delay(d),s/veh 26.9 0.4 0.7 52.2 0.5 0.9 54.4 50.9 51.7 51.8 50.8 50.5 LnGrp LOS C A A D A A DDDDDD Approach Vol, veh/h 1464 1347 101 45 Approach Delay, s/veh 0.9 6.8 53.4 51.1 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.0 94.0 14.0 32.0 74.0 14.0 Change Period (Y+Rc), s 3.0 5.0 5.0 5.0 * 5 5.0 Max Green Setting (Gmax), s 17.0 63.0 27.0 11.0 * 69 27.0 Max Q Clear Time (g_c+I1), s 7.3 2.0 4.1 2.8 2.0 8.5 Green Ext Time (p_c), s 0.3 2.6 0.6 0.0 2.0 0.6 Intersection Summary HCM 2010 Ctrl Delay 6.1 HCM 2010 LOS A Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 211: Deep Canyon & Hwy 111 Existing PM Synchro 8 Report Fehr & Peers Page 35 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 126 1447 61 65 1090 78 69 93 52 122 85 77 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 131 1507 37 68 1135 33 72 97 3 127 89 6 Adj No. of Lanes 131131120120 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, %222222222222 Cap, veh/h 476 3205 969 112 2076 616 114 319 10 146 368 25 Arrive On Green 0.54 1.00 1.00 0.06 0.41 0.39 0.06 0.09 0.08 0.08 0.11 0.10 Sat Flow, veh/h 1774 5085 1579 1774 5085 1573 1774 3503 108 1774 3364 225 Grp Volume(v), veh/h 131 1507 37 68 1135 33 72 49 51 127 46 49 Grp Sat Flow(s),veh/h/ln 1774 1695 1579 1774 1695 1573 1774 1770 1841 1774 1770 1819 Q Serve(g_s), s 4.8 0.0 0.0 4.5 20.4 1.2 4.8 3.1 3.1 8.5 2.9 2.9 Cycle Q Clear(g_c), s 4.8 0.0 0.0 4.5 20.4 1.2 4.8 3.1 3.1 8.5 2.9 2.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.06 1.00 0.12 Lane Grp Cap(c), veh/h 476 3205 969 112 2076 616 114 161 168 146 193 199 V/C Ratio(X) 0.28 0.47 0.04 0.61 0.55 0.05 0.63 0.30 0.31 0.87 0.24 0.24 Avail Cap(c_a), veh/h 476 3205 969 163 2076 616 163 236 246 163 236 243 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.5 0.0 0.0 54.8 27.0 12.5 54.8 51.0 51.0 54.4 48.9 49.0 Incr Delay (d2), s/veh 0.1 0.5 0.1 2.0 1.0 0.2 2.2 0.4 0.4 32.0 0.2 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.3 0.1 0.0 2.3 9.8 0.5 2.4 1.5 1.6 5.5 1.4 1.5 LnGrp Delay(d),s/veh 21.6 0.5 0.1 56.7 28.1 12.6 57.0 51.4 51.4 86.4 49.1 49.2 LnGrp LOS C A A E C B E D D F D D Approach Vol, veh/h 1675 1236 172 222 Approach Delay, s/veh 2.1 29.2 53.7 70.5 Approach LOS A C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.6 79.6 11.7 17.1 38.2 53.0 13.9 14.9 Change Period (Y+Rc), s 3.5 5.5 3.5 5.0 5.5 * 5.5 3.5 5.0 Max Green Setting (Gmax), s 11.5 64.5 11.5 15.0 28.5 * 48 11.5 15.0 Max Q Clear Time (g_c+I1), s 6.5 2.0 6.8 4.9 6.8 22.4 10.5 5.1 Green Ext Time (p_c), s 0.0 3.9 0.0 0.9 3.8 2.4 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 19.5 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 213: Portola & El Paseo Existing PM Synchro 8 Report Fehr & Peers Page 36 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 61 164 63 58 121 20 82 460 108 63 322 100 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 65 174 15 62 129 4 87 489 29 67 343 71 Adj No. of Lanes 120120121120 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222222222 Cap, veh/h 190 607 52 185 633 20 225 705 315 194 532 109 Arrive On Green 0.11 0.18 0.18 0.10 0.18 0.18 0.13 0.20 0.20 0.11 0.18 0.18 Sat Flow, veh/h 1774 3301 282 1774 3505 108 1774 3539 1583 1774 2928 599 Grp Volume(v), veh/h 65 93 96 62 65 68 87 489 29 67 206 208 Grp Sat Flow(s),veh/h/ln 1774 1770 1813 1774 1770 1844 1774 1770 1583 1774 1770 1757 Q Serve(g_s), s 1.7 2.2 2.3 1.6 1.5 1.6 2.2 6.4 0.7 1.7 5.3 5.5 Cycle Q Clear(g_c), s 1.7 2.2 2.3 1.6 1.5 1.6 2.2 6.4 0.7 1.7 5.3 5.5 Prop In Lane 1.00 0.16 1.00 0.06 1.00 1.00 1.00 0.34 Lane Grp Cap(c), veh/h 190 325 333 185 320 333 225 705 315 194 322 319 V/C Ratio(X) 0.34 0.28 0.29 0.34 0.20 0.20 0.39 0.69 0.09 0.35 0.64 0.65 Avail Cap(c_a), veh/h 358 1000 1024 322 964 1004 358 1999 894 358 1000 993 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 20.5 17.4 17.4 20.6 17.3 17.3 19.9 18.4 16.2 20.4 18.8 18.8 Incr Delay (d2), s/veh 0.4 0.2 0.2 0.4 0.1 0.1 0.4 0.5 0.0 0.4 0.8 0.8 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(-26165%),veh/ln 0.8 1.1 1.1 0.8 0.8 0.8 1.1 3.1 0.3 0.9 2.6 2.7 LnGrp Delay(d),s/veh 20.9 17.6 17.6 21.0 17.4 17.4 20.3 18.9 16.2 20.8 19.6 19.7 LnGrp LOS C B B C B B C B B C B B Approach Vol, veh/h 254 195 605 481 Approach Delay, s/veh 18.4 18.5 19.0 19.8 Approach LOS BBBB Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.4 14.9 10.2 14.1 11.3 14.0 10.3 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 28.0 9.0 28.0 10.0 28.0 10.0 27.0 Max Q Clear Time (g_c+I1), s 3.7 8.4 3.6 4.3 4.2 7.5 3.7 3.6 Green Ext Time (p_c), s 0.1 1.5 0.0 0.4 0.1 1.5 0.1 0.4 Intersection Summary HCM 2010 Ctrl Delay 19.1 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 215: Hovley Ln East & Oasis Club Existing PM Synchro 8 Report Fehr & Peers Page 37 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 70 763 452 137 247 25 Number 7 4 8 18 1 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 74 812 481 24 263 13 Adj No. of Lanes 122111 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, %222222 Cap, veh/h 150 1121 627 280 1015 906 Arrive On Green 0.08 0.32 0.18 0.18 0.57 0.57 Sat Flow, veh/h 1774 3632 3632 1583 1774 1583 Grp Volume(v), veh/h 74 812 481 24 263 13 Grp Sat Flow(s),veh/h/ln 1774 1770 1770 1583 1774 1583 Q Serve(g_s), s 3.6 18.3 11.6 1.1 6.7 0.3 Cycle Q Clear(g_c), s 3.6 18.3 11.6 1.1 6.7 0.3 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 1121 627 280 1015 906 V/C Ratio(X) 0.49 0.72 0.77 0.09 0.26 0.01 Avail Cap(c_a), veh/h 355 2084 1180 528 1015 906 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.97 0.97 Uniform Delay (d), s/veh 39.4 27.3 35.3 30.9 9.7 8.3 Incr Delay (d2), s/veh 0.9 0.3 0.8 0.0 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.8 9.0 5.7 0.5 3.5 0.5 LnGrp Delay(d),s/veh 40.3 27.6 36.0 31.0 10.3 8.3 LnGrp LOS DCDCBA Approach Vol, veh/h 886 505 276 Approach Delay, s/veh 28.7 35.8 10.2 Approach LOS C D B Timer 12345678 Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 33.5 56.5 12.6 20.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 53.0 27.0 18.0 30.0 Max Q Clear Time (g_c+I1), s 20.3 8.7 5.6 13.6 Green Ext Time (p_c), s 2.4 0.8 0.1 2.3 Intersection Summary HCM 2010 Ctrl Delay 27.8 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 282: Monterey Avenue & I-10 EB Off-ramp Existing PM Synchro 8 Report Fehr & Peers Page 39 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 33 0 621 00001435 414 139 812 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 0 1863 1863 1863 1863 0 Adj Flow Rate, veh/h 23 0 349 0 1511 0 146 855 0 Adj No. of Lanes 1 0 2 031220 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 232 0 414 0 3534 1100 199 2781 0 Arrive On Green 0.13 0.00 0.13 0.00 0.47 0.00 0.12 1.00 0.00 Sat Flow, veh/h 1774 0 3167 0 5253 1583 3442 3632 0 Grp Volume(v), veh/h 23 0 349 0 1511 0 146 855 0 Grp Sat Flow(s),veh/h/ln 1774 0 1583 0 1695 1583 1721 1770 0 Q Serve(g_s), s 1.4 0.0 12.9 0.0 23.8 0.0 4.9 0.0 0.0 Cycle Q Clear(g_c), s 1.4 0.0 12.9 0.0 23.8 0.0 4.9 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 232 0 414 0 3534 1100 199 2781 0 V/C Ratio(X) 0.10 0.00 0.84 0.00 0.43 0.00 0.73 0.31 0.00 Avail Cap(c_a), veh/h 517 0 924 0 3534 1100 229 2781 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.67 0.67 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.78 0.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 45.9 0.0 50.9 0.0 16.1 0.0 52.2 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.8 0.0 0.3 0.0 9.9 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.7 0.0 5.8 0.0 11.3 0.0 2.6 0.1 0.0 LnGrp Delay(d),s/veh 46.0 0.0 52.8 0.0 16.4 0.0 62.0 0.3 0.0 LnGrp LOS D D B E A Approach Vol, veh/h 372 1511 1001 Approach Delay, s/veh 52.4 16.4 9.3 Approach LOS D B A Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 10.9 88.4 20.7 99.3 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 63.0 35.0 75.0 Max Q Clear Time (g_c+I1), s 6.9 25.8 14.9 2.0 Green Ext Time (p_c), s 0.1 12.5 0.8 13.7 Intersection Summary HCM 2010 Ctrl Delay 18.6 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary Palm Desert 1220: Monterey & Fred Waring Drive Existing PM Synchro 8 Report Fehr & Peers Page 42 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 324 810 76 322 601 241 73 808 280 254 768 220 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 341 853 -32 339 633 0 77 851 246 267 808 164 Adj No. of Lanes 230231230231 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 344 1156 0 570 1490 464 317 1385 398 493 2063 894 Arrive On Green 0.10 0.23 0.00 0.17 0.29 0.00 0.09 0.35 0.35 0.14 0.41 0.41 Sat Flow, veh/h 3442 5253 0 3442 5085 1583 3442 3907 1122 3442 5085 1556 Grp Volume(v), veh/h 341 821 0 339 633 0 77 738 359 267 808 164 Grp Sat Flow(s),veh/h/ln 1721 1695 0 1721 1695 1583 1721 1695 1639 1721 1695 1556 Q Serve(g_s), s 10.9 16.4 0.0 10.0 11.1 0.0 2.3 19.7 19.9 7.9 12.3 1.3 Cycle Q Clear(g_c), s 10.9 16.4 0.0 10.0 11.1 0.0 2.3 19.7 19.9 7.9 12.3 1.3 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.68 1.00 1.00 Lane Grp Cap(c), veh/h 344 1156 0 570 1490 464 317 1202 581 493 2063 894 V/C Ratio(X) 0.99 0.71 0.00 0.59 0.42 0.00 0.24 0.61 0.62 0.54 0.39 0.18 Avail Cap(c_a), veh/h 344 1156 0 720 1711 533 344 1202 581 493 2063 894 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) 0.55 0.55 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.4 39.2 0.0 42.5 31.4 0.0 46.4 29.3 29.3 43.8 23.1 4.1 Incr Delay (d2), s/veh 33.7 1.0 0.0 0.4 0.1 0.0 0.1 2.3 4.9 0.7 0.6 0.5 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(-26165%),veh/ln 6.8 7.8 0.0 4.8 5.2 0.0 1.1 9.6 9.8 3.8 5.9 1.4 LnGrp Delay(d),s/veh 83.1 40.1 0.0 42.8 31.5 0.0 46.5 31.6 34.2 44.4 23.7 4.5 LnGrp LOS F D D C DCCDCA Approach Vol, veh/h 1162 972 1174 1239 Approach Delay, s/veh 52.8 35.4 33.4 25.6 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 35.2 13.1 47.6 21.2 28.0 18.8 42.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 35.0 9.0 37.0 21.0 23.0 9.0 37.0 Max Q Clear Time (g_c+I1), s 12.9 13.1 4.3 14.3 12.0 18.4 9.9 21.9 Green Ext Time (p_c), s 0.0 6.9 0.1 8.4 4.2 2.6 0.0 8.1 Intersection Summary HCM 2010 Ctrl Delay 36.7 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM Signalized Intersection Capacity Analysis Palm Desert 108: Fred Waring & Phyllis Jackson Existing PM Synchro 8 Report Fehr & Peers Page 19 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 37 1586 1195 42 10 32 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.88 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 5085 5085 1542 1770 2714 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 5085 5085 1542 1770 2714 Peak-hour factor, PHF 0.93 0.93 0.93 0.93 0.93 0.93 Adj. Flow (vph) 40 1705 1285 45 11 34 RTOR Reduction (vph) 0 0 0 12 0 27 Lane Group Flow (vph) 40 1705 1285 33 11 7 Confl. Peds. (#/hr) 10 10 10 10 Turn Type Prot NA NA Perm Prot Perm Protected Phases 5 2 6 4 Permitted Phases 6 4 5 Actuated Green, G (s) 7.2 91.0 78.8 78.8 9.0 21.2 Effective Green, g (s) 9.2 93.0 80.8 80.8 11.0 23.2 Actuated g/C Ratio 0.08 0.85 0.73 0.73 0.10 0.21 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 287 4299 3735 1132 177 572 v/s Ratio Prot 0.01 c0.34 0.25 c0.01 v/s Ratio Perm 0.02 0.00 v/c Ratio 0.14 0.40 0.34 0.03 0.06 0.01 Uniform Delay, d1 46.7 2.0 5.2 4.0 44.8 34.3 Progression Factor 1.17 0.19 0.32 0.07 1.00 1.00 Incremental Delay, d2 0.1 0.2 0.0 0.0 0.1 0.0 Delay (s) 54.6 0.6 1.7 0.3 44.9 34.3 Level of Service D A A A D C Approach Delay (s) 1.9 1.6 36.9 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 2.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.38 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 44.8% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary 36: Monterey Avenue & Dinah Shore Drive Baseline Synchro 8 Report Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 254 202 141 46 185 183 147 364 16 340 1273 357 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 276 220 16 50 201 0 160 396 14 370 1384 0 Adj No. of Lanes 2 2 1 1 2 1 2 3 0 2 3 1 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 334 478 214 64 261 117 218 2526 89 433 2864 892 Arrive On Green 0.10 0.14 0.14 0.04 0.08 0.00 0.07 0.51 0.51 0.09 0.39 0.00 Sat Flow, veh/h 3351 3446 1542 1727 3446 1542 3351 4912 173 3351 4951 1542 Grp Volume(v), veh/h 276 220 16 50 201 0 160 265 145 370 1384 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1727 1723 1542 1676 1650 1783 1676 1650 1542 Q Serve(g_s), s 9.7 7.0 1.1 3.4 6.9 0.0 5.6 5.1 5.1 13.1 25.3 0.0 Cycle Q Clear(g_c), s 9.7 7.0 1.1 3.4 6.9 0.0 5.6 5.1 5.1 13.1 25.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 334 478 214 64 261 117 218 1698 917 433 2864 892 V/C Ratio(X) 0.83 0.46 0.07 0.79 0.77 0.00 0.73 0.16 0.16 0.85 0.48 0.00 Avail Cap(c_a), veh/h 531 928 415 115 612 274 363 1698 917 670 2864 892 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.68 0.68 0.00 Uniform Delay (d), s/veh 53.0 47.6 45.0 57.3 54.4 0.0 55.1 15.4 15.4 53.7 23.2 0.0 Incr Delay (d2), s/veh 2.9 0.3 0.1 7.7 1.8 0.0 3.5 0.2 0.4 2.8 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 4.6 3.4 0.5 1.8 3.3 0.0 2.7 2.4 2.6 6.2 11.6 0.0 LnGrp Delay(d),s/veh 55.9 47.8 45.0 65.0 56.2 0.0 58.6 15.6 15.8 56.5 23.6 0.0 LnGrp LOS E D D E E E B B E C Approach Vol, veh/h 512 251 570 1754 Approach Delay, s/veh 52.1 58.0 27.7 30.6 Approach LOS D E C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.4 22.3 12.8 75.4 17.0 14.8 20.5 67.7 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 8.0 32.3 13.0 45.0 19.0 21.3 24.0 34.0 Max Q Clear Time (g_c+I1), s 5.4 9.0 7.6 27.3 11.7 8.9 15.1 7.1 Green Ext Time (p_c), s 0.0 0.2 0.2 3.5 0.3 0.2 0.4 3.7 Intersection Summary HCM 2010 Ctrl Delay 35.8 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 58: Monterey Avenue & Gerald Ford Baseline Synchro 8 Report Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 69 278 171 109 395 58 74 538 29 50 1128 109 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 79 320 11 125 454 5 85 618 28 57 1297 0 Adj No. of Lanes 2 2 1 2 2 1 2 3 0 2 3 1 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 130 511 229 179 562 251 133 2746 124 119 2778 865 Arrive On Green 0.04 0.15 0.15 0.05 0.16 0.16 0.04 0.57 0.57 0.04 0.56 0.00 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4857 219 3351 4951 1542 Grp Volume(v), veh/h 79 320 11 125 454 5 85 419 227 57 1297 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1775 1676 1650 1542 Q Serve(g_s), s 2.8 10.5 0.7 4.4 15.2 0.3 3.0 7.6 7.6 2.0 18.7 0.0 Cycle Q Clear(g_c), s 2.8 10.5 0.7 4.4 15.2 0.3 3.0 7.6 7.6 2.0 18.7 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 1.00 Lane Grp Cap(c), veh/h 130 511 229 179 562 251 133 1866 1004 119 2778 865 V/C Ratio(X) 0.61 0.63 0.05 0.70 0.81 0.02 0.64 0.22 0.23 0.48 0.47 0.00 Avail Cap(c_a), veh/h 279 899 402 279 899 402 307 1866 1004 279 2778 865 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.8 48.0 43.8 55.9 48.4 42.2 56.8 13.0 13.0 56.8 15.7 0.0 Incr Delay (d2), s/veh 1.7 1.3 0.1 1.9 2.9 0.0 1.9 0.3 0.5 1.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.3 5.1 0.3 2.1 7.5 0.1 1.4 3.5 3.9 0.9 8.7 0.0 LnGrp Delay(d),s/veh 58.5 49.2 43.9 57.7 51.3 42.2 58.6 13.3 13.5 57.9 16.2 0.0 LnGrp LOS E D D E D D E B B E B Approach Vol, veh/h 410 584 731 1354 Approach Delay, s/veh 50.9 52.6 18.6 18.0 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.8 74.3 9.6 26.3 9.3 74.9 11.4 24.5 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 11.0 44.0 10.0 31.3 10.0 45.0 10.0 31.3 Max Q Clear Time (g_c+I1), s 5.0 20.7 4.8 17.2 4.0 9.6 6.4 12.5 Green Ext Time (p_c), s 0.1 10.2 0.1 2.3 0.0 11.8 0.1 2.5 Intersection Summary HCM 2010 Ctrl Delay 29.1 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 75: Monterey Avenue & Frank Sinatra Drive Baseline Synchro 8 Report Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 29 218 126 108 398 67 85 522 44 41 1230 78 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 33 245 8 121 447 75 96 587 42 46 1382 43 Adj No. of Lanes 2 2 1 2 2 1 2 3 0 2 3 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 93 445 199 173 527 236 146 2906 206 109 2995 933 Arrive On Green 0.03 0.13 0.13 0.05 0.15 0.15 0.04 0.62 0.62 0.03 0.60 0.60 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4720 335 3351 4951 1542 Grp Volume(v), veh/h 33 245 8 121 447 75 96 409 220 46 1382 43 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1755 1676 1650 1542 Q Serve(g_s), s 1.2 8.0 0.5 4.3 15.1 5.2 3.4 6.5 6.6 1.6 18.4 1.4 Cycle Q Clear(g_c), s 1.2 8.0 0.5 4.3 15.1 5.2 3.4 6.5 6.6 1.6 18.4 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.19 1.00 1.00 Lane Grp Cap(c), veh/h 93 445 199 173 527 236 146 2033 1080 109 2995 933 V/C Ratio(X) 0.35 0.55 0.04 0.70 0.85 0.32 0.66 0.20 0.20 0.42 0.46 0.05 Avail Cap(c_a), veh/h 307 948 424 307 976 437 335 2033 1080 335 2995 933 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.3 49.0 45.8 56.0 49.5 45.3 56.5 10.1 10.1 56.9 13.0 9.6 Incr Delay (d2), s/veh 0.8 0.4 0.0 1.9 1.5 0.3 1.9 0.2 0.4 0.9 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 3.8 0.2 2.0 7.3 2.2 1.6 3.0 3.3 0.8 8.5 0.6 LnGrp Delay(d),s/veh 58.1 49.4 45.8 57.9 51.0 45.5 58.4 10.3 10.6 57.9 13.5 9.7 LnGrp LOS E D D E D D E B B E B A Approach Vol, veh/h 286 643 725 1471 Approach Delay, s/veh 50.3 51.6 16.8 14.8 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.2 79.1 7.3 24.4 7.9 80.4 10.2 21.5 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 12.0 43.5 11.0 * 34 12.0 43.5 11.0 33.0 Max Q Clear Time (g_c+I1), s 5.4 20.4 3.2 17.1 3.6 8.6 6.3 10.0 Green Ext Time (p_c), s 0.1 4.1 0.0 1.2 0.0 4.2 0.1 1.2 Intersection Summary HCM 2010 Ctrl Delay 26.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 128: Hwy 74 & El Paseo Baseline Synchro 8 Report Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 25 84 155 45 118 75 180 566 44 59 548 119 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 28 94 43 51 133 5 202 636 40 66 616 104 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 380 533 238 393 533 238 522 1735 109 544 1555 262 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.15 0.53 0.53 0.53 0.53 0.53 0.53 Sat Flow, veh/h 1246 3446 1542 1247 3446 1542 729 3293 207 760 2952 497 Grp Volume(v), veh/h 28 94 43 51 133 5 202 332 344 66 359 361 Grp Sat Flow(s),veh/h/ln 1246 1723 1542 1247 1723 1542 729 1723 1777 760 1723 1726 Q Serve(g_s), s 0.6 0.7 0.8 1.2 1.1 0.1 7.2 3.6 3.6 1.8 3.9 3.9 Cycle Q Clear(g_c), s 1.7 0.7 0.8 1.9 1.1 0.1 11.1 3.6 3.6 5.3 3.9 3.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.12 1.00 0.29 Lane Grp Cap(c), veh/h 380 533 238 393 533 238 522 908 936 544 908 909 V/C Ratio(X) 0.07 0.18 0.18 0.13 0.25 0.02 0.39 0.37 0.37 0.12 0.40 0.40 Avail Cap(c_a), veh/h 941 2086 933 955 2086 933 580 1043 1076 603 1043 1045 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.4 11.5 11.5 12.4 11.7 11.3 7.8 4.4 4.4 5.9 4.4 4.4 Incr Delay (d2), s/veh 0.1 0.2 0.4 0.1 0.2 0.0 0.5 0.2 0.2 0.1 0.3 0.3 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(0%),veh/ln 0.2 0.4 0.3 0.4 0.5 0.0 1.5 1.7 1.8 0.4 1.9 1.9 LnGrp Delay(d),s/veh 12.5 11.7 11.9 12.5 11.9 11.3 8.2 4.6 4.6 6.0 4.7 4.7 LnGrp LOS B B B B B B A A A A A A Approach Vol, veh/h 165 189 878 786 Approach Delay, s/veh 11.9 12.1 5.4 4.8 Approach LOS B B A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 21.5 9.9 21.5 9.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 19.0 19.0 19.0 Max Q Clear Time (g_c+I1), s 13.1 3.7 7.3 3.9 Green Ext Time (p_c), s 3.4 1.2 5.4 1.2 Intersection Summary HCM 2010 Ctrl Delay 6.3 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 169: Monterey Avenue & Country Club Baseline Synchro 8 Report Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 61 310 109 182 630 125 317 492 84 181 1114 126 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 72 365 0 214 741 0 373 579 32 213 1311 42 Adj No. of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Peak Hour Factor 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 206 761 224 295 863 256 863 2410 750 293 1510 470 Arrive On Green 0.06 0.15 0.00 0.09 0.17 0.00 0.26 0.49 0.49 0.09 0.31 0.31 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 4951 1542 3351 4951 1542 Grp Volume(v), veh/h 72 365 0 214 741 0 373 579 32 213 1311 42 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1650 1542 1676 1650 1542 Q Serve(g_s), s 2.5 8.1 0.0 7.5 17.4 0.0 11.2 8.2 1.3 7.4 30.0 2.3 Cycle Q Clear(g_c), s 2.5 8.1 0.0 7.5 17.4 0.0 11.2 8.2 1.3 7.4 30.0 2.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 206 761 224 295 863 256 863 2410 750 293 1510 470 V/C Ratio(X) 0.35 0.48 0.00 0.73 0.86 0.00 0.43 0.24 0.04 0.73 0.87 0.09 Avail Cap(c_a), veh/h 279 1333 402 363 1457 441 863 2410 750 363 1510 470 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 46.4 0.0 53.3 48.1 0.0 37.2 17.9 16.1 53.3 39.4 29.8 Incr Delay (d2), s/veh 0.4 0.2 0.0 3.9 1.2 0.0 0.1 0.2 0.1 3.8 7.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.2 3.7 0.0 3.6 8.1 0.0 5.2 3.8 0.6 3.6 14.7 1.0 LnGrp Delay(d),s/veh 54.4 46.6 0.0 57.2 49.3 0.0 37.3 18.1 16.2 57.1 46.4 30.2 LnGrp LOS D D E D D B B E D C Approach Vol, veh/h 437 955 984 1566 Approach Delay, s/veh 47.9 51.1 25.4 47.5 Approach LOS D D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.5 64.8 15.5 24.1 37.3 43.0 13.1 26.6 Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 7.4 * 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 12.0 38.6 12.0 31.3 15.0 * 36 9.0 * 34 Max Q Clear Time (g_c+I1), s 9.4 10.2 9.5 10.1 13.2 32.0 4.5 19.4 Green Ext Time (p_c), s 0.1 1.0 0.1 0.3 0.1 0.6 0.2 0.5 Intersection Summary HCM 2010 Ctrl Delay 42.9 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 282: Monterey Avenue & I-10 EB Off-ramp Baseline Synchro 8 Report Page 38 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 1 945 0 0 0 0 575 201 153 1018 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 0 1814 1814 1814 1814 0 Adj Flow Rate, veh/h 22 0 909 0 625 0 166 1107 0 Adj No. of Lanes 1 0 2 0 3 1 2 2 0 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0 Cap, veh/h 504 0 899 0 2607 812 219 2154 0 Arrive On Green 0.29 0.00 0.29 0.00 0.17 0.00 0.07 0.63 0.00 Sat Flow, veh/h 1727 0 3083 0 5115 1542 3351 3537 0 Grp Volume(v), veh/h 22 0 909 0 625 0 166 1107 0 Grp Sat Flow(s),veh/h/ln 1727 0 1542 0 1650 1542 1676 1723 0 Q Serve(g_s), s 1.1 0.0 35.0 0.0 13.1 0.0 5.8 21.3 0.0 Cycle Q Clear(g_c), s 1.1 0.0 35.0 0.0 13.1 0.0 5.8 21.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 504 0 899 0 2607 812 219 2154 0 V/C Ratio(X) 0.04 0.00 1.01 0.00 0.24 0.00 0.76 0.51 0.00 Avail Cap(c_a), veh/h 504 0 899 0 2607 812 223 2154 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 30.5 0.0 42.5 0.0 28.9 0.0 55.2 12.4 0.0 Incr Delay (d2), s/veh 0.0 0.0 32.7 0.0 0.2 0.0 13.8 0.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 0.0 18.9 0.0 6.0 0.0 3.1 10.3 0.0 LnGrp Delay(d),s/veh 30.5 0.0 75.2 0.0 29.1 0.0 68.9 13.3 0.0 LnGrp LOS C F C E B Approach Vol, veh/h 931 625 1273 Approach Delay, s/veh 74.1 29.1 20.6 Approach LOS E C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.8 68.2 40.0 80.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 63.0 35.0 75.0 Max Q Clear Time (g_c+I1), s 7.8 15.1 37.0 23.3 Green Ext Time (p_c), s 0.0 7.9 0.0 8.0 Intersection Summary HCM 2010 Ctrl Delay 40.1 HCM 2010 LOS D Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary 1220: Monterey & Fred Waring Drive Baseline Synchro 8 Report Page 41 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 91 233 30 328 607 229 52 409 90 197 632 148 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 94 240 15 338 626 0 54 422 69 203 652 76 Adj No. of Lanes 2 3 0 2 3 1 2 3 0 2 3 1 Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 197 700 43 459 1117 348 720 2146 342 311 1869 582 Arrive On Green 0.06 0.15 0.15 0.14 0.23 0.00 0.21 0.50 0.50 0.09 0.38 0.38 Sat Flow, veh/h 3351 4753 292 3351 4951 1542 3351 4297 685 3351 4951 1540 Grp Volume(v), veh/h 94 165 90 338 626 0 54 322 169 203 652 76 Grp Sat Flow(s),veh/h/ln 1676 1650 1744 1676 1650 1542 1676 1650 1681 1676 1650 1540 Q Serve(g_s), s 3.3 5.4 5.5 11.6 13.4 0.0 1.5 6.5 6.7 7.0 11.3 3.9 Cycle Q Clear(g_c), s 3.3 5.4 5.5 11.6 13.4 0.0 1.5 6.5 6.7 7.0 11.3 3.9 Prop In Lane 1.00 0.17 1.00 1.00 1.00 0.41 1.00 1.00 Lane Grp Cap(c), veh/h 197 486 257 459 1117 348 720 1649 840 311 1869 582 V/C Ratio(X) 0.48 0.34 0.35 0.74 0.56 0.00 0.08 0.20 0.20 0.65 0.35 0.13 Avail Cap(c_a), veh/h 316 889 469 483 1580 492 720 1649 840 427 1869 582 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) 0.70 0.70 0.70 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.7 45.9 46.0 49.7 41.2 0.0 37.6 16.7 16.7 52.6 26.8 24.5 Incr Delay (d2), s/veh 0.5 0.1 0.2 4.7 0.2 0.0 0.0 0.3 0.5 0.9 0.5 0.5 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(0%),veh/ln 1.5 2.5 2.7 5.7 6.2 0.0 0.7 3.0 3.2 3.3 5.2 1.7 LnGrp Delay(d),s/veh 55.1 46.0 46.2 54.4 41.4 0.0 37.6 16.9 17.3 53.4 27.3 24.9 LnGrp LOS E D D D D D B B D C C Approach Vol, veh/h 349 964 545 931 Approach Delay, s/veh 48.5 45.9 19.1 32.8 Approach LOS D D B C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 10.8 30.8 29.5 49.0 20.2 21.4 14.8 63.6 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 9.3 36.3 8.3 43.3 15.3 30.3 13.3 38.3 Max Q Clear Time (g_c+I1), s 5.3 15.4 3.5 13.3 13.6 7.5 9.0 8.7 Green Ext Time (p_c), s 0.0 4.5 1.3 4.3 0.8 1.4 0.1 3.2 Intersection Summary HCM 2010 Ctrl Delay 36.6 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 36: Monterey Avenue & Dinah Shore Drive Existing PM Synchro 8 Report Fehr & Peers Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 557 281 239 52 353 265 398 1035 20 250 805 370 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 580 293 67 54 368 0 415 1078 20 260 839 0 Adj No. of Lanes 2 2 1 1 2 1 2 3 0 2 3 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 644 935 418 69 411 184 487 2061 38 322 1795 559 Arrive On Green 0.19 0.27 0.27 0.04 0.12 0.00 0.15 0.41 0.41 0.03 0.12 0.00 Sat Flow, veh/h 3351 3446 1542 1727 3446 1542 3351 5005 93 3351 4951 1542 Grp Volume(v), veh/h 580 293 67 54 368 0 415 711 387 260 839 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1727 1723 1542 1676 1650 1797 1676 1650 1542 Q Serve(g_s), s 20.3 8.1 4.0 3.7 12.6 0.0 14.5 19.4 19.4 9.3 19.0 0.0 Cycle Q Clear(g_c), s 20.3 8.1 4.0 3.7 12.6 0.0 14.5 19.4 19.4 9.3 19.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 644 935 418 69 411 184 487 1359 740 322 1795 559 V/C Ratio(X) 0.90 0.31 0.16 0.78 0.90 0.00 0.85 0.52 0.52 0.81 0.47 0.00 Avail Cap(c_a), veh/h 866 1014 454 144 411 184 642 1359 740 586 1795 559 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 47.4 34.8 33.3 57.1 52.1 0.0 50.0 26.5 26.5 57.0 42.0 0.0 Incr Delay (d2), s/veh 8.4 0.1 0.1 7.1 21.1 0.0 7.7 1.4 2.6 1.6 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 10.2 3.9 1.7 1.9 7.2 0.0 7.2 9.1 10.1 4.4 8.8 0.0 LnGrp Delay(d),s/veh 55.8 34.9 33.4 64.2 73.2 0.0 57.8 27.9 29.1 58.6 42.8 0.0 LnGrp LOS E C C E E E C C E D Approach Vol, veh/h 940 422 1513 1099 Approach Delay, s/veh 47.7 72.0 36.4 46.5 Approach LOS D E D D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 9.8 38.3 22.4 49.5 28.1 20.0 16.5 55.4 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 10.0 35.3 23.0 30.0 31.0 14.3 21.0 32.0 Max Q Clear Time (g_c+I1), s 5.7 10.1 16.5 21.0 22.3 14.6 11.3 21.4 Green Ext Time (p_c), s 0.0 0.4 0.9 2.9 0.8 0.0 0.3 3.1 Intersection Summary HCM 2010 Ctrl Delay 45.6 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 58: Monterey Avenue & Gerald Ford Existing PM Synchro 8 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 171 306 91 100 301 96 129 1214 61 53 949 122 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 180 322 13 105 317 12 136 1278 61 56 999 0 Adj No. of Lanes 2 2 1 2 2 1 2 3 0 2 3 1 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 238 505 226 158 422 189 190 2779 133 118 2735 851 Arrive On Green 0.07 0.15 0.15 0.05 0.12 0.12 0.06 0.57 0.57 0.04 0.55 0.00 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4843 231 3351 4951 1542 Grp Volume(v), veh/h 180 322 13 105 317 12 136 871 468 56 999 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1773 1676 1650 1542 Q Serve(g_s), s 6.3 10.6 0.9 3.7 10.7 0.8 4.8 18.3 18.3 2.0 13.6 0.0 Cycle Q Clear(g_c), s 6.3 10.6 0.9 3.7 10.7 0.8 4.8 18.3 18.3 2.0 13.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 238 505 226 158 422 189 190 1894 1017 118 2735 851 V/C Ratio(X) 0.76 0.64 0.06 0.67 0.75 0.06 0.72 0.46 0.46 0.47 0.37 0.00 Avail Cap(c_a), veh/h 391 899 402 363 870 389 279 1894 1017 279 2735 851 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.7 48.2 44.1 56.2 50.9 46.6 55.6 14.8 14.8 56.8 15.1 0.0 Incr Delay (d2), s/veh 1.8 1.3 0.1 1.8 2.7 0.1 1.9 0.8 1.5 1.1 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.0 5.1 0.4 1.8 5.2 0.4 2.3 8.6 9.4 0.9 6.3 0.0 LnGrp Delay(d),s/veh 56.6 49.6 44.2 58.0 53.6 46.7 57.5 15.6 16.3 57.9 15.4 0.0 LnGrp LOS E D D E D D E B B E B Approach Vol, veh/h 515 434 1475 1055 Approach Delay, s/veh 51.9 54.5 19.7 17.7 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 11.8 73.3 13.5 21.4 9.2 75.9 10.6 24.3 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 10.0 42.0 14.0 30.3 10.0 42.0 13.0 31.3 Max Q Clear Time (g_c+I1), s 6.8 15.6 8.3 12.7 4.0 20.3 5.7 12.6 Green Ext Time (p_c), s 0.1 13.3 0.2 2.0 0.0 11.9 0.1 2.0 Intersection Summary HCM 2010 Ctrl Delay 28.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 75: Monterey Avenue & Frank Sinatra Drive Existing PM Synchro 8 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 108 327 75 54 192 52 65 1314 76 74 1043 30 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 115 348 9 57 204 55 69 1398 77 79 1110 18 Adj No. of Lanes 2 2 1 2 2 1 2 3 0 2 3 1 Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 167 423 189 119 374 167 126 3037 167 130 3136 976 Arrive On Green 0.05 0.12 0.12 0.04 0.11 0.11 0.04 0.63 0.63 0.04 0.63 0.63 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4803 265 3351 4951 1542 Grp Volume(v), veh/h 115 348 9 57 204 55 69 961 514 79 1110 18 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1767 1676 1650 1542 Q Serve(g_s), s 4.1 11.8 0.6 2.0 6.7 4.0 2.4 18.1 18.1 2.8 12.7 0.5 Cycle Q Clear(g_c), s 4.1 11.8 0.6 2.0 6.7 4.0 2.4 18.1 18.1 2.8 12.7 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 167 423 189 119 374 167 126 2087 1117 130 3136 976 V/C Ratio(X) 0.69 0.82 0.05 0.48 0.55 0.33 0.55 0.46 0.46 0.61 0.35 0.02 Avail Cap(c_a), veh/h 307 833 373 307 862 385 307 2087 1117 307 3136 976 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 51.3 46.4 56.8 50.7 49.5 56.8 11.4 11.4 56.8 10.4 8.2 Incr Delay (d2), s/veh 1.9 1.5 0.0 1.1 0.5 0.4 1.4 0.7 1.4 1.7 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.9 5.7 0.3 0.9 3.2 1.7 1.2 8.4 9.1 1.3 5.8 0.2 LnGrp Delay(d),s/veh 58.0 52.9 46.5 57.9 51.2 49.9 58.1 12.2 12.8 58.5 10.7 8.2 LnGrp LOS E D D E D D E B B E B A Approach Vol, veh/h 472 316 1544 1207 Approach Delay, s/veh 54.0 52.1 14.4 13.8 Approach LOS D D B B Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 8.5 82.5 10.0 19.0 8.6 82.4 8.3 20.7 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 11.0 48.5 11.0 * 30 11.0 48.5 11.0 29.0 Max Q Clear Time (g_c+I1), s 4.4 14.7 6.1 8.7 4.8 20.1 4.0 13.8 Green Ext Time (p_c), s 0.0 5.6 0.1 1.0 0.0 5.5 0.0 0.9 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 128: Hwy 74 & El Paseo Existing PM Synchro 8 Report Fehr & Peers Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 56 195 336 79 266 207 175 645 56 158 510 104 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 57 199 89 81 271 -26 179 658 46 161 520 99 Adj No. of Lanes 1 2 1 1 2 1 1 2 0 1 2 0 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 151 528 236 170 528 236 672 2495 174 581 2208 419 Arrive On Green 0.15 0.15 0.15 0.15 0.15 0.00 0.76 0.76 0.76 1.00 1.00 1.00 Sat Flow, veh/h 1130 3446 1542 1087 3446 1542 801 3268 228 740 2892 548 Grp Volume(v), veh/h 57 199 89 81 271 -26 179 347 357 161 309 310 Grp Sat Flow(s),veh/h/ln 1130 1723 1542 1087 1723 1542 801 1723 1773 740 1723 1717 Q Serve(g_s), s 5.9 6.2 6.2 8.7 8.7 0.0 8.2 7.1 7.2 2.9 0.0 0.0 Cycle Q Clear(g_c), s 14.5 6.2 6.2 14.9 8.7 0.0 8.2 7.1 7.2 10.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.32 Lane Grp Cap(c), veh/h 151 528 236 170 528 236 672 1315 1354 581 1315 1311 V/C Ratio(X) 0.38 0.38 0.38 0.48 0.51 -0.11 0.27 0.26 0.26 0.28 0.23 0.24 Avail Cap(c_a), veh/h 280 919 411 293 919 411 672 1315 1354 581 1315 1311 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.77 0.77 0.77 Uniform Delay (d), s/veh 53.4 45.7 45.7 52.4 46.7 0.0 4.3 4.2 4.2 0.4 0.0 0.0 Incr Delay (d2), s/veh 0.6 0.2 0.4 0.8 0.3 0.0 1.0 0.5 0.5 0.9 0.3 0.3 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(-26165%),veh/ln 1.9 3.0 2.7 2.6 4.2 0.0 2.0 3.5 3.7 0.7 0.1 0.1 LnGrp Delay(d),s/veh 53.9 45.8 46.0 53.1 47.0 0.0 5.3 4.7 4.7 1.3 0.3 0.3 LnGrp LOS D D D D D A A A A A A Approach Vol, veh/h 345 326 883 780 Approach Delay, s/veh 47.2 52.3 4.8 0.5 Approach LOS D D A A Timer 1 2 3 4 5 6 7 8 Assigned Phs 2 4 6 8 Phs Duration (G+Y+Rc), s 96.6 23.4 96.6 23.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 78.0 32.0 78.0 32.0 Max Q Clear Time (g_c+I1), s 10.2 16.5 12.0 16.9 Green Ext Time (p_c), s 4.1 1.5 4.1 1.5 Intersection Summary HCM 2010 Ctrl Delay 16.3 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 169: Monterey Avenue & Country Club Existing PM Synchro 8 Report Fehr & Peers Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 184 696 281 212 376 171 201 1182 190 214 935 86 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 192 725 0 221 392 0 209 1231 163 223 974 53 Adj No. of Lanes 2 3 1 2 3 1 2 3 1 2 3 1 Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 511 851 252 303 516 148 877 2291 713 304 1386 432 Arrive On Green 0.15 0.17 0.00 0.09 0.10 0.00 0.26 0.46 0.46 0.09 0.28 0.28 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 4951 1542 3351 4951 1542 Grp Volume(v), veh/h 192 725 0 221 392 0 209 1231 163 223 974 53 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1650 1542 1676 1650 1542 Q Serve(g_s), s 6.2 17.0 0.0 7.7 9.2 0.0 5.9 21.3 7.6 7.8 21.2 3.1 Cycle Q Clear(g_c), s 6.2 17.0 0.0 7.7 9.2 0.0 5.9 21.3 7.6 7.8 21.2 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 511 851 252 303 516 148 877 2291 713 304 1386 432 V/C Ratio(X) 0.38 0.85 0.00 0.73 0.76 0.00 0.24 0.54 0.23 0.73 0.70 0.12 Avail Cap(c_a), veh/h 511 1333 402 447 1457 441 877 2291 713 391 1386 432 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 48.2 0.0 53.1 52.3 0.0 34.9 23.0 19.4 53.1 38.7 32.2 Incr Delay (d2), s/veh 0.2 1.9 0.0 1.3 0.9 0.0 0.1 0.9 0.7 3.3 3.0 0.6 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(-26165%),veh/ln 2.9 7.9 0.0 3.6 4.3 0.0 2.7 9.9 3.4 3.7 10.0 1.4 LnGrp Delay(d),s/veh 45.9 50.1 0.0 54.4 53.2 0.0 34.9 24.0 20.1 56.5 41.7 32.8 LnGrp LOS D D D D C C C E D C Approach Vol, veh/h 917 613 1603 1250 Approach Delay, s/veh 49.2 53.6 25.0 44.0 Approach LOS D D C D Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 15.9 61.9 15.9 26.3 37.8 40.0 24.0 18.2 Change Period (Y+Rc), s 6.0 7.4 6.0 6.7 7.4 * 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 13.0 34.6 15.0 31.3 15.0 * 33 12.0 * 34 Max Q Clear Time (g_c+I1), s 9.8 23.3 9.7 19.0 7.9 23.2 8.2 11.2 Green Ext Time (p_c), s 0.1 1.2 0.2 0.6 1.1 0.6 0.5 0.3 Intersection Summary HCM 2010 Ctrl Delay 39.5 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 282: Monterey Avenue & I-10 EB Off-ramp Existing PM Synchro 8 Report Fehr & Peers Page 39 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 33 0 621 0 0 0 0 1435 414 139 812 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 0 1814 1814 1814 1814 0 Adj Flow Rate, veh/h 23 0 349 0 1511 0 146 855 0 Adj No. of Lanes 1 0 2 0 3 1 2 2 0 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 0 2 2 2 2 0 Cap, veh/h 231 0 412 0 3421 1065 197 2698 0 Arrive On Green 0.13 0.00 0.13 0.00 0.46 0.00 0.12 1.00 0.00 Sat Flow, veh/h 1727 0 3083 0 5115 1542 3351 3537 0 Grp Volume(v), veh/h 23 0 349 0 1511 0 146 855 0 Grp Sat Flow(s),veh/h/ln 1727 0 1542 0 1650 1542 1676 1723 0 Q Serve(g_s), s 1.4 0.0 13.3 0.0 24.7 0.0 5.1 0.0 0.0 Cycle Q Clear(g_c), s 1.4 0.0 13.3 0.0 24.7 0.0 5.1 0.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 231 0 412 0 3421 1065 197 2698 0 V/C Ratio(X) 0.10 0.00 0.85 0.00 0.44 0.00 0.74 0.32 0.00 Avail Cap(c_a), veh/h 504 0 899 0 3421 1065 223 2698 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.67 0.67 2.00 2.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.76 0.00 0.99 0.99 0.00 Uniform Delay (d), s/veh 45.6 0.0 50.8 0.0 16.6 0.0 52.1 0.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.9 0.0 0.3 0.0 10.8 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.7 0.0 5.8 0.0 11.4 0.0 2.6 0.1 0.0 LnGrp Delay(d),s/veh 45.7 0.0 52.7 0.0 16.9 0.0 62.9 0.3 0.0 LnGrp LOS D D B E A Approach Vol, veh/h 372 1511 1001 Approach Delay, s/veh 52.2 16.9 9.4 Approach LOS D B A Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.1 87.9 21.0 99.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 8.0 63.0 35.0 75.0 Max Q Clear Time (g_c+I1), s 7.1 26.7 15.3 2.0 Green Ext Time (p_c), s 0.1 12.4 0.8 13.7 Intersection Summary HCM 2010 Ctrl Delay 18.9 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary Palm Desert 1220: Monterey & Fred Waring Drive Existing PM Synchro 8 Report Fehr & Peers Page 42 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 324 810 76 322 601 241 73 808 280 254 768 220 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 341 853 -32 339 633 0 77 851 246 267 808 164 Adj No. of Lanes 2 3 0 2 3 1 2 3 0 2 3 1 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, % 2 2 2 2 2 2 2 2 2 2 2 2 Cap, veh/h 335 1125 0 561 1459 454 309 1349 387 475 2000 870 Arrive On Green 0.10 0.23 0.00 0.17 0.29 0.00 0.09 0.35 0.35 0.14 0.40 0.40 Sat Flow, veh/h 3351 5115 0 3351 4951 1542 3351 3804 1093 3351 4951 1515 Grp Volume(v), veh/h 341 821 0 339 633 0 77 738 359 267 808 164 Grp Sat Flow(s),veh/h/ln 1676 1650 0 1676 1650 1542 1676 1650 1595 1676 1650 1515 Q Serve(g_s), s 11.0 16.9 0.0 10.3 11.4 0.0 2.3 20.4 20.6 8.2 12.8 1.4 Cycle Q Clear(g_c), s 11.0 16.9 0.0 10.3 11.4 0.0 2.3 20.4 20.6 8.2 12.8 1.4 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.68 1.00 1.00 Lane Grp Cap(c), veh/h 335 1125 0 561 1459 454 309 1170 566 475 2000 870 V/C Ratio(X) 1.02 0.73 0.00 0.60 0.43 0.00 0.25 0.63 0.64 0.56 0.40 0.19 Avail Cap(c_a), veh/h 335 1125 0 701 1665 519 335 1170 566 475 2000 870 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) 0.53 0.53 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 39.4 0.0 42.4 31.4 0.0 46.4 29.5 29.6 44.0 23.3 4.1 Incr Delay (d2), s/veh 40.3 1.1 0.0 0.4 0.1 0.0 0.2 2.6 5.4 0.9 0.6 0.5 Initial Q Delay(d3),s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 6.9 7.8 0.0 4.8 5.2 0.0 1.1 9.7 9.9 3.8 5.9 1.4 LnGrp Delay(d),s/veh 89.9 40.5 0.0 42.8 31.4 0.0 46.5 32.1 34.9 45.0 24.0 4.6 LnGrp LOS F D D C D C C D C A Approach Vol, veh/h 1162 972 1174 1239 Approach Delay, s/veh 55.0 35.4 33.9 25.9 Approach LOS D D C C Timer 1 2 3 4 5 6 7 8 Assigned Phs 1 2 3 4 5 6 7 8 Phs Duration (G+Y+Rc), s 14.0 35.4 13.1 47.4 21.4 28.0 18.6 42.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 35.0 9.0 37.0 21.0 23.0 9.0 37.0 Max Q Clear Time (g_c+I1), s 13.0 13.4 4.3 14.8 12.3 18.9 10.2 22.6 Green Ext Time (p_c), s 0.0 6.8 0.1 8.4 4.1 2.3 0.0 7.8 Intersection Summary HCM 2010 Ctrl Delay 37.4 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. Project Palm Desert General Plan Freeway I-10 Segment EB I-10 Monterey Ave to Cook St Alternative Exisiting Conditions Time period 2014 AM Volume, V 3,568 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 939 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 4,366 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,455 pcphpl Average passenger-car speed, S 69.2 mph Volume-to-capacity ratio, v/c 0.61 Density, D 21.0 pcpmpl Level of service, LOS C HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment EB I-10 Cook St to Washington St Alternative Exisiting Conditions Time period 2014 AM Volume, V 2,060 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 542 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 2,521 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 840 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.35 Density, D 12.0 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment WB I-10 Washington St to Cook St Alternative Exisiting Conditions Time period 2014 AM Volume, V 2,296 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 604 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 2,810 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 937 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.39 Density, D 13.4 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment WB I-10 Cook St to Monterey Ave Alternative Exisiting Conditions Time period 2014 AM Volume, V 4,554 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,198 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 5,573 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,858 pcphpl Average passenger-car speed, S 65.0 mph Volume-to-capacity ratio, v/c 0.77 Density, D 28.6 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment EB I-10 Cook St to Washington St Alternative Exisiting Conditions Time period 2014 PM Volume, V 2,393 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 630 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 2,928 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 976 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.41 Density, D 13.9 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment EB I-10 Monterey Ave to Cook St Alternative Exisiting Conditions Time period 2014 PM Volume, V 2,750 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 724 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 3,365 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,122 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.47 Density, D 16.0 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment WB I-10 Washington St to Cook St Alternative Exisiting Conditions Time period 2014 PM Volume, V 2,305 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 607 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 2,821 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 940 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.39 Density, D 13.4 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 Project Palm Desert General Plan Freeway I-10 Segment WB I-10 Cook St to Monterey Ave Alternative Exisiting Conditions Time period 2014 PM Volume, V 5,306 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,396 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 6,493 pcph Number of lanes, N 3 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 2,164 pcphpl Average passenger-car speed, S 59.2 mph Volume-to-capacity ratio, v/c 0.90 Density, D 36.6 pcpmpl Level of service, LOS E HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 6/15/2016 HCM 2010 Signalized Intersection Summary Palm Desert 3: Cook & Hovley Ln East Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 170 90 340 500 170 120 600 190 120 840 190 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 105 179 16 358 526 62 126 632 76 126 884 84 Adj No. of Lanes 120221230230 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 157 606 54 416 767 343 268 1854 221 268 1902 180 Arrive On Green 0.09 0.18 0.17 0.12 0.22 0.22 0.08 0.40 0.40 0.08 0.40 0.40 Sat Flow, veh/h 1774 3290 291 3442 3539 1583 3442 4608 548 3442 4726 448 Grp Volume(v), veh/h 105 95 100 358 526 62 126 463 245 126 633 335 Grp Sat Flow(s),veh/h/ln 1774 1770 1811 1721 1770 1583 1721 1695 1766 1721 1695 1784 Q Serve(g_s), s 4.3 3.5 3.5 7.6 10.2 2.4 2.6 7.1 7.2 2.6 10.2 10.3 Cycle Q Clear(g_c), s 4.3 3.5 3.5 7.6 10.2 2.4 2.6 7.1 7.2 2.6 10.2 10.3 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.31 1.00 0.25 Lane Grp Cap(c), veh/h 157 326 334 416 767 343 268 1364 711 268 1364 718 V/C Ratio(X) 0.67 0.29 0.30 0.86 0.69 0.18 0.47 0.34 0.34 0.47 0.46 0.47 Avail Cap(c_a), veh/h 190 665 680 416 1377 616 554 1364 711 554 1364 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.9 26.2 26.3 32.2 26.9 23.8 32.9 15.4 15.4 32.9 16.4 16.4 Incr Delay (d2), s/veh 6.6 0.5 0.5 16.6 1.1 0.2 1.3 0.7 1.3 1.3 1.1 2.2 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(0%),veh/ln 2.4 1.7 1.8 4.6 5.1 1.1 1.3 3.4 3.7 1.3 5.0 5.5 LnGrp Delay(d),s/veh 39.6 26.7 26.8 48.8 28.0 24.1 34.2 16.1 16.8 34.2 17.5 18.6 LnGrp LOS DCCDCCCBBCBB Approach Vol, veh/h 300 946 834 1094 Approach Delay, s/veh 31.3 35.6 19.0 19.7 Approach LOS C D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 34.0 10.6 20.2 9.8 34.0 13.0 17.7 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 11.0 28.3 7.0 28.0 11.0 28.3 8.0 27.0 Max Q Clear Time (g_c+I1), s 4.6 12.3 6.3 12.2 4.6 9.2 9.6 5.5 Green Ext Time (p_c), s 0.2 6.7 0.0 3.0 0.2 7.2 0.0 3.2 Intersection Summary HCM 2010 Ctrl Delay 25.4 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 7: Portola & Hovley Ln East Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 390 330 660 290 250 690 Number 3 18 2 12 1 6 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 411 7 695 97 263 726 Adj No. of Lanes 212112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 514 236 1814 812 304 2617 Arrive On Green 0.15 0.15 0.51 0.51 0.17 0.74 Sat Flow, veh/h 3442 1583 3632 1583 1774 3632 Grp Volume(v), veh/h 411 7 695 97 263 726 Grp Sat Flow(s),veh/h/ln 1721 1583 1770 1583 1774 1770 Q Serve(g_s), s 10.4 0.3 10.7 2.9 13.0 6.0 Cycle Q Clear(g_c), s 10.4 0.3 10.7 2.9 13.0 6.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 514 236 1814 812 304 2617 V/C Ratio(X) 0.80 0.03 0.38 0.12 0.87 0.28 Avail Cap(c_a), veh/h 880 405 1814 812 473 2617 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.0 32.7 13.3 11.4 36.3 3.8 Incr Delay (d2), s/veh 1.1 0.0 0.6 0.3 6.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 5.0 0.2 5.4 1.3 6.9 3.0 LnGrp Delay(d),s/veh 38.1 32.7 13.9 11.7 42.6 4.1 LnGrp LOS D C B B D A Approach Vol, veh/h 418 792 989 Approach Delay, s/veh 38.0 13.6 14.3 Approach LOS D B B Timer 12345678 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 20.4 51.1 71.6 18.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 28.0 57.0 23.0 Max Q Clear Time (g_c+I1), s 15.0 12.7 8.0 12.4 Green Ext Time (p_c), s 0.5 2.6 2.8 1.1 Intersection Summary HCM 2010 Ctrl Delay 18.6 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 10: Cook & Country Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 450 120 130 870 90 240 540 130 110 960 160 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 63 474 47 137 916 43 253 568 57 116 1011 65 Adj No. of Lanes 230230230231 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 241 1911 187 277 2073 97 316 1188 118 273 1221 380 Arrive On Green 0.07 0.41 0.41 0.08 0.42 0.42 0.09 0.25 0.25 0.08 0.24 0.24 Sat Flow, veh/h 3442 4711 461 3442 4978 233 3442 4703 467 3442 5085 1583 Grp Volume(v), veh/h 63 339 182 137 623 336 253 408 217 116 1011 65 Grp Sat Flow(s),veh/h/ln 1721 1695 1781 1721 1695 1822 1721 1695 1780 1721 1695 1583 Q Serve(g_s), s 1.9 7.3 7.4 4.2 14.5 14.5 7.9 11.2 11.4 3.5 20.7 3.6 Cycle Q Clear(g_c), s 1.9 7.3 7.4 4.2 14.5 14.5 7.9 11.2 11.4 3.5 20.7 3.6 Prop In Lane 1.00 0.26 1.00 0.13 1.00 0.26 1.00 1.00 Lane Grp Cap(c), veh/h 241 1375 723 277 1412 758 316 856 450 273 1221 380 V/C Ratio(X) 0.26 0.25 0.25 0.49 0.44 0.44 0.80 0.48 0.48 0.42 0.83 0.17 Avail Cap(c_a), veh/h 282 1375 723 282 1412 758 407 1171 615 282 1572 489 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 1.00 1.00 1.00 0.89 0.89 0.89 0.40 0.40 0.40 Uniform Delay (d), s/veh 48.5 21.6 21.6 48.4 23.0 23.0 49.0 34.9 35.0 48.2 39.6 33.1 Incr Delay (d2), s/veh 0.2 0.4 0.8 0.5 1.0 1.9 5.8 0.1 0.3 0.2 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.9 3.5 3.8 2.0 6.9 7.7 4.0 5.3 5.6 1.7 9.8 1.6 LnGrp Delay(d),s/veh 48.7 22.0 22.5 48.9 24.0 24.8 54.8 35.1 35.3 48.4 40.6 33.2 LnGrp LOS DCCDCCDDDDDC Approach Vol, veh/h 584 1096 878 1192 Approach Delay, s/veh 25.0 27.4 40.8 41.0 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 49.6 15.1 31.4 12.7 50.8 13.7 32.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 34.0 13.0 34.0 9.0 34.0 9.0 38.0 Max Q Clear Time (g_c+I1), s 6.2 9.4 9.9 22.7 3.9 16.5 5.5 13.4 Green Ext Time (p_c), s 0.1 3.5 0.2 3.7 0.0 3.3 0.1 4.5 Intersection Summary HCM 2010 Ctrl Delay 34.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 15: Washington & Country Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 550 450 80 70 620 250 280 1020 40 230 1080 770 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 579 474 55 74 653 43 295 1074 40 242 1137 0 Adj No. of Lanes 230121230231 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 688 1709 195 108 806 360 479 1683 63 323 1441 449 Arrive On Green 0.20 0.37 0.36 0.06 0.23 0.23 0.14 0.33 0.33 0.09 0.28 0.00 Sat Flow, veh/h 3442 4630 529 1774 3539 1583 3442 5033 187 3442 5085 1583 Grp Volume(v), veh/h 579 345 184 74 653 43 295 723 391 242 1137 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1769 1774 1770 1583 1721 1695 1830 1721 1695 1583 Q Serve(g_s), s 19.4 8.6 8.8 4.9 21.0 2.0 9.7 21.7 21.7 8.2 24.8 0.0 Cycle Q Clear(g_c), s 19.4 8.6 8.8 4.9 21.0 2.0 9.7 21.7 21.7 8.2 24.8 0.0 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 688 1251 653 108 806 360 479 1134 612 323 1441 449 V/C Ratio(X) 0.84 0.28 0.28 0.68 0.81 0.12 0.62 0.64 0.64 0.75 0.79 0.00 Avail Cap(c_a), veh/h 717 1271 664 148 885 396 479 1134 612 344 1441 449 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 46.2 26.6 26.8 55.2 43.9 21.7 48.6 33.8 33.8 53.0 39.7 0.0 Incr Delay (d2), s/veh 8.1 0.0 0.1 2.8 4.7 0.1 1.8 2.8 5.0 7.1 4.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 10.0 4.0 4.3 2.5 10.8 0.9 4.7 10.6 11.8 4.2 12.2 0.0 LnGrp Delay(d),s/veh 54.2 26.6 26.9 58.0 48.6 21.7 50.4 36.5 38.9 60.1 44.2 0.0 LnGrp LOS D C C E DCDDDED Approach Vol, veh/h 1108 770 1409 1379 Approach Delay, s/veh 41.1 48.0 40.1 47.0 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.3 44.8 11.3 48.6 21.4 38.7 28.3 31.6 Change Period (Y+Rc), s 5.0 5.7 5.0 5.3 5.7 * 5.7 5.3 * 5.3 Max Green Setting (Gmax), s 11.0 35.0 9.0 44.0 13.0 * 33 24.0 * 29 Max Q Clear Time (g_c+I1), s 10.2 23.7 6.9 10.8 11.7 26.8 21.4 23.0 Green Ext Time (p_c), s 0.0 8.5 0.0 7.9 0.2 3.5 1.6 3.4 Intersection Summary HCM 2010 Ctrl Delay 43.7 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 21: Portola & Country Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 50 410 150 260 880 70 220 470 230 70 530 70 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 53 432 54 274 926 34 232 495 213 74 558 66 Adj No. of Lanes 130130120120 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 116 1431 176 290 2064 76 242 651 279 130 658 78 Arrive On Green 0.07 0.31 0.31 0.16 0.41 0.41 0.14 0.27 0.27 0.07 0.21 0.21 Sat Flow, veh/h 1774 4590 564 1774 5036 185 1774 2416 1034 1774 3190 376 Grp Volume(v), veh/h 53 317 169 274 623 337 232 362 346 74 309 315 Grp Sat Flow(s),veh/h/ln 1774 1695 1763 1774 1695 1830 1774 1770 1680 1774 1770 1796 Q Serve(g_s), s 3.2 7.8 8.0 16.8 14.6 14.7 14.3 20.7 20.8 4.4 18.5 18.6 Cycle Q Clear(g_c), s 3.2 7.8 8.0 16.8 14.6 14.7 14.3 20.7 20.8 4.4 18.5 18.6 Prop In Lane 1.00 0.32 1.00 0.10 1.00 0.62 1.00 0.21 Lane Grp Cap(c), veh/h 116 1057 550 290 1390 750 242 477 453 130 365 371 V/C Ratio(X) 0.46 0.30 0.31 0.94 0.45 0.45 0.96 0.76 0.76 0.57 0.85 0.85 Avail Cap(c_a), veh/h 145 1057 550 290 1390 750 242 547 519 161 467 474 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.5 28.7 28.8 45.5 23.5 23.5 47.2 36.9 37.0 49.3 42.0 42.0 Incr Delay (d2), s/veh 1.0 0.7 1.4 37.6 1.0 1.9 46.0 4.3 4.8 1.5 9.1 9.3 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(0%),veh/ln 1.6 3.8 4.1 11.3 7.0 7.8 10.1 10.6 10.2 2.2 9.9 10.1 LnGrp Delay(d),s/veh 50.5 29.5 30.2 83.1 24.5 25.4 93.2 41.2 41.8 50.7 51.1 51.3 LnGrp LOS D C C F C C F DDDDD Approach Vol, veh/h 539 1234 940 698 Approach Delay, s/veh 31.8 37.8 54.3 51.1 Approach LOS CDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.2 50.1 20.0 27.7 23.0 39.3 13.1 34.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 37.0 15.0 29.0 18.0 28.0 10.0 34.0 Max Q Clear Time (g_c+I1), s 5.2 16.7 16.3 20.6 18.8 10.0 6.4 22.8 Green Ext Time (p_c), s 0.0 3.5 0.0 2.1 0.0 3.4 0.0 2.4 Intersection Summary HCM 2010 Ctrl Delay 44.1 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 24: El Dorado & Country Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 580 40 50 910 40 80 120 70 70 130 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 11 611 25 53 958 25 84 126 20 74 137 1 Adj No. of Lanes 131131121121 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 25 2449 763 87 2626 818 111 278 124 105 265 118 Arrive On Green 0.01 0.48 0.48 0.05 0.52 0.52 0.06 0.08 0.08 0.06 0.07 0.07 Sat Flow, veh/h 1774 5085 1583 1774 5085 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 11 611 25 53 958 25 84 126 20 74 137 1 Grp Sat Flow(s),veh/h/ln 1774 1695 1583 1774 1695 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 0.4 4.3 0.5 1.8 6.8 0.5 2.8 2.0 0.7 2.5 2.2 0.0 Cycle Q Clear(g_c), s 0.4 4.3 0.5 1.8 6.8 0.5 2.8 2.0 0.7 2.5 2.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 25 2449 763 87 2626 818 111 278 124 105 265 118 V/C Ratio(X) 0.44 0.25 0.03 0.61 0.36 0.03 0.76 0.45 0.16 0.71 0.52 0.01 Avail Cap(c_a), veh/h 147 2449 763 206 2626 818 295 1704 763 295 1704 763 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.5 9.2 8.2 28.1 8.7 7.2 27.8 26.5 25.9 27.8 26.8 25.8 Incr Delay (d2), s/veh 4.6 0.2 0.1 2.6 0.4 0.1 3.9 0.4 0.2 3.3 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.2 2.0 0.2 0.9 3.2 0.2 1.5 1.0 0.3 1.3 1.1 0.0 LnGrp Delay(d),s/veh 34.0 9.4 8.3 30.7 9.1 7.2 31.6 26.9 26.1 31.1 27.4 25.8 LnGrp LOS C A A C A A CCCCCC Approach Vol, veh/h 647 1036 230 212 Approach Delay, s/veh 9.8 10.1 28.6 28.7 Approach LOS A B C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 34.0 8.8 9.5 5.8 36.1 8.5 9.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 7.0 29.0 10.0 29.0 5.0 31.0 10.0 29.0 Max Q Clear Time (g_c+I1), s 3.8 6.3 4.8 4.2 2.4 8.8 4.5 4.0 Green Ext Time (p_c), s 0.0 1.9 0.0 0.3 0.0 1.9 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 13.9 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 31: Oasis Club/Tamarisk Row & Country Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 600 40 30 940 330 50 170 100 250 140 30 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 21 632 38 32 989 281 53 179 14 263 147 9 Adj No. of Lanes 130131120120 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 403 1566 94 417 1665 505 378 973 75 358 990 60 Arrive On Green 0.23 0.32 0.31 0.24 0.33 0.32 0.29 0.29 0.29 0.29 0.29 0.28 Sat Flow, veh/h 1774 4908 293 1774 5085 1583 1226 3329 258 1185 3390 206 Grp Volume(v), veh/h 21 435 235 32 989 281 53 94 99 263 76 80 Grp Sat Flow(s),veh/h/ln 1774 1695 1811 1774 1695 1583 1226 1770 1817 1185 1770 1826 Q Serve(g_s), s 1.1 12.0 12.2 1.7 19.5 17.6 4.0 4.8 4.9 25.6 3.8 3.9 Cycle Q Clear(g_c), s 1.1 12.0 12.2 1.7 19.5 17.6 7.9 4.8 4.9 30.5 3.8 3.9 Prop In Lane 1.00 0.16 1.00 1.00 1.00 0.14 1.00 0.11 Lane Grp Cap(c), veh/h 403 1082 578 417 1665 505 378 517 531 358 517 534 V/C Ratio(X) 0.05 0.40 0.41 0.08 0.59 0.56 0.14 0.18 0.19 0.73 0.15 0.15 Avail Cap(c_a), veh/h 403 1082 578 417 1665 505 582 811 833 555 811 837 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 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.3 31.9 32.0 35.7 33.7 33.8 34.4 31.8 31.8 43.2 31.4 31.5 Incr Delay (d2), s/veh 0.0 1.1 2.1 0.0 1.6 4.4 0.1 0.1 0.1 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 5.8 6.4 0.8 9.3 8.3 1.4 2.3 2.4 8.5 1.9 2.0 LnGrp Delay(d),s/veh 36.3 33.0 34.1 35.8 35.3 38.2 34.4 31.8 31.8 44.3 31.5 31.5 LnGrp LOS DCCDDDCCCDCC Approach Vol, veh/h 691 1302 246 419 Approach Delay, s/veh 33.5 35.9 32.4 39.5 Approach LOS CDCD Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 33.9 44.0 42.1 32.9 45.0 42.1 Change Period (Y+Rc), s 5.7 5.7 7.0 5.7 5.7 7.0 Max Green Setting (Gmax), s 8.3 38.3 55.0 7.3 39.3 55.0 Max Q Clear Time (g_c+I1), s 3.7 14.2 32.5 3.1 21.5 9.9 Green Ext Time (p_c), s 0.0 7.1 2.6 0.0 9.4 2.7 Intersection Summary HCM 2010 Ctrl Delay 35.5 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 36: Monterey Avenue & Dinah Shore Drive Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 260 300 270 50 250 190 200 370 20 340 1280 360 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 274 316 151 53 263 0 211 389 18 358 1347 0 Adj No. of Lanes 221121230231 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 331 533 238 68 328 147 270 2537 116 417 2806 874 Arrive On Green 0.10 0.15 0.15 0.04 0.09 0.00 0.08 0.51 0.51 0.12 0.55 0.00 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 4984 229 3442 5085 1583 Grp Volume(v), veh/h 274 316 151 53 263 0 211 264 143 358 1347 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 1695 1822 1721 1695 1583 Q Serve(g_s), s 9.4 10.0 10.7 3.6 8.7 0.0 7.2 5.0 5.0 12.2 19.4 0.0 Cycle Q Clear(g_c), s 9.4 10.0 10.7 3.6 8.7 0.0 7.2 5.0 5.0 12.2 19.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 331 533 238 68 328 147 270 1726 928 417 2806 874 V/C Ratio(X) 0.83 0.59 0.63 0.78 0.80 0.00 0.78 0.15 0.15 0.86 0.48 0.00 Avail Cap(c_a), veh/h 430 953 426 133 776 347 344 1726 928 545 2806 874 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 1.00 1.00 0.00 1.00 1.00 1.00 0.71 0.71 0.00 Uniform Delay (d), s/veh 53.2 47.5 47.9 57.2 53.4 0.0 54.3 15.7 15.7 51.7 16.4 0.0 Incr Delay (d2), s/veh 7.8 0.4 1.0 6.9 1.7 0.0 7.7 0.2 0.4 6.2 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 4.8 4.9 4.8 1.9 4.4 0.0 3.7 2.4 2.6 6.2 9.1 0.0 LnGrp Delay(d),s/veh 61.1 47.9 48.9 64.1 55.1 0.0 62.0 15.9 16.1 57.9 16.8 0.0 LnGrp LOS E D D E E EBBEB Approach Vol, veh/h 741 316 618 1705 Approach Delay, s/veh 53.0 56.6 31.7 25.5 Approach LOS D E C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.6 23.8 14.4 72.2 16.5 16.8 19.5 67.1 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 9.0 32.3 12.0 45.0 15.0 26.3 19.0 38.0 Max Q Clear Time (g_c+I1), s 5.6 12.7 9.2 21.4 11.4 10.7 14.2 7.0 Green Ext Time (p_c), s 0.0 0.4 0.2 3.5 0.2 0.4 0.3 3.6 Intersection Summary HCM 2010 Ctrl Delay 35.5 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 48: Washington & Hovley Ln East/42nd Ave Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 210 270 200 290 540 100 360 1150 200 120 1050 240 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 221 284 107 305 568 93 379 1211 142 126 1105 157 Adj No. of Lanes 220220131131 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 287 366 135 553 676 110 538 2370 738 169 1314 409 Arrive On Green 0.08 0.14 0.14 0.16 0.22 0.21 0.30 0.47 0.47 0.10 0.26 0.26 Sat Flow, veh/h 3442 2534 934 3442 3047 497 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 221 196 195 305 329 332 379 1211 142 126 1105 157 Grp Sat Flow(s),veh/h/ln 1721 1770 1698 1721 1770 1775 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 7.5 12.8 13.3 9.8 21.3 21.5 22.7 20.0 3.4 8.3 24.7 7.6 Cycle Q Clear(g_c), s 7.5 12.8 13.3 9.8 21.3 21.5 22.7 20.0 3.4 8.3 24.7 7.6 Prop In Lane 1.00 0.55 1.00 0.28 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 287 256 245 553 393 394 538 2370 738 169 1314 409 V/C Ratio(X) 0.77 0.77 0.79 0.55 0.84 0.84 0.70 0.51 0.19 0.74 0.84 0.38 Avail Cap(c_a), veh/h 287 546 524 553 560 562 538 2370 738 237 1314 409 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.9 49.4 49.9 46.4 44.6 44.8 37.0 22.5 5.5 52.8 42.2 22.0 Incr Delay (d2), s/veh 12.1 4.8 5.7 1.2 7.6 7.9 4.2 0.8 0.6 7.7 6.6 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 4.1 6.6 6.6 4.8 11.3 11.4 11.8 9.5 1.6 4.4 12.4 3.6 LnGrp Delay(d),s/veh 66.0 54.2 55.6 47.6 52.3 52.7 41.2 23.2 6.1 60.6 48.8 24.7 LnGrp LOS E D E DDDDCAEDC Approach Vol, veh/h 612 966 1732 1388 Approach Delay, s/veh 58.9 50.9 25.8 47.1 Approach LOS E D C D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.5 59.9 23.3 21.3 40.4 35.0 14.0 30.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 39.0 10.0 36.0 24.0 30.0 9.0 37.0 Max Q Clear Time (g_c+I1), s 10.3 22.0 11.8 15.3 24.7 26.7 9.5 23.5 Green Ext Time (p_c), s 0.2 6.8 0.0 1.0 0.0 1.7 0.0 2.1 Intersection Summary HCM 2010 Ctrl Delay 41.6 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 58: Monterey Avenue & Gerald Ford Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 390 180 120 480 60 80 540 40 50 1130 130 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 84 411 18 126 505 6 84 568 38 53 1189 0 Adj No. of Lanes 221221230231 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 135 585 262 181 633 283 135 2680 178 119 2774 864 Arrive On Green 0.04 0.17 0.17 0.05 0.18 0.18 0.04 0.55 0.55 0.03 0.55 0.00 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4872 324 3442 5085 1583 Grp Volume(v), veh/h 84 411 18 126 505 6 84 394 212 53 1189 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1806 1721 1695 1583 Q Serve(g_s), s 2.9 13.2 1.2 4.3 16.4 0.4 2.9 7.1 7.2 1.8 16.6 0.0 Cycle Q Clear(g_c), s 2.9 13.2 1.2 4.3 16.4 0.4 2.9 7.1 7.2 1.8 16.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00 Lane Grp Cap(c), veh/h 135 585 262 181 633 283 135 1865 993 119 2774 864 V/C Ratio(X) 0.62 0.70 0.07 0.70 0.80 0.02 0.62 0.21 0.21 0.45 0.43 0.00 Avail Cap(c_a), veh/h 201 1012 453 287 1100 492 201 1865 993 143 2774 864 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.8 47.3 42.3 55.9 47.2 40.6 56.8 13.7 13.8 56.8 16.2 0.0 Incr Delay (d2), s/veh 1.8 1.6 0.1 1.8 2.4 0.0 1.8 0.3 0.5 1.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.4 6.6 0.5 2.1 8.2 0.2 1.4 3.3 3.7 0.9 7.8 0.0 LnGrp Delay(d),s/veh 58.5 48.9 42.4 57.7 49.6 40.7 58.5 14.0 14.3 57.8 16.7 0.0 LnGrp LOS E D D E D D EBBEB Approach Vol, veh/h 513 637 690 1242 Approach Delay, s/veh 50.2 51.1 19.5 18.4 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.7 72.5 9.7 28.1 9.1 73.0 11.3 26.5 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 7.0 45.0 7.0 37.3 5.0 47.0 10.0 34.3 Max Q Clear Time (g_c+I1), s 4.9 18.6 4.9 18.4 3.8 9.2 6.3 15.2 Green Ext Time (p_c), s 0.0 9.6 0.0 3.0 0.0 10.6 0.1 3.1 Intersection Summary HCM 2010 Ctrl Delay 30.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 60: Portola & Magnesia Falls Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 270 30 120 200 340 30 420 300 270 590 180 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 105 284 32 126 211 79 32 442 27 284 621 148 Adj No. of Lanes 111111121120 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 165 329 280 170 335 285 98 1153 516 318 1278 304 Arrive On Green 0.09 0.18 0.18 0.10 0.18 0.18 0.06 0.33 0.33 0.18 0.45 0.45 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 2838 675 Grp Volume(v), veh/h 105 284 32 126 211 79 32 442 27 284 387 382 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1744 Q Serve(g_s), s 5.1 13.3 1.5 6.2 9.4 3.9 1.6 8.7 1.1 14.1 13.8 13.9 Cycle Q Clear(g_c), s 5.1 13.3 1.5 6.2 9.4 3.9 1.6 8.7 1.1 14.1 13.8 13.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39 Lane Grp Cap(c), veh/h 165 329 280 170 335 285 98 1153 516 318 797 785 V/C Ratio(X) 0.64 0.86 0.11 0.74 0.63 0.28 0.33 0.38 0.05 0.89 0.49 0.49 Avail Cap(c_a), veh/h 177 455 387 177 455 387 177 1153 516 335 797 785 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.4 36.0 31.1 39.6 34.1 31.9 40.9 23.4 20.8 36.1 17.4 17.4 Incr Delay (d2), s/veh 4.7 9.2 0.1 12.8 0.7 0.2 0.7 1.0 0.2 22.9 2.1 2.2 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(0%),veh/ln 2.7 7.7 0.7 3.6 4.9 1.7 0.8 4.4 0.5 8.9 7.2 7.2 LnGrp Delay(d),s/veh 44.0 45.1 31.2 52.4 34.9 32.1 41.6 24.3 21.0 59.0 19.5 19.6 LnGrp LOS DDCDCCDCCEBB Approach Vol, veh/h 421 416 501 1053 Approach Delay, s/veh 43.8 39.7 25.3 30.2 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 21.1 34.3 13.6 20.9 10.0 45.5 13.3 21.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 22.0 9.0 22.0 9.0 30.0 9.0 22.0 Max Q Clear Time (g_c+I1), s 16.1 10.7 8.2 15.3 3.6 15.9 7.1 11.4 Green Ext Time (p_c), s 0.1 1.7 0.0 0.6 0.0 1.8 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 33.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 69: Portola & Gerald Ford Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 370 150 50 460 160 130 340 50 90 320 110 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 63 389 86 53 484 0 137 358 8 95 337 0 Adj No. of Lanes 120221221221 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 183 589 129 318 684 306 512 680 304 443 610 273 Arrive On Green 0.10 0.20 0.20 0.09 0.19 0.00 0.15 0.19 0.19 0.13 0.17 0.00 Sat Flow, veh/h 1774 2888 632 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 63 237 238 53 484 0 137 358 8 95 337 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1751 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 1.7 6.4 6.5 0.7 6.7 0.0 1.8 4.8 0.2 1.3 4.6 0.0 Cycle Q Clear(g_c), s 1.7 6.4 6.5 0.7 6.7 0.0 1.8 4.8 0.2 1.3 4.6 0.0 Prop In Lane 1.00 0.36 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 183 361 357 318 684 306 512 680 304 443 610 273 V/C Ratio(X) 0.34 0.66 0.67 0.17 0.71 0.00 0.27 0.53 0.03 0.21 0.55 0.00 Avail Cap(c_a), veh/h 306 1084 1072 593 2167 970 593 2370 1060 593 2370 1060 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.8 19.1 19.2 21.9 19.7 0.0 19.7 19.0 17.1 20.4 19.8 0.0 Incr Delay (d2), s/veh 0.4 0.8 0.8 0.1 0.5 0.0 0.1 0.2 0.0 0.1 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.9 3.2 3.2 0.4 3.3 0.0 0.9 2.3 0.1 0.6 2.2 0.0 LnGrp Delay(d),s/veh 22.2 19.9 20.0 21.9 20.2 0.0 19.8 19.2 17.2 20.5 20.1 0.0 LnGrp LOS C B B C C B B B C C Approach Vol, veh/h 538 537 503 432 Approach Delay, s/veh 20.2 20.4 19.3 20.2 Approach LOS C C B C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.7 15.0 9.8 15.7 12.8 14.0 10.4 15.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 35.0 9.0 32.0 9.0 35.0 9.0 32.0 Max Q Clear Time (g_c+I1), s 3.3 6.8 2.7 8.5 3.8 6.6 3.7 8.7 Green Ext Time (p_c), s 0.1 1.2 0.0 1.4 0.1 1.2 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 20.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 71: Portola & Frank Sinatra Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 320 150 150 460 40 90 460 90 30 440 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 21 337 34 158 484 19 95 484 66 32 463 16 Adj No. of Lanes 121121120120 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 71 488 218 190 726 325 148 1573 214 94 1646 57 Arrive On Green 0.04 0.14 0.14 0.11 0.21 0.21 0.08 0.50 0.50 0.05 0.47 0.47 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 3132 425 1774 3491 120 Grp Volume(v), veh/h 21 337 34 158 484 19 95 273 277 32 234 245 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1770 1788 1774 1770 1841 Q Serve(g_s), s 1.2 9.1 1.9 8.7 12.6 1.0 5.2 9.1 9.1 1.7 8.1 8.1 Cycle Q Clear(g_c), s 1.2 9.1 1.9 8.7 12.6 1.0 5.2 9.1 9.1 1.7 8.1 8.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.24 1.00 0.07 Lane Grp Cap(c), veh/h 71 488 218 190 726 325 148 889 898 94 834 868 V/C Ratio(X) 0.30 0.69 0.16 0.83 0.67 0.06 0.64 0.31 0.31 0.34 0.28 0.28 Avail Cap(c_a), veh/h 160 849 380 319 1168 523 231 889 898 160 834 868 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 41.1 38.0 43.8 36.6 32.0 44.4 14.7 14.7 45.7 16.1 16.1 Incr Delay (d2), s/veh 0.9 0.7 0.1 3.6 0.4 0.0 1.7 0.9 0.9 0.8 0.8 0.8 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(0%),veh/ln 0.6 4.5 0.8 4.4 6.2 0.4 2.6 4.6 4.7 0.9 4.1 4.3 LnGrp Delay(d),s/veh 47.5 41.7 38.1 47.4 37.0 32.0 46.1 15.5 15.6 46.5 16.9 16.9 LnGrp LOS DDDDDCDBBDBB Approach Vol, veh/h 392 661 645 511 Approach Delay, s/veh 41.7 39.3 20.1 18.8 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.3 55.2 15.7 18.8 13.4 52.2 9.0 25.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 29.0 18.0 24.0 13.0 25.0 9.0 33.0 Max Q Clear Time (g_c+I1), s 3.7 11.1 10.7 11.1 7.2 10.1 3.2 14.6 Green Ext Time (p_c), s 0.0 3.2 0.1 2.7 0.0 3.0 0.0 3.0 Intersection Summary HCM 2010 Ctrl Delay 29.4 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 75: Monterey Avenue & Frank Sinatra Drive Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 310 160 110 400 70 130 530 50 50 1230 80 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 32 326 43 116 421 74 137 558 47 53 1295 42 Adj No. of Lanes 221221230231 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 94 432 193 169 509 228 191 2982 249 119 3064 954 Arrive On Green 0.03 0.12 0.12 0.05 0.14 0.14 0.06 0.62 0.62 0.03 0.60 0.60 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4783 399 3442 5085 1583 Grp Volume(v), veh/h 32 326 43 116 421 74 137 394 211 53 1295 42 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1792 1721 1695 1583 Q Serve(g_s), s 1.1 10.7 2.9 4.0 13.9 5.0 4.7 5.9 6.0 1.8 16.3 1.3 Cycle Q Clear(g_c), s 1.1 10.7 2.9 4.0 13.9 5.0 4.7 5.9 6.0 1.8 16.3 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 94 432 193 169 509 228 191 2114 1117 119 3064 954 V/C Ratio(X) 0.34 0.75 0.22 0.69 0.83 0.33 0.72 0.19 0.19 0.45 0.42 0.04 Avail Cap(c_a), veh/h 172 1062 475 229 1150 515 258 2114 1117 172 3064 954 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.3 50.9 47.5 56.2 49.9 46.1 55.7 9.6 9.6 56.8 12.7 9.7 Incr Delay (d2), s/veh 0.8 1.0 0.2 2.1 1.3 0.3 3.2 0.2 0.4 1.0 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 5.3 1.3 2.0 6.9 2.2 2.3 2.8 3.1 0.9 7.7 0.6 LnGrp Delay(d),s/veh 58.1 51.9 47.7 58.2 51.3 46.4 58.9 9.8 10.0 57.8 13.2 9.8 LnGrp LOS E D D E D D EABEBA Approach Vol, veh/h 401 611 742 1390 Approach Delay, s/veh 52.0 52.0 18.9 14.8 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.7 78.8 7.3 23.3 8.1 81.3 9.9 20.7 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 9.0 46.5 6.0 * 39 6.0 49.5 8.0 36.0 Max Q Clear Time (g_c+I1), s 6.7 18.3 3.1 15.9 3.8 8.0 6.0 12.7 Green Ext Time (p_c), s 0.0 3.9 0.0 1.4 0.0 3.9 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 27.7 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 79: Cook & Gerald Ford Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 270 170 190 50 220 140 210 490 50 300 1320 350 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 284 179 0 53 232 20 221 516 33 316 1389 204 Adj No. of Lanes 221221221221 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 310 393 176 239 320 143 309 1791 801 391 1875 839 Arrive On Green 0.09 0.11 0.00 0.07 0.09 0.09 0.09 0.51 0.51 0.11 0.53 0.53 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 284 179 0 53 232 20 221 516 33 316 1389 204 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 8.2 4.7 0.0 1.5 6.4 1.2 6.2 8.4 1.1 9.0 30.4 7.0 Cycle Q Clear(g_c), s 8.2 4.7 0.0 1.5 6.4 1.2 6.2 8.4 1.1 9.0 30.4 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 310 393 176 239 320 143 309 1791 801 391 1875 839 V/C Ratio(X) 0.92 0.46 0.00 0.22 0.73 0.14 0.72 0.29 0.04 0.81 0.74 0.24 Avail Cap(c_a), veh/h 310 956 427 310 956 427 310 1791 801 516 1875 839 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.1 41.6 0.0 44.0 44.3 41.9 44.3 14.3 12.5 43.3 18.2 12.7 Incr Delay (d2), s/veh 30.1 0.3 0.0 0.2 1.2 0.2 6.6 0.4 0.1 5.3 2.7 0.7 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(0%),veh/ln 5.2 2.3 0.0 0.7 3.2 0.5 3.3 4.2 0.5 4.5 15.4 3.2 LnGrp Delay(d),s/veh 75.2 41.9 0.0 44.2 45.5 42.1 50.8 14.7 12.6 48.5 20.9 13.4 LnGrp LOS E D DDDDBBDCB Approach Vol, veh/h 463 305 770 1909 Approach Delay, s/veh 62.3 45.0 25.0 24.7 Approach LOS E D C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 16.4 55.6 11.9 16.1 14.0 58.0 14.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 29.0 9.0 27.0 9.0 35.0 9.0 27.0 Max Q Clear Time (g_c+I1), s 11.0 10.4 3.5 6.7 8.2 32.4 10.2 8.4 Green Ext Time (p_c), s 0.4 4.4 0.0 0.7 0.1 1.5 0.0 0.7 Intersection Summary HCM 2010 Ctrl Delay 31.6 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 104: San Pablo & Fred Waring Drive Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 32 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 480 70 130 1220 210 140 170 80 50 110 90 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 42 505 56 137 1284 116 147 179 9 53 116 11 Adj No. of Lanes 130131211221 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 119 2128 233 218 2610 812 319 321 272 250 539 218 Arrive On Green 0.07 0.46 0.46 0.12 0.51 0.51 0.09 0.17 0.17 0.07 0.15 0.14 Sat Flow, veh/h 1774 4653 509 1774 5085 1581 3442 1863 1578 3442 3539 1576 Grp Volume(v), veh/h 42 366 195 137 1284 116 147 179 9 53 116 11 Grp Sat Flow(s),veh/h/ln 1774 1695 1772 1774 1695 1581 1721 1863 1578 1721 1770 1576 Q Serve(g_s), s 1.6 4.8 4.9 5.3 11.9 2.8 2.9 6.4 0.3 1.1 2.1 0.4 Cycle Q Clear(g_c), s 1.6 4.8 4.9 5.3 11.9 2.8 2.9 6.4 0.3 1.1 2.1 0.4 Prop In Lane 1.00 0.29 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 119 1550 810 218 2610 812 319 321 272 250 539 218 V/C Ratio(X) 0.35 0.24 0.24 0.63 0.49 0.14 0.46 0.56 0.03 0.21 0.22 0.05 Avail Cap(c_a), veh/h 171 1550 810 342 2610 812 379 795 673 332 1461 629 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.4 12.0 12.0 30.3 11.5 9.3 31.2 27.5 25.0 31.7 27.0 27.2 Incr Delay (d2), s/veh 0.7 0.4 0.7 1.1 0.7 0.4 0.4 0.6 0.0 0.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.8 2.3 2.5 2.7 5.7 1.3 1.4 3.3 0.2 0.5 1.0 0.2 LnGrp Delay(d),s/veh 33.1 12.4 12.7 31.4 12.2 9.7 31.6 28.1 25.0 31.9 27.1 27.2 LnGrp LOS C B B C B A CCCCCC Approach Vol, veh/h 603 1537 335 180 Approach Delay, s/veh 13.9 13.7 29.6 28.5 Approach LOS B B C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.9 41.0 9.7 14.1 11.9 36.9 8.3 15.5 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 5.0 35.3 6.0 28.0 12.0 28.3 5.0 29.0 Max Q Clear Time (g_c+I1), s 3.6 13.9 4.9 4.1 7.3 6.9 3.1 8.4 Green Ext Time (p_c), s 0.0 14.4 0.0 1.4 0.1 14.5 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 16.8 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 106: Portola & Fred Waring Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 34 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 70 480 50 250 1260 170 70 380 110 140 520 230 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 74 505 17 263 1326 90 74 400 15 147 547 0 Adj No. of Lanes 231231121121 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 256 1812 562 338 1933 599 137 974 433 196 1092 469 Arrive On Green 0.07 0.36 0.36 0.10 0.38 0.38 0.08 0.28 0.28 0.11 0.31 0.00 Sat Flow, veh/h 3442 5085 1577 3442 5085 1577 1774 3539 1575 1774 3539 1583 Grp Volume(v), veh/h 74 505 17 263 1326 90 74 400 15 147 547 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1577 1721 1695 1577 1774 1770 1575 1774 1770 1583 Q Serve(g_s), s 1.7 5.8 0.6 6.1 17.8 3.1 3.3 7.5 0.6 6.5 10.3 0.0 Cycle Q Clear(g_c), s 1.7 5.8 0.6 6.1 17.8 3.1 3.3 7.5 0.6 6.5 10.3 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 256 1812 562 338 1933 599 137 974 433 196 1092 469 V/C Ratio(X) 0.29 0.28 0.03 0.78 0.69 0.15 0.54 0.41 0.03 0.75 0.50 0.00 Avail Cap(c_a), veh/h 296 1812 562 338 1933 599 196 1609 716 196 1609 700 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 35.6 18.7 17.0 35.8 21.2 16.6 36.2 24.1 21.6 35.1 23.0 0.0 Incr Delay (d2), s/veh 0.2 0.4 0.1 10.0 2.0 0.5 1.2 0.1 0.0 13.2 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.8 2.8 0.3 3.4 8.6 1.4 1.6 3.7 0.2 3.9 5.0 0.0 LnGrp Delay(d),s/veh 35.9 19.1 17.1 45.8 23.2 17.1 37.4 24.2 21.6 48.3 23.2 0.0 LnGrp LOS D B B D C B DCCDC Approach Vol, veh/h 596 1679 489 694 Approach Delay, s/veh 21.1 26.4 26.1 28.5 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.1 34.6 9.3 28.4 11.0 32.7 12.0 25.7 Change Period (Y+Rc), s 5.0 5.7 5.0 5.3 5.0 5.7 5.0 5.3 Max Green Setting (Gmax), s 5.0 28.0 7.0 35.0 6.0 27.0 7.0 35.0 Max Q Clear Time (g_c+I1), s 3.7 19.8 5.3 12.3 8.1 7.8 8.5 9.5 Green Ext Time (p_c), s 0.0 7.1 0.0 8.6 0.0 15.1 0.0 9.1 Intersection Summary HCM 2010 Ctrl Delay 25.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 107: Deep Canyon & Fred Waring Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 36 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 110 710 50 250 1410 460 110 240 240 350 240 90 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1937 1900 Adj Flow Rate, veh/h 116 747 13 263 1484 256 116 253 9 368 253 81 Adj No. of Lanes 131131111210 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 169 1271 392 544 2347 715 169 363 306 472 332 106 Arrive On Green 0.10 0.25 0.25 0.31 0.46 0.45 0.10 0.19 0.19 0.14 0.24 0.23 Sat Flow, veh/h 1774 5085 1568 1774 5085 1578 1774 1863 1571 3442 1405 450 Grp Volume(v), veh/h 116 747 13 263 1484 256 116 253 9 368 0 334 Grp Sat Flow(s),veh/h/ln 1774 1695 1568 1774 1695 1578 1774 1863 1571 1721 0 1854 Q Serve(g_s), s 7.6 15.5 0.5 14.5 26.6 12.7 7.6 15.2 0.6 12.4 0.0 20.1 Cycle Q Clear(g_c), s 7.6 15.5 0.5 14.5 26.6 12.7 7.6 15.2 0.6 12.4 0.0 20.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.24 Lane Grp Cap(c), veh/h 169 1271 392 544 2347 715 169 363 306 472 0 439 V/C Ratio(X) 0.69 0.59 0.03 0.48 0.63 0.36 0.69 0.70 0.03 0.78 0.00 0.76 Avail Cap(c_a), veh/h 197 1271 392 544 2347 715 207 481 406 488 0 525 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) 0.95 0.95 0.95 0.80 0.80 0.80 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.6 39.6 16.6 33.9 24.6 21.4 52.6 45.0 39.1 50.0 0.0 42.8 Incr Delay (d2), s/veh 5.3 1.9 0.1 0.2 1.0 1.1 4.3 1.4 0.0 6.9 0.0 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(0%),veh/ln 4.0 7.5 0.2 7.1 12.6 5.7 3.9 7.9 0.2 6.3 0.0 10.8 LnGrp Delay(d),s/veh 57.8 41.5 16.7 34.1 25.6 22.5 56.9 46.5 39.2 56.9 0.0 46.9 LnGrp LOS E D B C C C E D D E D Approach Vol, veh/h 876 2003 378 702 Approach Delay, s/veh 43.3 26.3 49.5 52.2 Approach LOS DCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.1 59.1 14.4 31.4 40.5 33.7 19.5 26.4 Change Period (Y+Rc), s 5.7 5.7 5.0 5.0 5.7 5.7 5.0 5.0 Max Green Setting (Gmax), s 11.3 43.3 12.0 32.0 26.6 28.0 15.0 29.0 Max Q Clear Time (g_c+I1), s 9.6 28.6 9.6 22.1 16.5 17.5 14.4 17.2 Green Ext Time (p_c), s 0.0 10.9 0.0 2.5 8.0 4.7 0.1 2.7 Intersection Summary HCM 2010 Ctrl Delay 36.9 HCM 2010 LOS D HCM Signalized Intersection Capacity Analysis Palm Desert 108: Fred Waring & Phyllis Jackson Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 37 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 360 980 1820 180 60 280 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.7 3.7 3.7 3.7 4.0 4.7 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.88 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 0.99 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 5085 5085 1540 1770 2771 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 5085 5085 1540 1770 2771 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 379 1032 1916 189 63 295 RTOR Reduction (vph) 0 0 0 73 0 16 Lane Group Flow (vph) 379 1032 1916 116 63 279 Confl. Peds. (#/hr) 10 10 10 10 Turn Type Prot NA NA Perm Prot pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 6 4 Actuated Green, G (s) 23.3 101.9 71.9 71.9 6.4 29.7 Effective Green, g (s) 25.3 103.9 73.9 73.9 8.4 33.7 Actuated g/C Ratio 0.21 0.87 0.62 0.62 0.07 0.28 Clearance Time (s) 6.7 5.7 5.7 5.7 6.0 6.7 Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0 Lane Grp Cap (vph) 723 4402 3131 948 123 886 v/s Ratio Prot c0.11 0.20 c0.38 c0.04 0.07 v/s Ratio Perm 0.08 0.03 v/c Ratio 0.52 0.23 0.61 0.12 0.51 0.32 Uniform Delay, d1 42.0 1.4 14.2 9.6 53.8 34.0 Progression Factor 0.89 0.15 1.53 5.73 1.00 1.00 Incremental Delay, d2 0.3 0.1 0.7 0.2 1.5 0.1 Delay (s) 37.6 0.3 22.5 55.1 55.3 34.1 Level of Service D A C E E C Approach Delay (s) 10.3 25.4 37.9 Approach LOS B C D Intersection Summary HCM 2000 Control Delay 21.1 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.58 Actuated Cycle Length (s) 120.0 Sum of lost time (s) 12.7 Intersection Capacity Utilization 60.2% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Palm Desert 109: Cook/Cook Street & Fred Waring Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 40 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 320 630 60 120 1480 430 70 330 30 240 450 420 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1824 1863 1863 1863 Adj Flow Rate, veh/h 337 663 28 126 1558 284 74 347 25 253 474 168 Adj No. of Lanes 231231120231 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 785 2797 856 234 1899 563 122 477 34 308 913 284 Arrive On Green 0.08 0.18 0.18 0.07 0.37 0.36 0.07 0.14 0.15 0.09 0.18 0.18 Sat Flow, veh/h 3442 5085 1580 3442 5085 1578 1774 3348 240 3442 5085 1583 Grp Volume(v), veh/h 337 663 28 126 1558 284 74 183 189 253 474 168 Grp Sat Flow(s),veh/h/ln 1721 1695 1580 1721 1695 1578 1774 1770 1818 1721 1695 1583 Q Serve(g_s), s 11.2 13.4 1.8 4.2 33.2 13.2 4.9 11.8 12.0 8.7 10.1 11.7 Cycle Q Clear(g_c), s 11.2 13.4 1.8 4.2 33.2 13.2 4.9 11.8 12.0 8.7 10.1 11.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 785 2797 856 234 1899 563 122 252 259 308 913 284 V/C Ratio(X) 0.43 0.24 0.03 0.54 0.82 0.50 0.60 0.72 0.73 0.82 0.52 0.59 Avail Cap(c_a), veh/h 785 2797 856 252 1899 563 129 413 424 341 1407 438 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.98 0.98 0.98 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.0 27.6 23.3 54.1 34.0 18.2 54.3 49.2 49.2 53.7 44.5 45.2 Incr Delay (d2), s/veh 0.1 0.2 0.1 0.7 4.1 3.2 4.8 1.5 1.5 12.3 0.2 0.7 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(0%),veh/ln 5.4 6.3 0.8 2.1 16.2 6.2 2.5 5.9 6.1 4.6 4.8 5.2 LnGrp Delay(d),s/veh 48.2 27.8 23.4 54.8 38.1 21.5 59.1 50.7 50.7 66.0 44.7 45.9 LnGrp LOS DCCDDCEDDEDD Approach Vol, veh/h 1028 1968 446 895 Approach Delay, s/veh 34.3 36.8 52.1 51.0 Approach LOS CDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 33.1 48.5 11.6 26.8 11.9 69.7 16.0 22.4 Change Period (Y+Rc), s 5.7 5.7 5.3 5.3 5.7 5.7 5.3 5.3 Max Green Setting (Gmax), s 15.3 42.8 6.7 33.2 6.8 51.3 11.9 28.0 Max Q Clear Time (g_c+I1), s 13.2 35.2 6.9 13.7 6.2 15.4 10.7 14.0 Green Ext Time (p_c), s 1.3 6.9 0.0 2.5 0.0 9.2 0.1 2.4 Intersection Summary HCM 2010 Ctrl Delay 40.7 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 122: Washington & Fred Waring Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 42 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 420 230 110 1060 360 410 1010 30 330 880 310 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 158 442 68 116 1116 183 432 1063 15 347 926 128 Adj No. of Lanes 231231231231 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 258 796 248 675 1413 417 641 1581 470 584 1496 466 Arrive On Green 0.08 0.16 0.16 0.20 0.28 0.26 0.19 0.31 0.30 0.17 0.29 0.29 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 158 442 68 116 1116 183 432 1063 15 347 926 128 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 5.3 9.6 4.5 3.4 24.4 11.5 14.0 21.9 0.8 11.2 18.9 7.4 Cycle Q Clear(g_c), s 5.3 9.6 4.5 3.4 24.4 11.5 14.0 21.9 0.8 11.2 18.9 7.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 258 796 248 675 1413 417 641 1581 470 584 1496 466 V/C Ratio(X) 0.61 0.56 0.27 0.17 0.79 0.44 0.67 0.67 0.03 0.59 0.62 0.27 Avail Cap(c_a), veh/h 258 1496 466 675 1470 435 641 1581 470 584 1496 466 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.8 46.7 44.6 40.1 40.1 36.8 45.4 36.0 30.0 46.0 36.5 32.5 Incr Delay (d2), s/veh 3.1 0.2 0.2 0.0 2.6 0.3 2.3 2.3 0.1 1.1 1.9 1.5 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(0%),veh/ln 2.7 4.5 2.0 1.6 11.7 5.1 6.9 10.6 0.4 5.4 9.1 3.4 LnGrp Delay(d),s/veh 56.9 47.0 44.8 40.2 42.7 37.1 47.7 38.3 30.1 47.1 38.5 34.0 LnGrp LOS E DDDDDDDCDDC Approach Vol, veh/h 668 1415 1510 1401 Approach Delay, s/veh 49.1 41.8 40.9 40.2 Approach LOS DDDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 25.4 42.3 28.5 23.8 27.4 40.3 14.0 38.3 Change Period (Y+Rc), s 6.7 6.7 6.7 6.7 6.7 6.7 6.7 6.7 Max Green Setting (Gmax), s 17.3 35.6 6.7 33.6 19.3 33.6 7.3 33.0 Max Q Clear Time (g_c+I1), s 13.2 23.9 5.4 11.6 16.0 20.9 7.3 26.4 Green Ext Time (p_c), s 0.7 8.4 0.1 5.5 0.6 8.1 0.0 5.3 Intersection Summary HCM 2010 Ctrl Delay 42.1 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 128: Hwy 74 & El Paseo Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 44 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 100 170 50 120 100 180 570 50 90 560 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 32 105 56 53 126 31 189 600 45 95 589 109 Adj No. of Lanes 121121120120 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 398 591 264 404 591 264 523 1710 128 548 1528 282 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.51 0.51 0.51 0.51 0.51 0.51 Sat Flow, veh/h 1225 3539 1583 1220 3539 1583 744 3338 250 782 2984 551 Grp Volume(v), veh/h 32 105 56 53 126 31 189 318 327 95 349 349 Grp Sat Flow(s),veh/h/ln 1225 1770 1583 1220 1770 1583 744 1770 1819 782 1770 1766 Q Serve(g_s), s 0.7 0.8 1.0 1.2 1.0 0.5 6.4 3.3 3.3 2.6 3.7 3.7 Cycle Q Clear(g_c), s 1.7 0.8 1.0 2.0 1.0 0.5 10.2 3.3 3.3 5.9 3.7 3.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.14 1.00 0.31 Lane Grp Cap(c), veh/h 398 591 264 404 591 264 523 906 931 548 906 904 V/C Ratio(X) 0.08 0.18 0.21 0.13 0.21 0.12 0.36 0.35 0.35 0.17 0.38 0.39 Avail Cap(c_a), veh/h 940 2159 966 944 2159 966 596 1079 1109 624 1079 1077 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 11.9 11.1 11.2 12.0 11.2 11.0 7.7 4.5 4.5 6.3 4.6 4.6 Incr Delay (d2), s/veh 0.1 0.1 0.4 0.1 0.2 0.2 0.4 0.2 0.2 0.1 0.3 0.3 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(0%),veh/ln 0.2 0.4 0.4 0.4 0.5 0.2 1.4 1.6 1.7 0.6 1.8 1.8 LnGrp Delay(d),s/veh 12.0 11.3 11.6 12.1 11.4 11.2 8.1 4.7 4.7 6.4 4.9 4.9 LnGrp LOS BBBBBBAAAAAA Approach Vol, veh/h 193 210 834 793 Approach Delay, s/veh 11.5 11.6 5.5 5.1 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 21.0 10.2 21.0 10.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 19.0 19.0 19.0 Max Q Clear Time (g_c+I1), s 12.2 3.7 7.9 4.0 Green Ext Time (p_c), s 3.8 1.4 5.2 1.4 Intersection Summary HCM 2010 Ctrl Delay 6.5 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary Palm Desert 169: Monterey Avenue & Country Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 46 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 70 340 150 230 700 140 320 510 120 190 1140 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 74 358 0 242 737 0 337 537 66 200 1200 42 Adj No. of Lanes 231231231231 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 212 741 217 315 863 256 402 1733 540 778 2349 731 Arrive On Green 0.06 0.15 0.00 0.09 0.17 0.00 0.12 0.34 0.34 0.23 0.46 0.46 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 74 358 0 242 737 0 337 537 66 200 1200 42 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 2.5 7.8 0.0 8.2 16.9 0.0 11.5 9.3 2.4 5.7 19.9 1.2 Cycle Q Clear(g_c), s 2.5 7.8 0.0 8.2 16.9 0.0 11.5 9.3 2.4 5.7 19.9 1.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 212 741 217 315 863 256 402 1733 540 778 2349 731 V/C Ratio(X) 0.35 0.48 0.00 0.77 0.85 0.00 0.84 0.31 0.12 0.26 0.51 0.06 Avail Cap(c_a), veh/h 229 1568 475 315 1695 515 402 1733 540 778 2349 731 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 47.1 0.0 53.2 48.4 0.0 51.9 29.1 13.0 38.2 22.7 7.9 Incr Delay (d2), s/veh 0.4 0.2 0.0 9.8 1.0 0.0 13.8 0.5 0.5 0.1 0.8 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.2 3.7 0.0 4.4 8.0 0.0 6.2 4.5 1.1 2.7 9.5 0.5 LnGrp Delay(d),s/veh 54.3 47.3 0.0 63.1 49.3 0.0 65.7 29.6 13.5 38.2 23.5 8.1 LnGrp LOS D D E D E C B D C A Approach Vol, veh/h 432 979 940 1442 Approach Delay, s/veh 48.5 52.7 41.4 25.1 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 33.5 47.3 16.0 23.2 19.0 61.8 13.1 26.1 Change Period (Y+Rc), s 7.4 * 7.4 6.0 6.7 6.0 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 8.0 * 40 10.0 36.0 13.0 34.9 7.0 * 39 Max Q Clear Time (g_c+I1), s 7.7 11.3 10.2 9.8 13.5 21.9 4.5 18.9 Green Ext Time (p_c), s 0.0 0.4 0.0 0.3 0.0 1.1 0.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 39.0 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 173: Cook & Frank Sinatra Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 48 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 240 130 70 230 50 70 500 60 60 1070 350 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 158 253 98 74 242 20 74 526 58 63 1126 193 Adj No. of Lanes 221221220221 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 470 552 247 361 441 197 361 1021 112 332 1093 489 Arrive On Green 0.14 0.16 0.16 0.10 0.12 0.12 0.10 0.32 0.32 0.10 0.31 0.31 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3216 354 3442 3539 1583 Grp Volume(v), veh/h 158 253 98 74 242 20 74 289 295 63 1126 193 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1800 1721 1770 1583 Q Serve(g_s), s 2.6 4.0 3.4 1.2 4.0 0.7 1.2 8.2 8.2 1.0 19.0 5.9 Cycle Q Clear(g_c), s 2.6 4.0 3.4 1.2 4.0 0.7 1.2 8.2 8.2 1.0 19.0 5.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.20 1.00 1.00 Lane Grp Cap(c), veh/h 470 552 247 361 441 197 361 562 571 332 1093 489 V/C Ratio(X) 0.34 0.46 0.40 0.20 0.55 0.10 0.20 0.51 0.52 0.19 1.03 0.39 Avail Cap(c_a), veh/h 504 1093 489 504 1093 489 504 562 571 504 1093 489 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.0 23.6 23.4 25.2 25.3 23.9 25.2 17.1 17.1 25.6 21.3 16.7 Incr Delay (d2), s/veh 0.2 0.6 1.0 0.1 1.1 0.2 0.1 0.8 0.8 0.1 35.2 0.5 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(0%),veh/ln 1.2 2.0 1.6 0.6 2.0 0.3 0.6 4.1 4.2 0.5 14.5 2.6 LnGrp Delay(d),s/veh 24.2 24.2 24.4 25.3 26.4 24.1 25.3 17.9 18.0 25.7 56.4 17.2 LnGrp LOS CCCCCCCBBCFB Approach Vol, veh/h 509 336 658 1382 Approach Delay, s/veh 24.2 26.0 18.8 49.6 Approach LOS C C B D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 24.5 11.5 14.6 11.5 24.0 13.4 12.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 19.0 9.0 19.0 9.0 19.0 9.0 19.0 Max Q Clear Time (g_c+I1), s 3.0 10.2 3.2 6.0 3.2 21.0 4.6 6.0 Green Ext Time (p_c), s 0.1 4.6 0.1 1.7 0.1 0.0 0.2 1.7 Intersection Summary HCM 2010 Ctrl Delay 35.3 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 201: Hwy 111 & Painters Path/Park View Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 50 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 20 10 20 40 120 10 1030 20 130 1120 90 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1900 1863 1863 1900 1863 1863 1788 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 21 21 10 21 42 17 11 1084 12 137 1179 86 Adj No. of Lanes 011021131130 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 242 140 156 259 369 238 25 1984 618 168 2527 184 Arrive On Green 0.15 0.15 0.10 0.15 0.15 0.15 0.01 0.39 0.39 0.09 0.52 0.47 Sat Flow, veh/h 672 928 1583 751 2454 1583 1703 5085 1583 1774 4838 353 Grp Volume(v), veh/h 42 0 10 37 26 17 11 1084 12 137 826 439 Grp Sat Flow(s),veh/h/ln 1600 0 1583 1595 1610 1583 1703 1695 1583 1774 1695 1800 Q Serve(g_s), s 0.0 0.0 0.2 0.0 0.5 0.4 0.2 6.3 0.2 2.9 5.9 6.0 Cycle Q Clear(g_c), s 0.8 0.0 0.2 0.7 0.5 0.4 0.2 6.3 0.2 2.9 5.9 6.0 Prop In Lane 0.50 1.00 0.56 1.00 1.00 1.00 1.00 0.20 Lane Grp Cap(c), veh/h 381 0 156 386 242 238 25 1984 618 168 1771 940 V/C Ratio(X) 0.11 0.00 0.06 0.10 0.11 0.07 0.45 0.55 0.02 0.82 0.47 0.47 Avail Cap(c_a), veh/h 797 0 578 800 671 660 222 2120 660 277 1771 940 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.2 0.0 15.7 14.1 14.1 14.0 18.8 9.1 7.2 17.0 5.8 5.9 Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0 0.1 0.0 4.7 0.1 0.0 3.7 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.4 0.0 0.1 0.3 0.2 0.2 0.1 2.9 0.1 1.6 2.8 3.0 LnGrp Delay(d),s/veh 14.2 0.0 15.8 14.2 14.1 14.0 23.4 9.2 7.2 20.7 5.9 6.1 LnGrp LOS B BBBBCAACAA Approach Vol, veh/h 52 80 1107 1402 Approach Delay, s/veh 14.5 14.1 9.3 7.4 Approach LOS BBAA Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 4.6 24.0 9.8 9.6 19.0 9.8 Change Period (Y+Rc), s 4.0 6.0 6.0 6.0 * 6 6.0 Max Green Setting (Gmax), s 5.0 15.0 14.0 6.0 * 14 14.0 Max Q Clear Time (g_c+I1), s 2.2 8.0 2.7 4.9 8.3 2.8 Green Ext Time (p_c), s 0.0 6.1 0.4 0.1 4.6 0.4 Intersection Summary HCM 2010 Ctrl Delay 8.5 HCM 2010 LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 202: Hwy 111 & Fred Waring Drive Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 52 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 40 20 70 150 320 60 750 30 250 860 40 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 11 42 3 74 158 31 63 789 30 263 905 39 Adj No. of Lanes 221222230230 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 54 206 92 131 286 247 126 1814 69 1340 3597 155 Arrive On Green 0.02 0.06 0.06 0.04 0.08 0.09 0.04 0.36 0.34 0.39 0.72 0.70 Sat Flow, veh/h 3442 3539 1583 3442 3539 2768 3442 5028 191 3442 4999 215 Grp Volume(v), veh/h 11 42 3 74 158 31 63 531 288 263 613 331 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1384 1721 1695 1829 1721 1695 1824 Q Serve(g_s), s 0.4 1.4 0.2 2.5 5.2 1.2 2.2 14.3 14.3 6.1 7.4 7.5 Cycle Q Clear(g_c), s 0.4 1.4 0.2 2.5 5.2 1.2 2.2 14.3 14.3 6.1 7.4 7.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.10 1.00 0.12 Lane Grp Cap(c), veh/h 54 206 92 131 286 247 126 1223 660 1340 2439 1312 V/C Ratio(X) 0.20 0.20 0.03 0.56 0.55 0.13 0.50 0.43 0.44 0.20 0.25 0.25 Avail Cap(c_a), veh/h 143 1062 475 172 1091 876 143 1223 660 1340 2439 1312 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 0.86 0.86 0.86 0.98 0.98 0.98 0.93 0.93 0.93 Uniform Delay (d), s/veh 58.3 53.8 39.8 56.7 53.1 50.4 56.7 29.1 29.2 24.2 5.8 5.8 Incr Delay (d2), s/veh 0.7 0.2 0.1 1.2 0.5 0.1 1.1 1.1 2.1 0.0 0.2 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.2 0.7 0.1 1.2 2.5 0.5 1.0 6.8 7.6 2.9 3.5 3.9 LnGrp Delay(d),s/veh 59.0 54.0 39.8 57.9 53.6 50.4 57.9 30.2 31.2 24.2 6.0 6.2 LnGrp LOS E D D E D D E C C C A A Approach Vol, veh/h 56 263 882 1207 Approach Delay, s/veh 54.2 54.5 32.5 10.0 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.4 90.0 6.9 13.7 52.4 47.0 9.6 11.0 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.7 * 5.7 5.0 5.0 Max Green Setting (Gmax), s 5.0 53.3 5.0 36.0 17.0 * 41 6.0 35.0 Max Q Clear Time (g_c+I1), s 4.2 9.5 2.4 7.2 8.1 16.3 4.5 3.4 Green Ext Time (p_c), s 0.0 14.8 0.0 1.5 5.9 9.9 0.0 0.2 Intersection Summary HCM 2010 Ctrl Delay 24.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 203: Hwy 111 & Desert Crossing Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 54 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 10 50 20 10 20 80 770 30 10 820 120 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 71 0 2 21 11 -3 84 811 19 11 863 73 Adj No. of Lanes 201111231131 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 221 0 99 58 61 52 166 2904 874 3 2807 874 Arrive On Green 0.06 0.00 0.06 0.03 0.03 0.00 0.05 0.57 0.55 0.00 0.55 0.55 Sat Flow, veh/h 3548 0 1583 1774 1863 1583 3442 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 71 0 2 21 11 -3 84 811 19 11 863 73 Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 1863 1583 1721 1695 1583 1774 1695 1583 Q Serve(g_s), s 1.0 0.0 0.1 0.6 0.3 0.0 1.3 4.3 0.3 0.1 4.8 1.1 Cycle Q Clear(g_c), s 1.0 0.0 0.1 0.6 0.3 0.0 1.3 4.3 0.3 0.1 4.8 1.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 221 0 99 58 61 52 166 2904 874 3 2807 874 V/C Ratio(X) 0.32 0.00 0.02 0.36 0.18 -0.06 0.51 0.28 0.02 3.26 0.31 0.08 Avail Cap(c_a), veh/h 2026 0 904 270 284 241 459 2904 874 203 2807 874 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.6 0.0 23.1 24.9 24.7 0.0 24.4 5.8 5.3 26.3 6.3 5.5 Incr Delay (d2), s/veh 0.3 0.0 0.0 1.4 0.5 0.0 0.9 0.2 0.0 1074.2 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67.7 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 0.0 0.0 0.3 0.2 0.0 0.6 2.0 0.1 1.7 2.3 0.5 LnGrp Delay(d),s/veh 23.9 0.0 23.2 26.3 25.2 0.0 25.3 6.0 5.4 1168.2 6.6 5.7 LnGrp LOS C C C C C A A F A A Approach Vol, veh/h 73 29 914 947 Approach Delay, s/veh 23.9 28.6 7.8 20.1 Approach LOS C C A C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 6.5 33.0 5.7 5.5 34.0 7.3 Change Period (Y+Rc), s 3.0 5.0 4.0 5.0 * 5 4.0 Max Green Setting (Gmax), s 8.0 28.0 8.0 7.0 * 29 30.0 Max Q Clear Time (g_c+I1), s 3.3 6.8 2.6 2.1 6.3 3.0 Green Ext Time (p_c), s 0.1 1.8 0.0 0.9 1.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 14.6 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 204: El Paseo/Town Center & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 56 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 740 70 40 760 170 60 60 30 220 50 10 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 42 779 0 42 800 172 63 63 -2 232 53 0 Adj No. of Lanes 231231220221 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 79 1836 536 8 1783 573 382 392 0 454 467 209 Arrive On Green 0.02 0.36 0.00 0.00 0.35 0.36 0.11 0.11 0.00 0.13 0.13 0.00 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3632 0 3442 3539 1583 Grp Volume(v), veh/h 42 779 0 42 800 172 63 61 0 232 53 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 0 1721 1770 1583 Q Serve(g_s), s 0.5 5.1 0.0 0.1 5.4 3.4 0.7 0.7 0.0 2.8 0.6 0.0 Cycle Q Clear(g_c), s 0.5 5.1 0.0 0.1 5.4 3.4 0.7 0.7 0.0 2.8 0.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 Lane Grp Cap(c), veh/h 79 1836 536 8 1783 573 382 392 0 454 467 209 V/C Ratio(X) 0.53 0.42 0.00 5.41 0.45 0.30 0.17 0.16 0.00 0.51 0.11 0.00 Avail Cap(c_a), veh/h 349 1836 536 388 1783 573 1242 1278 0 544 559 250 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 0.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 21.4 10.7 0.0 22.1 11.1 10.1 17.8 17.8 0.0 17.9 17.0 0.0 Incr Delay (d2), s/veh 2.0 0.7 0.0 2006.6 0.8 1.3 0.1 0.1 0.0 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.3 2.5 0.0 2.2 2.6 1.7 0.4 0.3 0.0 1.3 0.3 0.0 LnGrp Delay(d),s/veh 23.5 11.4 0.0 2028.7 11.9 11.5 17.9 17.9 0.0 18.2 17.0 0.0 LnGrp LOS C B F BBBB BB Approach Vol, veh/h 821 1014 124 285 Approach Delay, s/veh 12.0 95.4 17.9 18.0 Approach LOS B F B B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 5.6 20.0 9.9 5.0 20.5 8.9 Change Period (Y+Rc), s 4.5 * 5 5.0 3.0 4.5 5.0 Max Green Setting (Gmax), s 6.0 * 15 6.0 5.5 16.0 15.0 Max Q Clear Time (g_c+I1), s 2.1 7.1 4.8 2.5 7.4 2.7 Green Ext Time (p_c), s 0.1 1.1 0.2 0.0 1.6 0.2 Intersection Summary HCM 2010 Ctrl Delay 50.8 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 205: Plaza & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 58 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 690 70 150 760 50 40 20 90 20 20 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 42 726 58 158 800 31 42 21 18 21 21 8 Adj No. of Lanes 230131110111 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 47 1209 96 220 2026 631 382 90 77 440 282 146 Arrive On Green 0.01 0.25 0.25 0.12 0.40 0.40 0.10 0.10 0.12 0.15 0.15 0.08 Sat Flow, veh/h 3442 4804 382 1774 5085 1583 1375 927 795 1363 1863 1583 Grp Volume(v), veh/h 42 511 273 158 800 31 42 0 39 21 21 8 Grp Sat Flow(s),veh/h/ln 1721 1695 1795 1774 1695 1583 1375 0 1722 1363 1863 1583 Q Serve(g_s), s 0.3 3.7 3.7 2.4 3.1 0.3 0.8 0.0 0.6 0.4 0.3 0.1 Cycle Q Clear(g_c), s 0.3 3.7 3.7 2.4 3.1 0.3 1.1 0.0 0.6 0.9 0.3 0.1 Prop In Lane 1.00 0.21 1.00 1.00 1.00 0.46 1.00 1.00 Lane Grp Cap(c), veh/h 47 853 452 220 2026 631 382 0 167 440 282 146 V/C Ratio(X) 0.90 0.60 0.60 0.72 0.39 0.05 0.11 0.00 0.23 0.05 0.07 0.05 Avail Cap(c_a), veh/h 751 3392 1796 1226 7493 2333 999 0 940 1027 1084 828 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 13.5 9.1 9.1 11.6 5.9 5.1 11.8 0.0 11.4 10.5 10.0 11.4 Incr Delay (d2), s/veh 19.8 0.3 0.5 1.7 0.0 0.0 0.0 0.0 0.3 0.0 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.3 1.7 1.9 1.2 1.4 0.1 0.3 0.0 0.3 0.1 0.1 0.1 LnGrp Delay(d),s/veh 33.3 9.3 9.6 13.2 5.9 5.1 11.9 0.0 11.6 10.6 10.1 11.4 LnGrp LOS C AABAAB BBBB Approach Vol, veh/h 826 989 81 50 Approach Delay, s/veh 10.6 7.1 11.7 10.5 Approach LOS BABB Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 8.4 10.9 8.2 4.4 15.0 8.2 Change Period (Y+Rc), s 4.0 * 4 5.0 3.0 4.0 * 5 Max Green Setting (Gmax), s 20.0 * 28 15.0 7.0 40.5 * 16 Max Q Clear Time (g_c+I1), s 4.4 5.7 2.9 2.3 5.1 3.1 Green Ext Time (p_c), s 1.9 1.2 0.4 0.0 2.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 8.9 HCM 2010 LOS A Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 206: Hwy 74/Monterey & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 60 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 600 110 240 650 170 200 400 210 210 470 110 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 84 632 47 253 684 82 211 421 75 221 495 28 Adj No. of Lanes 231231221221 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 167 2027 613 334 2329 708 285 814 347 297 827 352 Arrive On Green 0.05 0.40 0.39 0.10 0.46 0.45 0.08 0.23 0.22 0.09 0.23 0.22 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 84 632 47 253 684 82 211 421 75 221 495 28 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 2.2 7.7 1.2 6.5 7.6 2.7 5.4 9.4 2.6 5.7 11.3 1.3 Cycle Q Clear(g_c), s 2.2 7.7 1.2 6.5 7.6 2.7 5.4 9.4 2.6 5.7 11.3 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 167 2027 613 334 2329 708 285 814 347 297 827 352 V/C Ratio(X) 0.50 0.31 0.08 0.76 0.29 0.12 0.74 0.52 0.22 0.74 0.60 0.08 Avail Cap(c_a), veh/h 221 2027 613 419 2329 708 343 1097 473 381 1136 491 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.9 18.7 8.6 39.8 15.3 14.6 40.5 30.4 15.6 40.3 30.8 27.8 Incr Delay (d2), s/veh 0.9 0.4 0.2 4.4 0.3 0.3 5.1 0.2 0.1 3.9 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.0 3.6 0.7 3.3 3.6 1.2 2.8 4.6 1.4 2.9 5.5 0.6 LnGrp Delay(d),s/veh 42.8 19.1 8.9 44.2 15.7 14.9 45.5 30.6 15.7 44.2 31.1 27.8 LnGrp LOS D B A D B B D C B D C C Approach Vol, veh/h 763 1019 707 744 Approach Delay, s/veh 21.0 22.7 33.5 34.9 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.8 40.0 11.5 25.1 8.4 45.4 11.8 24.8 Change Period (Y+Rc), s 5.0 * 5 4.0 5.0 4.0 5.0 4.0 5.0 Max Green Setting (Gmax), s 11.0 * 35 9.0 28.0 5.8 40.2 10.0 27.0 Max Q Clear Time (g_c+I1), s 8.5 9.7 7.4 13.3 4.2 9.6 7.7 11.4 Green Ext Time (p_c), s 0.3 1.3 0.1 6.8 0.0 2.3 0.2 7.1 Intersection Summary HCM 2010 Ctrl Delay 27.5 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 207: San Pablo & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 62 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 50 780 50 40 960 120 50 70 30 90 90 100 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 53 821 35 42 1011 115 53 74 3 95 95 0 Adj No. of Lanes 231230110111 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 94 2874 895 114 2506 285 70 176 7 111 227 193 Arrive On Green 0.03 0.57 0.57 0.03 0.54 0.52 0.04 0.10 0.08 0.06 0.12 0.00 Sat Flow, veh/h 3442 5085 1583 3442 4634 526 1774 1778 72 1774 1863 1583 Grp Volume(v), veh/h 53 821 35 42 739 387 53 0 77 95 95 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1770 1774 0 1850 1774 1863 1583 Q Serve(g_s), s 1.0 5.6 0.7 0.8 8.5 8.6 2.0 0.0 2.6 3.5 3.1 0.0 Cycle Q Clear(g_c), s 1.0 5.6 0.7 0.8 8.5 8.6 2.0 0.0 2.6 3.5 3.1 0.0 Prop In Lane 1.00 1.00 1.00 0.30 1.00 0.04 1.00 1.00 Lane Grp Cap(c), veh/h 94 2874 895 114 1834 957 70 0 183 111 227 193 V/C Ratio(X) 0.57 0.29 0.04 0.37 0.40 0.40 0.76 0.00 0.42 0.85 0.42 0.00 Avail Cap(c_a), veh/h 310 2874 895 310 1834 957 240 0 500 373 644 547 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.0 7.5 6.4 31.5 9.0 9.1 31.7 0.0 28.2 30.9 27.0 0.0 Incr Delay (d2), s/veh 2.0 0.3 0.1 0.7 0.7 1.3 6.1 0.0 0.6 6.8 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 2.7 0.3 0.4 4.1 4.5 1.1 0.0 1.4 1.9 1.6 0.0 LnGrp Delay(d),s/veh 34.0 7.8 6.5 32.2 9.6 10.4 37.8 0.0 28.8 37.7 27.5 0.0 LnGrp LOS C A A C A B D C D C Approach Vol, veh/h 909 1168 130 190 Approach Delay, s/veh 9.2 10.7 32.5 32.6 Approach LOS A B C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 6.2 41.6 8.2 10.6 7.8 40.0 6.6 12.1 Change Period (Y+Rc), s 3.5 5.5 3.5 5.0 5.5 * 5.5 3.5 5.0 Max Green Setting (Gmax), s 6.5 34.5 14.5 17.0 6.5 * 35 9.5 22.0 Max Q Clear Time (g_c+I1), s 2.8 7.6 5.5 4.6 3.0 10.6 4.0 5.1 Green Ext Time (p_c), s 0.0 1.8 0.1 1.1 0.0 1.9 0.0 1.3 Intersection Summary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 208: San Luis Rey & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 64 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 720 70 80 1060 90 60 30 60 40 50 50 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 42 758 62 84 1116 92 63 32 5 42 53 14 Adj No. of Lanes 130130110011 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 45 2630 214 131 2936 242 255 239 37 166 170 189 Arrive On Green 0.03 0.55 0.53 0.07 0.61 0.60 0.15 0.15 0.12 0.15 0.15 0.12 Sat Flow, veh/h 1774 4794 390 1774 4789 394 1329 1573 246 545 1119 1583 Grp Volume(v), veh/h 42 535 285 84 790 418 63 0 37 95 0 14 Grp Sat Flow(s),veh/h/ln 1774 1695 1794 1774 1695 1793 1329 0 1819 1664 0 1583 Q Serve(g_s), s 1.5 5.2 5.3 2.9 7.3 7.3 2.8 0.0 1.1 0.8 0.0 0.5 Cycle Q Clear(g_c), s 1.5 5.2 5.3 2.9 7.3 7.3 5.7 0.0 1.1 2.9 0.0 0.5 Prop In Lane 1.00 0.22 1.00 0.22 1.00 0.14 0.44 1.00 Lane Grp Cap(c), veh/h 45 1860 984 131 2078 1099 255 0 276 336 0 189 V/C Ratio(X) 0.93 0.29 0.29 0.64 0.38 0.38 0.25 0.00 0.13 0.28 0.00 0.07 Avail Cap(c_a), veh/h 258 1860 984 372 2078 1099 482 0 587 610 0 460 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 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.2 7.5 7.6 27.9 6.1 6.1 26.1 0.0 22.9 23.5 0.0 24.2 Incr Delay (d2), s/veh 24.5 0.4 0.7 2.0 0.5 1.0 0.2 0.0 0.1 0.2 0.0 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.0 2.6 2.8 1.5 3.4 3.9 1.0 0.0 0.6 1.5 0.0 0.2 LnGrp Delay(d),s/veh 54.6 7.9 8.3 29.9 6.6 7.1 26.3 0.0 23.0 23.7 0.0 24.3 LnGrp LOS D A A C A A C C C C Approach Vol, veh/h 862 1292 100 109 Approach Delay, s/veh 10.3 8.3 25.0 23.8 Approach LOS B A C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.6 38.0 13.4 6.6 42.0 13.4 Change Period (Y+Rc), s 5.0 * 5 5.0 4.0 5.0 5.0 Max Green Setting (Gmax), s 14.0 * 33 19.0 10.0 37.0 19.0 Max Q Clear Time (g_c+I1), s 4.9 7.3 4.9 3.5 9.3 7.7 Green Ext Time (p_c), s 1.9 1.3 1.1 0.0 2.3 1.0 Intersection Summary HCM 2010 Ctrl Delay 10.4 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 209: Portola & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 66 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 90 580 130 130 960 80 190 300 60 70 470 120 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 95 611 64 137 1011 37 200 316 48 74 495 109 Adj No. of Lanes 231231220220 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 153 1665 519 732 2551 794 263 829 125 131 664 146 Arrive On Green 0.04 0.33 0.33 0.21 0.50 0.50 0.08 0.27 0.26 0.04 0.23 0.22 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3086 464 3442 2888 633 Grp Volume(v), veh/h 95 611 64 137 1011 37 200 180 184 74 302 302 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1781 1721 1770 1751 Q Serve(g_s), s 3.3 11.0 2.5 3.9 14.8 1.4 6.8 9.9 10.1 2.5 19.0 19.3 Cycle Q Clear(g_c), s 3.3 11.0 2.5 3.9 14.8 1.4 6.8 9.9 10.1 2.5 19.0 19.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.36 Lane Grp Cap(c), veh/h 153 1665 519 732 2551 794 263 475 478 131 407 403 V/C Ratio(X) 0.62 0.37 0.12 0.19 0.40 0.05 0.76 0.38 0.39 0.56 0.74 0.75 Avail Cap(c_a), veh/h 258 1665 519 732 2551 794 459 649 653 229 531 525 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) 0.97 0.97 0.97 0.95 0.95 0.95 0.96 0.96 0.96 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.4 30.8 15.0 38.7 18.6 15.3 54.3 35.7 35.9 56.7 42.9 43.2 Incr Delay (d2), s/veh 1.5 0.6 0.5 0.0 0.4 0.1 1.6 0.2 0.2 1.4 2.6 2.8 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(0%),veh/ln 1.6 5.2 1.1 1.9 7.0 0.6 3.3 4.9 5.0 1.2 9.6 9.6 LnGrp Delay(d),s/veh 57.9 31.5 15.5 38.8 19.0 15.4 56.0 35.9 36.1 58.1 45.5 46.0 LnGrp LOS E C B D B B E D D E D D Approach Vol, veh/h 770 1185 564 678 Approach Delay, s/veh 33.4 21.2 43.1 47.1 Approach LOS CCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 31.2 43.0 14.2 31.6 10.3 63.9 9.6 36.2 Change Period (Y+Rc), s 5.7 * 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 11.0 * 37 16.0 35.0 9.0 39.3 8.0 43.0 Max Q Clear Time (g_c+I1), s 5.9 13.0 8.8 21.3 5.3 16.8 4.5 12.1 Green Ext Time (p_c), s 0.9 2.4 0.4 5.3 0.1 4.5 0.0 7.4 Intersection Summary HCM 2010 Ctrl Delay 33.5 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 210: El Paseo/Cabrillo & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 68 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 10 660 10 210 1100 20 30 10 200 30 30 30 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 11 695 10 221 1158 20 32 11 79 32 32 1 Adj No. of Lanes 130230112121 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 4 2739 39 293 3049 53 313 226 277 309 429 192 Arrive On Green 0.00 0.53 0.51 0.09 0.59 0.57 0.12 0.12 0.10 0.12 0.12 0.12 Sat Flow, veh/h 1774 5166 74 3442 5148 89 1370 1863 2787 1301 3539 1583 Grp Volume(v), veh/h 11 456 249 221 762 416 32 11 79 32 32 1 Grp Sat Flow(s),veh/h/ln 1774 1695 1850 1721 1695 1847 1370 1863 1393 1301 1770 1583 Q Serve(g_s), s 0.1 3.3 3.3 2.9 5.4 5.4 1.0 0.2 1.2 1.0 0.4 0.0 Cycle Q Clear(g_c), s 0.1 3.3 3.3 2.9 5.4 5.4 1.3 0.2 1.2 1.3 0.4 0.0 Prop In Lane 1.00 0.04 1.00 0.05 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 4 1798 981 293 2008 1094 313 226 277 309 429 192 V/C Ratio(X) 2.83 0.25 0.25 0.75 0.38 0.38 0.10 0.05 0.29 0.10 0.07 0.01 Avail Cap(c_a), veh/h 195 1798 981 755 2008 1094 988 1144 1650 950 2173 972 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 22.8 5.8 5.8 20.4 4.9 4.9 18.4 17.7 19.0 18.3 17.8 17.6 Incr Delay (d2), s/veh 876.1 0.3 0.6 1.5 0.5 1.0 0.1 0.0 0.2 0.1 0.0 0.0 Initial Q Delay(d3),s/veh 86.4 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.6 1.6 1.8 1.4 2.6 3.0 0.4 0.1 0.5 0.4 0.2 0.0 LnGrp Delay(d),s/veh 985.3 6.2 6.5 21.9 5.4 5.9 18.4 17.7 19.2 18.3 17.8 17.6 LnGrp LOS F A A C AABBBBBB Approach Vol, veh/h 716 1399 122 65 Approach Delay, s/veh 21.3 8.2 18.9 18.0 Approach LOS C A B B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 7.9 28.2 9.5 5.1 31.0 9.5 Change Period (Y+Rc), s 3.0 5.0 5.0 5.0 * 5 5.0 Max Green Setting (Gmax), s 11.0 21.0 27.0 6.0 * 26 27.0 Max Q Clear Time (g_c+I1), s 4.9 5.3 3.3 2.1 7.4 3.3 Green Ext Time (p_c), s 0.3 1.1 0.8 0.0 1.9 0.8 Intersection Summary HCM 2010 Ctrl Delay 13.1 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 211: Deep Canyon & Hwy 111 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 70 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 90 740 20 70 1170 180 40 200 70 150 170 170 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 95 779 8 74 1232 76 42 211 26 158 179 50 Adj No. of Lanes 131131120120 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 110 2138 614 67 2175 624 59 492 60 189 627 170 Arrive On Green 0.06 0.42 0.39 0.04 0.43 0.40 0.03 0.16 0.14 0.11 0.23 0.21 Sat Flow, veh/h 1774 5085 1577 1774 5085 1573 1774 3173 386 1774 2748 746 Grp Volume(v), veh/h 95 779 8 74 1232 76 42 116 121 158 113 116 Grp Sat Flow(s),veh/h/ln 1774 1695 1577 1774 1695 1573 1774 1770 1790 1774 1770 1725 Q Serve(g_s), s 3.4 6.7 0.1 2.4 11.8 2.0 1.5 3.8 3.9 5.6 3.4 3.6 Cycle Q Clear(g_c), s 3.4 6.7 0.1 2.4 11.8 2.0 1.5 3.8 3.9 5.6 3.4 3.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 0.43 Lane Grp Cap(c), veh/h 110 2138 614 67 2175 624 59 275 278 189 404 394 V/C Ratio(X) 0.87 0.36 0.01 1.10 0.57 0.12 0.71 0.42 0.43 0.84 0.28 0.29 Avail Cap(c_a), veh/h 249 2138 614 221 2175 624 166 441 446 359 634 618 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.9 12.7 6.2 30.9 13.9 12.3 30.7 24.5 24.7 28.2 20.4 20.7 Incr Delay (d2), s/veh 7.6 0.5 0.0 61.6 1.1 0.4 5.8 0.4 0.4 3.8 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 1.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.9 3.2 0.1 2.3 5.7 0.9 0.8 1.9 2.0 3.0 1.7 1.7 LnGrp Delay(d),s/veh 37.5 13.2 6.2 93.5 15.0 12.7 36.5 24.9 25.1 31.9 20.6 20.8 LnGrp LOS D B A F B B DCCCCC Approach Vol, veh/h 882 1382 279 387 Approach Delay, s/veh 15.8 19.0 26.7 25.3 Approach LOS B B C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 8.4 31.0 6.1 18.7 8.0 31.5 10.8 14.0 Change Period (Y+Rc), s 5.5 * 5.5 3.5 5.0 3.5 5.5 3.5 5.0 Max Green Setting (Gmax), s 8.5 * 26 6.5 22.0 9.5 24.5 13.5 15.0 Max Q Clear Time (g_c+I1), s 4.4 8.7 3.5 5.6 5.4 13.8 7.6 5.9 Green Ext Time (p_c), s 0.1 1.4 0.0 3.5 0.1 2.5 0.2 2.5 Intersection Summary HCM 2010 Ctrl Delay 19.6 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 213: Portola & El Paseo Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 72 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 100 40 150 50 10 60 530 110 40 570 60 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 32 105 6 158 53 4 63 558 63 42 600 58 Adj No. of Lanes 120120121120 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 60 258 15 138 399 30 93 1749 782 73 1574 152 Arrive On Green 0.03 0.08 0.08 0.08 0.12 0.12 0.05 0.49 0.49 0.04 0.48 0.48 Sat Flow, veh/h 1774 3405 193 1774 3339 249 1774 3539 1583 1774 3262 315 Grp Volume(v), veh/h 32 54 57 158 28 29 63 558 63 42 325 333 Grp Sat Flow(s),veh/h/ln 1774 1770 1829 1774 1770 1819 1774 1770 1583 1774 1770 1807 Q Serve(g_s), s 1.1 1.9 1.9 5.0 0.9 0.9 2.2 6.1 1.3 1.5 7.5 7.5 Cycle Q Clear(g_c), s 1.1 1.9 1.9 5.0 0.9 0.9 2.2 6.1 1.3 1.5 7.5 7.5 Prop In Lane 1.00 0.11 1.00 0.14 1.00 1.00 1.00 0.17 Lane Grp Cap(c), veh/h 60 134 138 138 212 218 93 1749 782 73 854 872 V/C Ratio(X) 0.53 0.40 0.41 1.14 0.13 0.13 0.68 0.32 0.08 0.58 0.38 0.38 Avail Cap(c_a), veh/h 138 744 769 138 744 764 138 1749 782 138 854 872 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.5 28.3 28.3 29.6 25.3 25.3 29.9 9.8 8.6 30.3 10.5 10.5 Incr Delay (d2), s/veh 7.1 2.0 1.9 120.5 0.3 0.3 8.2 0.5 0.2 7.0 1.3 1.3 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(0%),veh/ln 0.7 1.0 1.0 7.0 0.5 0.5 1.3 3.1 0.6 0.9 3.9 4.0 LnGrp Delay(d),s/veh 37.7 30.3 30.3 150.2 25.6 25.6 38.1 10.2 8.8 37.3 11.8 11.8 LnGrp LOS D C C F C C D B A D B B Approach Vol, veh/h 143 215 684 700 Approach Delay, s/veh 31.9 117.1 12.7 13.3 Approach LOS C F B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 7.2 12.7 8.4 36.0 10.0 9.9 7.6 36.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 5.0 27.0 5.0 31.0 5.0 27.0 5.0 31.0 Max Q Clear Time (g_c+I1), s 3.1 2.9 4.2 9.5 7.0 3.9 3.5 8.1 Green Ext Time (p_c), s 0.0 0.4 0.0 4.4 0.0 0.4 0.0 4.5 Intersection Summary HCM 2010 Ctrl Delay 27.4 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 215: Hovley Ln East & Oasis Club Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 74 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 80 440 1040 260 160 70 Number 7 4 8 18 1 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 84 463 1095 167 168 12 Adj No. of Lanes 122111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 156 1736 1229 550 211 189 Arrive On Green 0.09 0.49 0.35 0.35 0.12 0.12 Sat Flow, veh/h 1774 3632 3632 1583 1774 1583 Grp Volume(v), veh/h 84 463 1095 167 168 12 Grp Sat Flow(s),veh/h/ln 1774 1770 1770 1583 1774 1583 Q Serve(g_s), s 4.1 6.9 26.3 6.9 8.3 0.6 Cycle Q Clear(g_c), s 4.1 6.9 26.3 6.9 8.3 0.6 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 156 1736 1229 550 211 189 V/C Ratio(X) 0.54 0.27 0.89 0.30 0.79 0.06 Avail Cap(c_a), veh/h 177 2124 1573 704 513 457 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.99 0.99 Uniform Delay (d), s/veh 39.3 13.4 27.8 21.4 38.6 35.2 Incr Delay (d2), s/veh 1.1 0.0 4.8 0.1 25.5 0.6 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 2.1 3.4 13.6 3.0 5.6 0.6 LnGrp Delay(d),s/veh 40.4 13.5 32.6 21.6 64.1 35.8 LnGrp LOS D B C C E D Approach Vol, veh/h 547 1262 180 Approach Delay, s/veh 17.6 31.1 62.2 Approach LOS B C E Timer 12345678 Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 49.1 15.7 12.9 36.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 54.0 26.0 9.0 40.0 Max Q Clear Time (g_c+I1), s 8.9 10.3 6.1 28.3 Green Ext Time (p_c), s 3.4 0.4 0.0 2.9 Intersection Summary HCM 2010 Ctrl Delay 30.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 282: Monterey Avenue & I-10 EB Off-ramp Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 76 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 10 950 00005802101601020 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 0 1863 1863 1863 1863 0 Adj Flow Rate, veh/h 25 0 889 0 611 0 168 1074 0 Adj No. of Lanes 1 0 2 031220 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 543 0 969 0 2601 810 227 2162 0 Arrive On Green 0.31 0.00 0.31 0.00 0.17 0.00 0.07 0.61 0.00 Sat Flow, veh/h 1774 0 3167 0 5253 1583 3442 3632 0 Grp Volume(v), veh/h 25 0 889 0 611 0 168 1074 0 Grp Sat Flow(s),veh/h/ln 1774 0 1583 0 1695 1583 1721 1770 0 Q Serve(g_s), s 1.2 0.0 32.5 0.0 12.5 0.0 5.8 20.3 0.0 Cycle Q Clear(g_c), s 1.2 0.0 32.5 0.0 12.5 0.0 5.8 20.3 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 543 0 969 0 2601 810 227 2162 0 V/C Ratio(X) 0.05 0.00 0.92 0.00 0.23 0.00 0.74 0.50 0.00 Avail Cap(c_a), veh/h 857 0 1531 0 2601 810 315 2162 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.95 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 29.3 0.0 40.2 0.0 29.6 0.0 55.0 13.1 0.0 Incr Delay (d2), s/veh 0.0 0.0 4.3 0.0 0.2 0.0 5.7 0.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.6 0.0 14.8 0.0 5.9 0.0 2.9 10.1 0.0 LnGrp Delay(d),s/veh 29.3 0.0 44.4 0.0 29.8 0.0 60.7 13.9 0.0 LnGrp LOS C D C E B Approach Vol, veh/h 914 611 1242 Approach Delay, s/veh 44.0 29.8 20.2 Approach LOS D C C Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.9 66.4 41.7 78.3 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 37.0 58.0 52.0 Max Q Clear Time (g_c+I1), s 7.8 14.5 34.5 22.3 Green Ext Time (p_c), s 0.2 6.8 2.2 7.2 Intersection Summary HCM 2010 Ctrl Delay 30.2 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary Palm Desert 1220: Monterey & Fred Waring Drive Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 78 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 260 30 330 670 230 70 410 110 200 710 150 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 105 274 15 347 705 0 74 432 92 211 747 79 Adj No. of Lanes 230231230231 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 212 725 39 533 1223 381 678 2027 419 322 1920 597 Arrive On Green 0.06 0.15 0.15 0.15 0.24 0.00 0.20 0.48 0.48 0.09 0.38 0.38 Sat Flow, veh/h 3442 4924 265 3442 5085 1583 3442 4214 871 3442 5085 1582 Grp Volume(v), veh/h 105 187 102 347 705 0 74 345 179 211 747 79 Grp Sat Flow(s),veh/h/ln 1721 1695 1799 1721 1695 1583 1721 1695 1694 1721 1695 1582 Q Serve(g_s), s 3.5 6.0 6.1 11.4 14.7 0.0 2.1 7.1 7.4 7.1 12.9 3.9 Cycle Q Clear(g_c), s 3.5 6.0 6.1 11.4 14.7 0.0 2.1 7.1 7.4 7.1 12.9 3.9 Prop In Lane 1.00 0.15 1.00 1.00 1.00 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 212 500 265 533 1223 381 678 1630 815 322 1920 597 V/C Ratio(X) 0.49 0.38 0.38 0.65 0.58 0.00 0.11 0.21 0.22 0.66 0.39 0.13 Avail Cap(c_a), veh/h 295 800 424 668 1750 545 678 1630 815 439 1920 597 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) 0.86 0.86 0.86 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.5 46.2 46.2 47.7 40.2 0.0 39.5 18.0 18.1 52.5 27.3 24.5 Incr Delay (d2), s/veh 0.6 0.1 0.3 0.7 0.2 0.0 0.0 0.3 0.6 0.8 0.6 0.5 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(0%),veh/ln 1.7 2.8 3.1 5.5 6.9 0.0 1.0 3.4 3.6 3.4 6.1 1.8 LnGrp Delay(d),s/veh 55.1 46.3 46.5 48.4 40.3 0.0 39.6 18.3 18.7 53.4 27.8 24.9 LnGrp LOS E DDDD DBBDCC Approach Vol, veh/h 394 1052 598 1037 Approach Delay, s/veh 48.7 43.0 21.0 32.8 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.1 32.6 27.3 49.0 22.3 21.4 14.9 61.4 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 8.3 39.3 6.3 43.3 21.3 26.3 13.3 36.3 Max Q Clear Time (g_c+I1), s 5.5 16.7 4.1 14.9 13.4 8.1 9.1 9.4 Green Ext Time (p_c), s 0.0 5.2 0.1 5.0 3.2 1.5 0.1 3.4 Intersection Summary HCM 2010 Ctrl Delay 36.0 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 3: Cook & Hovley Ln East Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 2 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 200 370 90 170 350 120 100 870 330 130 630 170 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 211 389 70 179 368 30 105 916 194 137 663 59 Adj No. of Lanes 120221230230 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 269 518 92 446 532 238 429 1574 332 429 1779 157 Arrive On Green 0.15 0.17 0.16 0.13 0.15 0.15 0.12 0.37 0.37 0.12 0.37 0.37 Sat Flow, veh/h 1774 3002 536 3442 3539 1583 3442 4208 888 3442 4758 420 Grp Volume(v), veh/h 211 228 231 179 368 30 105 737 373 137 471 251 Grp Sat Flow(s),veh/h/ln 1774 1770 1768 1721 1770 1583 1721 1695 1706 1721 1695 1789 Q Serve(g_s), s 9.2 9.8 10.0 3.8 7.9 0.9 2.2 14.0 14.0 2.9 8.1 8.2 Cycle Q Clear(g_c), s 9.2 9.8 10.0 3.8 7.9 0.9 2.2 14.0 14.0 2.9 8.1 8.2 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.52 1.00 0.24 Lane Grp Cap(c), veh/h 269 305 305 446 532 238 429 1268 638 429 1268 669 V/C Ratio(X) 0.78 0.75 0.76 0.40 0.69 0.13 0.24 0.58 0.58 0.32 0.37 0.38 Avail Cap(c_a), veh/h 310 750 749 446 1323 592 429 1268 638 429 1268 669 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.8 31.5 31.7 32.1 32.3 14.7 31.7 20.1 20.1 32.0 18.3 18.3 Incr Delay (d2), s/veh 9.2 1.4 1.5 0.2 0.6 0.1 0.1 2.0 3.9 0.2 0.8 1.6 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(-26165%),veh/ln 5.2 4.9 5.0 1.8 3.9 0.6 1.1 6.8 7.3 1.4 3.9 4.3 LnGrp Delay(d),s/veh 42.0 32.9 33.2 32.3 32.9 14.8 31.8 22.0 24.0 32.2 19.1 19.9 LnGrp LOS DCCCCBCCCCBB Approach Vol, veh/h 670 577 1215 859 Approach Delay, s/veh 35.9 31.8 23.5 21.4 Approach LOS DCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 34.0 16.2 16.1 14.0 34.0 14.4 17.8 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 9.0 28.3 13.0 29.0 9.0 28.3 9.0 33.0 Max Q Clear Time (g_c+I1), s 4.2 10.2 11.2 9.9 4.9 16.0 5.8 12.0 Green Ext Time (p_c), s 0.2 1.5 0.1 1.2 0.2 2.4 0.5 0.9 Intersection Summary HCM 2010 Ctrl Delay 26.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 7: Portola & Hovley Ln East Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 4 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 290 250 730 380 290 800 Number 3 18 2 12 1 6 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 305 28 768 220 305 842 Adj No. of Lanes 212112 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 403 186 1844 825 346 2731 Arrive On Green 0.12 0.12 0.52 0.52 0.20 0.77 Sat Flow, veh/h 3442 1583 3632 1583 1774 3632 Grp Volume(v), veh/h 305 28 768 220 305 842 Grp Sat Flow(s),veh/h/ln 1721 1583 1770 1583 1774 1770 Q Serve(g_s), s 7.7 1.4 11.9 7.0 15.0 6.4 Cycle Q Clear(g_c), s 7.7 1.4 11.9 7.0 15.0 6.4 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 403 186 1844 825 346 2731 V/C Ratio(X) 0.76 0.15 0.42 0.27 0.88 0.31 Avail Cap(c_a), veh/h 841 387 1844 825 493 2731 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 35.7 13.2 12.0 35.2 3.1 Incr Delay (d2), s/veh 1.1 0.1 0.7 0.8 9.8 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.7 0.6 5.9 3.2 8.3 3.2 LnGrp Delay(d),s/veh 39.6 35.8 13.9 12.8 45.0 3.4 LnGrp LOS D D B B D A Approach Vol, veh/h 333 988 1147 Approach Delay, s/veh 39.3 13.6 14.4 Approach LOS D B B Timer 12345678 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 22.6 51.9 74.4 15.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 25.0 28.0 58.0 22.0 Max Q Clear Time (g_c+I1), s 17.0 13.9 8.4 9.7 Green Ext Time (p_c), s 0.5 3.2 3.6 0.8 Intersection Summary HCM 2010 Ctrl Delay 17.5 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 10: Cook & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 140 870 170 130 850 180 200 880 250 200 750 100 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 147 916 41 137 895 78 211 926 177 211 789 40 Adj No. of Lanes 230230230231 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 278 1083 48 277 1033 90 281 1883 359 281 2232 695 Arrive On Green 0.08 0.22 0.22 0.08 0.22 0.22 0.08 0.44 0.44 0.08 0.44 0.44 Sat Flow, veh/h 3442 4991 223 3442 4766 414 3442 4291 817 3442 5085 1583 Grp Volume(v), veh/h 147 622 335 137 636 337 211 731 372 211 789 40 Grp Sat Flow(s),veh/h/ln 1721 1695 1823 1721 1695 1790 1721 1695 1719 1721 1695 1583 Q Serve(g_s), s 4.5 19.3 19.4 4.2 19.9 20.0 6.6 17.0 17.1 6.6 11.3 1.1 Cycle Q Clear(g_c), s 4.5 19.3 19.4 4.2 19.9 20.0 6.6 17.0 17.1 6.6 11.3 1.1 Prop In Lane 1.00 0.12 1.00 0.23 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 278 736 396 277 735 388 281 1488 754 281 2232 695 V/C Ratio(X) 0.53 0.85 0.85 0.49 0.87 0.87 0.75 0.49 0.49 0.75 0.35 0.06 Avail Cap(c_a), veh/h 282 986 530 282 986 521 344 1488 754 344 2232 695 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 1.00 1.00 1.00 0.69 0.69 0.69 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.5 41.3 41.3 48.4 41.5 41.6 49.4 22.1 22.1 49.4 20.5 8.6 Incr Delay (d2), s/veh 0.9 4.0 7.4 0.5 5.0 9.4 3.7 0.8 1.6 5.3 0.4 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.2 9.5 10.6 2.0 9.8 10.8 3.3 8.1 8.4 3.3 5.4 0.5 LnGrp Delay(d),s/veh 49.4 45.3 48.7 48.9 46.6 50.9 53.1 22.9 23.7 54.7 20.9 8.7 LnGrp LOS DDDDDDDCCDCA Approach Vol, veh/h 1104 1110 1314 1040 Approach Delay, s/veh 46.9 48.2 28.0 27.3 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 28.9 14.0 53.3 13.9 28.8 14.0 53.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 32.0 11.0 38.0 9.0 32.0 11.0 38.0 Max Q Clear Time (g_c+I1), s 6.2 21.4 8.6 13.3 6.5 22.0 8.6 19.1 Green Ext Time (p_c), s 0.1 2.1 0.1 5.3 0.9 1.8 0.1 5.0 Intersection Summary HCM 2010 Ctrl Delay 37.3 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 15: Washington & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 770 680 190 40 610 190 230 1200 50 200 1060 670 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 811 716 154 42 642 37 242 1263 51 211 1116 0 Adj No. of Lanes 230121230231 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 718 1786 380 148 1062 475 315 1377 56 287 1354 422 Arrive On Green 0.21 0.43 0.42 0.08 0.30 0.30 0.09 0.27 0.27 0.08 0.27 0.00 Sat Flow, veh/h 3442 4202 894 1774 3539 1583 3442 5015 202 3442 5085 1583 Grp Volume(v), veh/h 811 576 294 42 642 37 242 854 460 211 1116 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1705 1774 1770 1583 1721 1695 1827 1721 1695 1583 Q Serve(g_s), s 25.0 14.1 14.4 2.7 18.6 2.0 8.2 29.3 29.3 7.2 24.8 0.0 Cycle Q Clear(g_c), s 25.0 14.1 14.4 2.7 18.6 2.0 8.2 29.3 29.3 7.2 24.8 0.0 Prop In Lane 1.00 0.52 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 718 1441 725 148 1062 475 315 931 502 287 1354 422 V/C Ratio(X) 1.13 0.40 0.41 0.28 0.60 0.08 0.77 0.92 0.92 0.74 0.82 0.00 Avail Cap(c_a), veh/h 718 1441 725 148 1062 475 315 932 502 287 1356 422 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.5 23.9 24.2 51.6 35.9 30.1 53.2 42.2 42.3 53.7 41.4 0.0 Incr Delay (d2), s/veh 75.1 0.8 1.7 0.4 2.6 0.3 9.8 13.3 21.4 8.4 4.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 19.4 6.7 7.1 1.3 9.5 0.9 4.4 15.5 17.8 3.8 12.1 0.0 LnGrp Delay(d),s/veh 122.5 24.7 25.9 52.0 38.5 30.4 63.1 55.5 63.6 62.1 45.4 0.0 LnGrp LOS F CCDDC EEEED Approach Vol, veh/h 1681 721 1556 1327 Approach Delay, s/veh 72.1 38.8 59.1 48.0 Approach LOS E D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 37.0 14.0 55.0 15.0 36.0 29.0 40.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 32.0 9.0 50.0 10.0 31.0 24.0 35.0 Max Q Clear Time (g_c+I1), s 9.2 31.3 4.7 16.4 10.2 26.8 27.0 20.6 Green Ext Time (p_c), s 0.0 0.6 1.4 16.8 0.0 3.1 0.0 7.5 Intersection Summary HCM 2010 Ctrl Delay 57.7 HCM 2010 LOS E HCM 2010 Signalized Intersection Summary Palm Desert 21: Portola & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 70 810 250 380 860 110 190 620 280 60 480 70 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 74 853 142 400 905 55 200 653 257 63 505 65 Adj No. of Lanes 130130120120 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 130 1079 179 398 1943 118 177 692 272 124 785 101 Arrive On Green 0.07 0.25 0.25 0.22 0.40 0.40 0.10 0.28 0.28 0.07 0.25 0.25 Sat Flow, veh/h 1774 4397 728 1774 4903 297 1774 2483 977 1774 3156 405 Grp Volume(v), veh/h 74 657 338 400 625 335 200 465 445 63 282 288 Grp Sat Flow(s),veh/h/ln 1774 1695 1734 1774 1695 1810 1774 1770 1690 1774 1770 1791 Q Serve(g_s), s 4.4 19.9 20.1 24.6 15.0 15.1 11.0 28.3 28.3 3.8 15.7 15.8 Cycle Q Clear(g_c), s 4.4 19.9 20.1 24.6 15.0 15.1 11.0 28.3 28.3 3.8 15.7 15.8 Prop In Lane 1.00 0.42 1.00 0.16 1.00 0.58 1.00 0.23 Lane Grp Cap(c), veh/h 130 832 426 398 1343 717 177 493 471 124 440 445 V/C Ratio(X) 0.57 0.79 0.79 1.01 0.47 0.47 1.13 0.94 0.94 0.51 0.64 0.65 Avail Cap(c_a), veh/h 161 832 426 398 1343 717 177 499 476 145 467 472 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.3 38.8 38.9 42.7 24.6 24.6 49.5 38.8 38.8 49.3 36.9 37.0 Incr Delay (d2), s/veh 1.5 7.5 14.2 46.7 1.2 2.2 105.9 26.2 27.1 1.2 2.0 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(-26165%),veh/ln 2.2 10.2 11.3 17.2 7.2 8.0 10.6 17.4 16.8 1.9 7.9 8.1 LnGrp Delay(d),s/veh 50.7 46.3 53.1 89.4 25.7 26.8 155.4 65.1 65.9 50.5 38.9 39.0 LnGrp LOS D D D F C C F E E D D D Approach Vol, veh/h 1069 1360 1110 633 Approach Delay, s/veh 48.8 44.7 81.7 40.1 Approach LOS D D F D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.1 48.6 16.0 32.4 29.6 32.0 12.7 35.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 11.0 29.0 23.0 27.0 9.0 31.0 Max Q Clear Time (g_c+I1), s 6.4 17.1 13.0 17.8 26.6 22.1 5.8 30.3 Green Ext Time (p_c), s 0.0 3.2 0.0 2.7 0.0 1.4 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 54.9 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 24: Eldorado & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1090 90 90 1000 60 50 140 80 40 150 40 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 42 1147 63 95 1053 38 53 147 37 42 158 11 Adj No. of Lanes 131131121121 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 484 2935 914 137 1942 605 116 290 130 145 347 155 Arrive On Green 0.27 0.58 0.58 0.08 0.38 0.38 0.07 0.08 0.08 0.08 0.10 0.10 Sat Flow, veh/h 1774 5085 1583 1774 5085 1583 1774 3539 1583 1774 3539 1583 Grp Volume(v), veh/h 42 1147 63 95 1053 38 53 147 37 42 158 11 Grp Sat Flow(s),veh/h/ln 1774 1695 1583 1774 1695 1583 1774 1770 1583 1774 1770 1583 Q Serve(g_s), s 1.9 13.5 1.9 5.7 17.8 1.2 3.2 4.4 2.4 2.4 4.6 0.4 Cycle Q Clear(g_c), s 1.9 13.5 1.9 5.7 17.8 1.2 3.2 4.4 2.4 2.4 4.6 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 484 2935 914 137 1942 605 116 290 130 145 347 155 V/C Ratio(X) 0.09 0.39 0.07 0.69 0.54 0.06 0.46 0.51 0.29 0.29 0.46 0.07 Avail Cap(c_a), veh/h 484 2935 914 194 1942 605 145 965 432 145 965 432 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.8 12.7 10.2 49.5 26.5 11.2 49.5 48.4 47.5 47.5 46.8 16.1 Incr Delay (d2), s/veh 0.0 0.4 0.1 2.3 1.1 0.2 1.0 0.5 0.4 0.4 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.9 6.4 0.9 2.9 8.5 0.6 1.6 2.2 1.1 1.2 2.3 0.2 LnGrp Delay(d),s/veh 29.8 13.1 10.4 51.8 27.6 11.4 50.5 48.9 47.9 47.9 47.2 16.1 LnGrp LOS C B B D C B DDDDDB Approach Vol, veh/h 1252 1186 237 211 Approach Delay, s/veh 13.5 29.0 49.1 45.7 Approach LOS B C D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 68.5 12.2 15.8 35.0 47.0 14.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 39.0 9.0 30.0 9.0 42.0 9.0 30.0 Max Q Clear Time (g_c+I1), s 7.7 15.5 5.2 6.6 3.9 19.8 4.4 6.4 Green Ext Time (p_c), s 0.0 3.4 0.0 0.8 0.9 2.9 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 25.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 31: Oasis Club/Tamarisk Row & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 1150 80 50 980 390 60 170 70 260 200 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 21 1211 79 53 1032 362 63 179 18 274 211 12 Adj No. of Lanes 130131120120 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 69 1818 119 312 2593 793 376 1024 102 390 1073 61 Arrive On Green 0.04 0.37 0.36 0.18 0.51 0.50 0.32 0.32 0.32 0.32 0.32 0.31 Sat Flow, veh/h 1774 4879 318 1774 5085 1583 1153 3252 324 1181 3406 193 Grp Volume(v), veh/h 21 841 449 53 1032 362 63 97 100 274 109 114 Grp Sat Flow(s),veh/h/ln 1774 1695 1807 1774 1695 1583 1153 1770 1806 1181 1770 1829 Q Serve(g_s), s 1.3 22.8 22.8 2.8 13.7 16.3 4.6 4.3 4.4 24.1 4.9 5.0 Cycle Q Clear(g_c), s 1.3 22.8 22.8 2.8 13.7 16.3 9.7 4.3 4.4 28.5 4.9 5.0 Prop In Lane 1.00 0.18 1.00 1.00 1.00 0.18 1.00 0.11 Lane Grp Cap(c), veh/h 69 1264 673 312 2593 793 376 557 569 390 557 576 V/C Ratio(X) 0.31 0.67 0.67 0.17 0.40 0.46 0.17 0.17 0.18 0.70 0.20 0.20 Avail Cap(c_a), veh/h 145 1264 673 312 2593 793 485 724 739 501 724 748 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 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.4 28.8 28.9 38.5 16.6 17.8 31.1 27.3 27.3 37.7 27.5 27.6 Incr Delay (d2), s/veh 0.9 2.8 5.2 0.1 0.5 1.9 0.1 0.1 0.1 1.8 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.6 11.1 12.3 1.4 6.5 7.6 1.5 2.1 2.2 8.0 2.4 2.5 LnGrp Delay(d),s/veh 52.4 31.6 34.0 38.6 17.0 19.7 31.1 27.3 27.4 39.5 27.6 27.6 LnGrp LOS DCCDBBCCCDCC Approach Vol, veh/h 1311 1447 260 497 Approach Delay, s/veh 32.7 18.5 28.3 34.1 Approach LOS C B C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 24.3 46.0 39.7 9.3 61.1 39.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 41.0 45.0 9.0 41.0 45.0 Max Q Clear Time (g_c+I1), s 4.8 24.8 30.5 3.3 18.3 11.7 Green Ext Time (p_c), s 0.6 12.4 4.1 0.0 14.3 5.3 Intersection Summary HCM 2010 Ctrl Delay 26.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 36: Monterey Avenue & Dinah Shore Drive Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 610 400 370 60 570 270 760 1140 20 250 810 370 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 642 421 205 63 600 0 800 1200 20 263 853 0 Adj No. of Lanes 221121230231 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 602 1028 460 81 569 255 792 2006 33 324 1288 401 Arrive On Green 0.17 0.29 0.29 0.05 0.16 0.00 0.23 0.39 0.39 0.03 0.08 0.00 Sat Flow, veh/h 3442 3539 1583 1774 3539 1583 3442 5152 86 3442 5085 1583 Grp Volume(v), veh/h 642 421 205 63 600 0 800 790 430 263 853 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1774 1770 1583 1721 1695 1848 1721 1695 1583 Q Serve(g_s), s 21.0 11.5 12.7 4.2 19.3 0.0 27.6 22.3 22.3 9.1 19.5 0.0 Cycle Q Clear(g_c), s 21.0 11.5 12.7 4.2 19.3 0.0 27.6 22.3 22.3 9.1 19.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 602 1028 460 81 569 255 792 1320 719 324 1288 401 V/C Ratio(X) 1.07 0.41 0.45 0.78 1.05 0.00 1.01 0.60 0.60 0.81 0.66 0.00 Avail Cap(c_a), veh/h 602 1028 460 103 569 255 792 1320 719 436 1288 401 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 49.5 34.3 34.7 56.7 50.3 0.0 46.2 29.2 29.2 57.1 50.0 0.0 Incr Delay (d2), s/veh 55.5 0.1 0.3 18.7 52.8 0.0 34.6 2.0 3.7 5.4 2.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 14.6 5.6 5.6 2.5 13.6 0.0 16.9 10.8 12.1 4.6 9.5 0.0 LnGrp Delay(d),s/veh 105.0 34.4 35.0 75.4 103.1 0.0 80.8 31.2 32.8 62.5 52.4 0.0 LnGrp LOS F C C E F F C C E D Approach Vol, veh/h 1268 663 2020 1116 Approach Delay, s/veh 70.2 100.5 51.2 54.8 Approach LOS E F D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.5 40.5 32.6 36.4 26.0 25.0 16.3 52.7 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 7.0 33.3 27.6 30.4 21.0 19.3 15.2 42.8 Max Q Clear Time (g_c+I1), s 6.2 14.7 29.6 21.5 23.0 21.3 11.1 24.3 Green Ext Time (p_c), s 0.0 0.7 0.0 3.1 0.0 0.0 0.2 3.8 Intersection Summary HCM 2010 Ctrl Delay 63.2 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 48: Washington & Hovley Ln East/42nd Ave Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 260 600 280 220 290 120 360 1220 230 180 1070 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 274 632 248 232 305 72 379 1284 146 189 1126 48 Adj No. of Lanes 220220131131 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 781 691 271 287 383 89 438 1737 541 291 1314 409 Arrive On Green 0.23 0.28 0.27 0.08 0.13 0.13 0.25 0.34 0.34 0.16 0.26 0.26 Sat Flow, veh/h 3442 2486 975 3442 2852 663 1774 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 274 450 430 232 188 189 379 1284 146 189 1126 48 Grp Sat Flow(s),veh/h/ln 1721 1770 1691 1721 1770 1746 1774 1695 1583 1774 1695 1583 Q Serve(g_s), s 8.0 29.5 29.6 8.0 12.3 12.7 24.5 26.7 8.0 12.0 25.3 2.8 Cycle Q Clear(g_c), s 8.0 29.5 29.6 8.0 12.3 12.7 24.5 26.7 8.0 12.0 25.3 2.8 Prop In Lane 1.00 0.58 1.00 0.38 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 781 492 470 287 238 234 438 1737 541 291 1314 409 V/C Ratio(X) 0.35 0.91 0.92 0.81 0.79 0.81 0.86 0.74 0.27 0.65 0.86 0.12 Avail Cap(c_a), veh/h 781 546 521 287 546 538 438 1737 541 291 1314 409 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 39.0 42.0 42.3 54.1 50.3 50.6 43.2 34.8 28.6 47.0 42.4 34.0 Incr Delay (d2), s/veh 0.1 18.1 18.9 14.7 2.2 2.5 15.6 2.9 1.2 4.0 7.4 0.6 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(-26165%),veh/ln 3.8 16.8 16.2 4.4 6.2 6.3 13.9 12.9 3.7 6.2 12.8 1.3 LnGrp Delay(d),s/veh 39.1 60.0 61.1 68.8 52.5 53.2 58.9 37.7 29.9 51.0 49.8 34.6 LnGrp LOS D E E E D D E DCDDC Approach Vol, veh/h 1154 609 1809 1363 Approach Delay, s/veh 55.5 58.9 41.5 49.4 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.7 45.0 14.0 37.3 33.7 35.0 31.2 20.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 40.0 9.0 36.0 25.0 30.0 9.0 36.0 Max Q Clear Time (g_c+I1), s 14.0 28.7 10.0 31.6 26.5 27.3 10.0 14.7 Green Ext Time (p_c), s 0.2 2.5 0.0 0.8 0.0 0.9 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 49.1 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 58: Monterey Avenue & Gerald Ford Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 200 490 100 110 500 100 130 1220 70 60 1070 150 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 211 516 22 116 526 16 137 1284 71 63 1126 0 Adj No. of Lanes 221221230231 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 269 759 340 169 657 294 192 2477 137 126 2456 765 Arrive On Green 0.08 0.21 0.21 0.05 0.19 0.19 0.06 0.50 0.50 0.04 0.48 0.00 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4932 273 3442 5085 1583 Grp Volume(v), veh/h 211 516 22 116 526 16 137 883 472 63 1126 0 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1815 1721 1695 1583 Q Serve(g_s), s 7.2 16.1 1.3 4.0 17.1 1.0 4.7 21.0 21.0 2.2 17.6 0.0 Cycle Q Clear(g_c), s 7.2 16.1 1.3 4.0 17.1 1.0 4.7 21.0 21.0 2.2 17.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 269 759 340 169 657 294 192 1703 911 126 2456 765 V/C Ratio(X) 0.78 0.68 0.06 0.69 0.80 0.05 0.71 0.52 0.52 0.50 0.46 0.00 Avail Cap(c_a), veh/h 344 1071 479 229 953 426 258 1703 911 143 2456 765 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.3 43.3 37.5 56.1 46.7 40.2 55.7 20.1 20.1 56.7 20.6 0.0 Incr Delay (d2), s/veh 6.6 1.1 0.1 2.1 3.2 0.1 3.1 1.1 2.1 1.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.7 8.0 0.6 1.9 8.6 0.4 2.3 10.1 11.0 1.0 8.4 0.0 LnGrp Delay(d),s/veh 60.9 44.4 37.6 58.2 49.9 40.3 58.8 21.2 22.2 57.9 21.2 0.0 LnGrp LOS E D D E D D E C C E C Approach Vol, veh/h 749 658 1492 1189 Approach Delay, s/veh 48.9 51.1 25.0 23.2 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.7 65.0 14.4 29.0 9.4 67.3 10.9 32.4 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 9.0 43.0 12.0 32.3 5.0 47.0 8.0 36.3 Max Q Clear Time (g_c+I1), s 6.7 19.6 9.2 19.1 4.2 23.0 6.0 18.1 Green Ext Time (p_c), s 0.1 13.4 0.2 3.2 0.0 13.6 0.0 3.5 Intersection Summary HCM 2010 Ctrl Delay 33.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 60: Portola & Magnesia Falls Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 290 70 80 20 40 130 50 780 30 80 830 220 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 305 74 84 21 42 51 53 821 11 84 874 212 Adj No. of Lanes 111111121120 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 276 400 340 72 186 158 130 1538 688 156 1269 308 Arrive On Green 0.16 0.21 0.21 0.04 0.10 0.10 0.07 0.43 0.43 0.09 0.45 0.45 Sat Flow, veh/h 1774 1863 1583 1774 1863 1583 1774 3539 1583 1774 2826 685 Grp Volume(v), veh/h 305 74 84 21 42 51 53 821 11 84 547 539 Grp Sat Flow(s),veh/h/ln 1774 1863 1583 1774 1863 1583 1774 1770 1583 1774 1770 1742 Q Serve(g_s), s 14.0 2.9 4.0 1.0 1.9 2.7 2.6 15.4 0.4 4.1 22.2 22.2 Cycle Q Clear(g_c), s 14.0 2.9 4.0 1.0 1.9 2.7 2.6 15.4 0.4 4.1 22.2 22.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39 Lane Grp Cap(c), veh/h 276 400 340 72 186 158 130 1538 688 156 794 782 V/C Ratio(X) 1.11 0.19 0.25 0.29 0.23 0.32 0.41 0.53 0.02 0.54 0.69 0.69 Avail Cap(c_a), veh/h 276 559 475 177 455 387 177 1538 688 177 794 782 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.0 28.9 29.3 41.9 37.3 37.7 39.8 18.7 14.5 39.3 19.8 19.8 Incr Delay (d2), s/veh 85.4 0.1 0.1 0.8 0.2 0.4 0.8 1.3 0.0 1.1 4.8 4.9 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(-26165%),veh/ln 13.4 1.5 1.7 0.5 1.0 1.2 1.3 7.7 0.2 2.1 11.9 11.7 LnGrp Delay(d),s/veh 123.4 29.0 29.5 42.7 37.5 38.1 40.6 20.1 14.5 40.4 24.6 24.7 LnGrp LOS F CCDDDDCBDCC Approach Vol, veh/h 463 114 885 1170 Approach Delay, s/veh 91.2 38.7 21.2 25.8 Approach LOS F D C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.9 44.1 8.7 24.3 11.6 45.4 19.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 25.0 9.0 27.0 9.0 25.0 14.0 22.0 Max Q Clear Time (g_c+I1), s 6.1 17.4 3.0 6.0 4.6 24.2 16.0 4.7 Green Ext Time (p_c), s 0.0 2.5 0.0 0.3 0.0 0.4 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 69: Portola & Gerald Ford Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 160 470 150 40 530 190 180 540 40 190 390 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 168 495 131 42 558 0 189 568 10 200 411 0 Adj No. of Lanes 120221221221 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 237 741 195 255 735 329 468 738 330 471 742 332 Arrive On Green 0.13 0.27 0.27 0.07 0.21 0.00 0.14 0.21 0.21 0.14 0.21 0.00 Sat Flow, veh/h 1774 2774 730 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 168 315 311 42 558 0 189 568 10 200 411 0 Grp Sat Flow(s),veh/h/ln 1774 1770 1734 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 5.8 10.1 10.2 0.7 9.5 0.0 3.2 9.7 0.3 3.4 6.6 0.0 Cycle Q Clear(g_c), s 5.8 10.1 10.2 0.7 9.5 0.0 3.2 9.7 0.3 3.4 6.6 0.0 Prop In Lane 1.00 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 237 473 464 255 735 329 468 738 330 471 742 332 V/C Ratio(X) 0.71 0.67 0.67 0.16 0.76 0.00 0.40 0.77 0.03 0.42 0.55 0.00 Avail Cap(c_a), veh/h 333 970 950 485 1773 793 485 1773 793 485 1773 793 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 26.5 20.9 20.9 27.7 23.8 0.0 25.2 23.8 20.1 25.3 22.6 0.0 Incr Delay (d2), s/veh 1.6 0.6 0.6 0.1 0.6 0.0 0.2 0.6 0.0 0.2 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.0 5.0 4.9 0.3 4.7 0.0 1.5 4.8 0.1 1.6 3.3 0.0 LnGrp Delay(d),s/veh 28.1 21.5 21.5 27.8 24.4 0.0 25.4 24.5 20.1 25.5 22.8 0.0 LnGrp LOS CCCCC CCCCC Approach Vol, veh/h 794 600 767 611 Approach Delay, s/veh 22.9 24.7 24.7 23.7 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.7 18.3 9.7 22.1 13.7 18.4 13.5 18.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 32.0 9.0 35.0 9.0 32.0 12.0 32.0 Max Q Clear Time (g_c+I1), s 5.4 11.7 2.7 12.2 5.2 8.6 7.8 11.5 Green Ext Time (p_c), s 0.2 1.7 0.0 1.8 0.2 1.7 0.1 1.8 Intersection Summary HCM 2010 Ctrl Delay 23.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 71: Portola & Frank Sinatra Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 490 100 50 410 50 180 620 110 60 460 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 21 516 43 53 432 38 189 653 96 63 484 16 Adj No. of Lanes 121121120120 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 71 654 293 123 759 339 222 1460 214 132 1471 49 Arrive On Green 0.04 0.18 0.18 0.07 0.21 0.21 0.13 0.47 0.47 0.07 0.42 0.42 Sat Flow, veh/h 1774 3539 1583 1774 3539 1583 1774 3097 455 1774 3497 115 Grp Volume(v), veh/h 21 516 43 53 432 38 189 373 376 63 245 255 Grp Sat Flow(s),veh/h/ln 1774 1770 1583 1774 1770 1583 1774 1770 1782 1774 1770 1842 Q Serve(g_s), s 1.2 13.9 2.3 2.9 10.9 1.9 10.4 14.1 14.1 3.4 9.3 9.3 Cycle Q Clear(g_c), s 1.2 13.9 2.3 2.9 10.9 1.9 10.4 14.1 14.1 3.4 9.3 9.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.06 Lane Grp Cap(c), veh/h 71 654 293 123 759 339 222 834 840 132 745 775 V/C Ratio(X) 0.30 0.79 0.15 0.43 0.57 0.11 0.85 0.45 0.45 0.48 0.33 0.33 Avail Cap(c_a), veh/h 160 849 380 160 849 380 355 834 840 160 745 775 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.7 38.9 34.2 44.6 35.2 31.6 42.8 17.7 17.7 44.4 19.5 19.5 Incr Delay (d2), s/veh 0.9 2.8 0.1 0.9 0.3 0.1 6.0 1.7 1.7 1.0 1.2 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.6 7.1 1.0 1.4 5.4 0.8 5.5 7.2 7.3 1.7 4.8 5.0 LnGrp Delay(d),s/veh 47.5 41.7 34.2 45.5 35.5 31.7 48.8 19.4 19.4 45.4 20.6 20.6 LnGrp LOS DDCDDCDBBDCC Approach Vol, veh/h 580 523 938 563 Approach Delay, s/veh 41.3 36.2 25.4 23.4 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.4 52.2 11.9 23.5 17.5 47.1 9.0 26.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 38.0 9.0 24.0 20.0 27.0 9.0 24.0 Max Q Clear Time (g_c+I1), s 5.4 16.1 4.9 15.9 12.4 11.3 3.2 12.9 Green Ext Time (p_c), s 0.0 4.2 0.0 2.6 0.1 3.9 0.0 3.0 Intersection Summary HCM 2010 Ctrl Delay 30.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 75: Monterey Avenue & Frank Sinatra Drive Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 110 420 140 80 320 60 230 1350 90 80 1070 30 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 116 442 76 84 337 63 242 1421 91 84 1126 18 Adj No. of Lanes 221221230231 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 169 532 238 135 497 222 299 2934 188 135 2812 876 Arrive On Green 0.05 0.15 0.15 0.04 0.14 0.14 0.09 0.60 0.60 0.04 0.55 0.55 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 4885 313 3442 5085 1583 Grp Volume(v), veh/h 116 442 76 84 337 63 242 986 526 84 1126 18 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1695 1808 1721 1695 1583 Q Serve(g_s), s 4.0 14.6 5.1 2.9 10.9 4.3 8.3 19.7 19.7 2.9 15.3 0.6 Cycle Q Clear(g_c), s 4.0 14.6 5.1 2.9 10.9 4.3 8.3 19.7 19.7 2.9 15.3 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00 Lane Grp Cap(c), veh/h 169 532 238 135 497 222 299 2037 1086 135 2812 876 V/C Ratio(X) 0.69 0.83 0.32 0.62 0.68 0.28 0.81 0.48 0.48 0.62 0.40 0.02 Avail Cap(c_a), veh/h 229 1091 488 172 1062 475 402 2037 1086 172 2812 876 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.2 49.5 45.5 56.8 49.0 46.2 53.8 13.5 13.5 56.8 15.4 12.1 Incr Delay (d2), s/veh 2.1 1.3 0.3 1.8 0.6 0.3 6.4 0.8 1.5 1.8 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.0 7.2 2.3 1.4 5.3 1.9 4.2 9.4 10.3 1.4 7.2 0.3 LnGrp Delay(d),s/veh 58.2 50.8 45.8 58.5 49.6 46.4 60.2 14.3 15.0 58.5 15.8 12.2 LnGrp LOS E D D E D D EBBEBB Approach Vol, veh/h 634 484 1754 1228 Approach Delay, s/veh 51.6 50.8 20.9 18.7 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.4 72.9 9.9 22.8 8.7 78.6 8.7 24.0 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 14.0 42.5 8.0 * 36 6.0 50.5 6.0 37.0 Max Q Clear Time (g_c+I1), s 10.3 17.3 6.0 12.9 4.9 21.7 4.9 16.6 Green Ext Time (p_c), s 0.1 5.7 0.0 1.5 0.0 5.7 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 28.5 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 79: Cook & Gerald Ford Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 360 250 290 80 280 200 290 850 50 240 610 240 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 379 263 0 84 295 84 305 895 38 253 642 169 Adj No. of Lanes 221221221221 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 446 563 252 280 392 175 369 1653 740 319 1602 716 Arrive On Green 0.13 0.16 0.00 0.08 0.11 0.11 0.11 0.47 0.47 0.09 0.45 0.45 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 379 263 0 84 295 84 305 895 38 253 642 169 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 10.8 6.8 0.0 2.3 8.1 5.0 8.7 18.0 1.3 7.2 12.1 6.5 Cycle Q Clear(g_c), s 10.8 6.8 0.0 2.3 8.1 5.0 8.7 18.0 1.3 7.2 12.1 6.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 446 563 252 280 392 175 369 1653 740 319 1602 716 V/C Ratio(X) 0.85 0.47 0.00 0.30 0.75 0.48 0.83 0.54 0.05 0.79 0.40 0.24 Avail Cap(c_a), veh/h 482 1133 507 310 956 427 379 1653 740 344 1602 716 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.6 38.2 0.0 43.3 43.1 41.7 43.7 19.0 14.5 44.4 18.3 16.8 Incr Delay (d2), s/veh 11.9 0.2 0.0 0.2 1.1 0.8 12.9 1.3 0.1 10.1 0.7 0.8 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(-26165%),veh/ln 5.8 3.3 0.0 1.1 4.0 2.2 4.8 9.1 0.6 3.9 6.1 3.0 LnGrp Delay(d),s/veh 54.4 38.4 0.0 43.5 44.2 42.5 56.6 20.3 14.7 54.5 19.1 17.6 LnGrp LOS D D D D D E C B D B B Approach Vol, veh/h 642 463 1238 1064 Approach Delay, s/veh 47.9 43.8 29.1 27.2 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.3 51.7 13.1 20.9 15.7 50.3 18.0 16.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 29.0 9.0 32.0 11.0 28.0 14.0 27.0 Max Q Clear Time (g_c+I1), s 9.2 20.0 4.3 8.8 10.7 14.1 12.8 10.1 Green Ext Time (p_c), s 0.1 2.6 0.1 1.0 0.0 3.0 0.2 1.0 Intersection Summary HCM 2010 Ctrl Delay 34.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 104: San Pablo & Fred Waring Drive Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 32 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 50 1360 130 100 1050 100 120 150 140 120 160 120 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 53 1432 123 105 1105 -3 126 158 6 126 168 98 Adj No. of Lanes 130131211221 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 452 2619 225 172 1988 619 338 274 232 338 520 217 Arrive On Green 0.25 0.55 0.55 0.10 0.39 0.00 0.10 0.15 0.15 0.10 0.15 0.14 Sat Flow, veh/h 1774 4770 410 1774 5085 1583 3442 1863 1577 3442 3539 1576 Grp Volume(v), veh/h 53 1018 537 105 1105 -3 126 158 6 126 168 98 Grp Sat Flow(s),veh/h/ln 1774 1695 1790 1774 1695 1583 1721 1863 1577 1721 1770 1576 Q Serve(g_s), s 2.5 21.3 21.3 6.3 18.6 0.0 3.8 8.7 0.2 3.8 4.7 6.3 Cycle Q Clear(g_c), s 2.5 21.3 21.3 6.3 18.6 0.0 3.8 8.7 0.2 3.8 4.7 6.3 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 452 1861 983 172 1988 619 338 274 232 338 520 217 V/C Ratio(X) 0.12 0.55 0.55 0.61 0.56 0.00 0.37 0.58 0.03 0.37 0.32 0.45 Avail Cap(c_a), veh/h 452 1861 983 194 1988 619 344 559 473 344 1062 459 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.5 16.0 16.0 47.7 26.1 0.0 46.4 43.7 14.2 46.4 42.0 43.6 Incr Delay (d2), s/veh 0.0 1.2 2.2 2.6 1.1 0.0 0.3 0.7 0.0 0.3 0.1 0.5 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(-26165%),veh/ln 1.2 10.2 11.0 3.2 8.9 0.0 1.8 4.5 0.1 1.8 2.3 2.8 LnGrp Delay(d),s/veh 31.5 17.1 18.2 50.3 27.2 0.0 46.7 44.4 14.2 46.7 42.1 44.1 LnGrp LOS C B B D C D D B D D D Approach Vol, veh/h 1608 1207 290 392 Approach Delay, s/veh 18.0 29.3 44.8 44.1 Approach LOS B C D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 31.0 46.0 13.8 19.2 13.6 63.4 13.8 19.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 41.0 9.0 31.0 10.0 40.0 9.0 31.0 Max Q Clear Time (g_c+I1), s 4.5 20.6 5.8 8.3 8.3 23.3 5.8 10.7 Green Ext Time (p_c), s 3.6 12.0 0.1 2.5 0.0 11.0 0.1 2.4 Intersection Summary HCM 2010 Ctrl Delay 27.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 106: Portola & Fred Waring Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 34 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 170 1390 80 200 880 80 50 570 180 110 530 210 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 179 1463 39 211 926 10 53 600 82 116 558 0 Adj No. of Lanes 231231121121 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 557 1664 516 557 1664 516 177 1077 479 173 1069 464 Arrive On Green 0.16 0.33 0.33 0.05 0.11 0.11 0.10 0.30 0.30 0.10 0.30 0.00 Sat Flow, veh/h 3442 5085 1576 3442 5085 1576 1774 3539 1576 1774 3539 1583 Grp Volume(v), veh/h 179 1463 39 211 926 10 53 600 82 116 558 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1576 1721 1695 1576 1774 1770 1576 1774 1770 1583 Q Serve(g_s), s 5.1 29.9 1.4 6.5 19.0 0.4 3.0 15.6 2.7 6.9 14.4 0.0 Cycle Q Clear(g_c), s 5.1 29.9 1.4 6.5 19.0 0.4 3.0 15.6 2.7 6.9 14.4 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 557 1664 516 557 1664 516 177 1077 479 173 1069 464 V/C Ratio(X) 0.32 0.88 0.08 0.38 0.56 0.02 0.30 0.56 0.17 0.67 0.52 0.00 Avail Cap(c_a), veh/h 557 1664 516 557 1664 516 177 1287 573 177 1287 561 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 40.8 34.9 13.2 46.7 41.5 17.1 45.9 32.1 11.4 47.9 31.8 0.0 Incr Delay (d2), s/veh 0.1 7.0 0.3 0.1 1.2 0.1 0.3 0.2 0.1 7.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.4 15.0 0.6 3.1 9.1 0.2 1.5 7.7 1.2 3.8 7.0 0.0 LnGrp Delay(d),s/veh 40.9 41.9 13.5 46.9 42.7 17.1 46.3 32.2 11.5 55.2 32.0 0.0 LnGrp LOS D D B D D B D C B E C Approach Vol, veh/h 1681 1147 735 674 Approach Delay, s/veh 41.1 43.3 30.9 36.0 Approach LOS DDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 20.8 39.0 14.0 36.2 20.8 39.0 13.7 36.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 34.0 9.0 38.0 9.0 34.0 9.0 38.0 Max Q Clear Time (g_c+I1), s 7.1 21.0 5.0 16.4 8.5 31.9 8.9 17.6 Green Ext Time (p_c), s 0.3 7.9 0.0 13.3 0.1 1.9 0.0 12.8 Intersection Summary HCM 2010 Ctrl Delay 39.1 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 107: Deep Canyon & Fred Waring Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 36 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1500 110 230 1090 90 100 170 270 110 90 40 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1937 1900 Adj Flow Rate, veh/h 42 1579 56 242 1147 -10 105 179 145 116 95 31 Adj No. of Lanes 131131111210 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 137 1618 500 540 2773 849 172 318 268 336 240 78 Arrive On Green 0.15 0.64 0.64 0.30 0.55 0.00 0.10 0.17 0.17 0.10 0.17 0.16 Sat Flow, veh/h 1774 5085 1571 1774 5085 1583 1774 1863 1569 3442 1396 456 Grp Volume(v), veh/h 42 1579 56 242 1147 -10 105 179 145 116 0 126 Grp Sat Flow(s),veh/h/ln 1774 1695 1571 1774 1695 1583 1774 1863 1569 1721 0 1852 Q Serve(g_s), s 2.3 32.8 1.1 12.1 14.6 0.0 6.3 9.7 9.3 3.5 0.0 6.7 Cycle Q Clear(g_c), s 2.3 32.8 1.1 12.1 14.6 0.0 6.3 9.7 9.3 3.5 0.0 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 137 1618 500 540 2773 849 172 318 268 336 0 318 V/C Ratio(X) 0.31 0.98 0.11 0.45 0.41 -0.01 0.61 0.56 0.54 0.35 0.00 0.40 Avail Cap(c_a), veh/h 177 1618 500 540 2773 849 177 627 528 344 0 623 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.71 0.94 0.94 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.9 19.6 7.3 30.8 14.7 0.0 47.7 41.8 41.7 46.3 0.0 40.6 Incr Delay (d2), s/veh 0.3 14.0 0.3 0.2 0.4 0.0 4.0 0.6 0.6 0.2 0.0 0.3 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(-26165%),veh/ln 1.1 17.0 0.5 5.9 6.9 0.0 3.3 5.0 4.1 1.7 0.0 3.4 LnGrp Delay(d),s/veh 44.2 33.6 7.6 31.0 15.1 0.0 51.7 42.4 42.3 46.6 0.0 40.9 LnGrp LOS D C A C B DDDD D Approach Vol, veh/h 1677 1379 429 242 Approach Delay, s/veh 33.0 18.0 44.7 43.6 Approach LOS C B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.5 63.0 13.6 21.9 36.5 38.0 13.7 21.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 37.0 9.0 35.0 13.0 33.0 9.0 35.0 Max Q Clear Time (g_c+I1), s 4.3 16.6 8.3 8.7 14.1 34.8 5.5 11.7 Green Ext Time (p_c), s 0.0 13.6 0.0 2.6 0.0 0.0 0.1 2.5 Intersection Summary HCM 2010 Ctrl Delay 29.5 HCM 2010 LOS C HCM Signalized Intersection Capacity Analysis Palm Desert 108: Fred Waring & Phyllis Jackson Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 37 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (vph) 40 1750 1320 50 10 40 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.0 3.0 3.0 3.0 3.0 3.0 Lane Util. Factor 0.97 0.91 0.91 1.00 1.00 0.88 Frpb, ped/bikes 1.00 1.00 1.00 0.97 1.00 0.98 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 1.00 1.00 0.85 1.00 0.85 Flt Protected 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (prot) 3433 5085 5085 1542 1770 2744 Flt Permitted 0.95 1.00 1.00 1.00 0.95 1.00 Satd. Flow (perm) 3433 5085 5085 1542 1770 2744 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 42 1842 1389 53 11 42 RTOR Reduction (vph) 0 0 0 14 0 34 Lane Group Flow (vph) 42 1842 1389 39 11 8 Confl. Peds. (#/hr) 10 10 10 10 Turn Type Prot NA NA Perm Prot pm+ov Protected Phases 5 2 6 4 5 Permitted Phases 6 4 Actuated Green, G (s) 7.2 91.0 78.8 78.8 9.0 16.2 Effective Green, g (s) 9.2 93.0 80.8 80.8 11.0 20.2 Actuated g/C Ratio 0.08 0.85 0.73 0.73 0.10 0.18 Clearance Time (s) 5.0 5.0 5.0 5.0 5.0 5.0 Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0 Lane Grp Cap (vph) 287 4299 3735 1132 177 578 v/s Ratio Prot 0.01 c0.36 0.27 c0.01 0.00 v/s Ratio Perm 0.03 0.00 v/c Ratio 0.15 0.43 0.37 0.03 0.06 0.01 Uniform Delay, d1 46.8 2.1 5.3 4.0 44.8 36.7 Progression Factor 0.91 0.32 0.29 0.00 1.00 1.00 Incremental Delay, d2 0.1 0.3 0.0 0.0 0.1 0.0 Delay (s) 42.7 0.9 1.6 0.0 44.9 36.7 Level of Service D A A A D D Approach Delay (s) 1.8 1.5 38.4 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 2.3 HCM 2000 Level of Service A HCM 2000 Volume to Capacity ratio 0.41 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 11.0 Intersection Capacity Utilization 48.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group HCM 2010 Signalized Intersection Summary Palm Desert 109: Cook/Cook Street & Fred Waring Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 40 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 330 1460 50 70 880 250 60 550 100 330 430 400 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1824 1863 1863 1863 Adj Flow Rate, veh/h 347 1537 38 74 926 220 63 579 101 347 453 309 Adj No. of Lanes 231231120231 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 421 1942 588 385 1796 529 156 728 127 411 1479 461 Arrive On Green 0.04 0.13 0.12 0.11 0.35 0.34 0.09 0.24 0.25 0.12 0.29 0.29 Sat Flow, veh/h 3442 5085 1578 3442 5085 1578 1774 3013 524 3442 5085 1583 Grp Volume(v), veh/h 347 1537 38 74 926 220 63 339 341 347 453 309 Grp Sat Flow(s),veh/h/ln 1721 1695 1578 1721 1695 1578 1774 1770 1767 1721 1695 1583 Q Serve(g_s), s 11.0 32.3 1.5 2.1 15.8 11.9 3.7 19.8 19.9 10.9 7.6 14.0 Cycle Q Clear(g_c), s 11.0 32.3 1.5 2.1 15.8 11.9 3.7 19.8 19.9 10.9 7.6 14.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 421 1942 588 385 1796 529 156 427 427 411 1479 461 V/C Ratio(X) 0.82 0.79 0.06 0.19 0.52 0.42 0.40 0.79 0.80 0.85 0.31 0.67 Avail Cap(c_a), veh/h 532 1942 588 385 1796 529 177 427 427 469 1479 461 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.91 0.91 0.91 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.6 43.8 13.2 44.3 28.1 28.3 47.4 39.2 39.1 47.4 30.4 18.8 Incr Delay (d2), s/veh 6.1 3.1 0.2 0.1 1.1 2.4 0.6 9.2 9.5 10.8 0.5 7.6 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(-26165%),veh/ln 5.6 15.7 0.7 1.0 7.6 5.5 1.8 10.8 10.9 5.8 3.6 7.0 LnGrp Delay(d),s/veh 57.7 46.9 13.4 44.4 29.2 30.7 48.0 48.3 48.5 58.2 30.9 26.4 LnGrp LOS E D B DCCDDDECC Approach Vol, veh/h 1922 1220 743 1109 Approach Delay, s/veh 48.2 30.4 48.4 38.2 Approach LOS DCDD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.5 41.9 12.7 37.0 15.3 45.0 18.1 31.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 17.0 32.0 9.0 32.0 9.0 40.0 15.0 26.0 Max Q Clear Time (g_c+I1), s 13.0 17.8 5.7 16.0 4.1 34.3 12.9 21.9 Green Ext Time (p_c), s 0.5 10.1 0.0 7.3 1.5 5.3 0.3 2.7 Intersection Summary HCM 2010 Ctrl Delay 41.7 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 122: Washington & Fred Waring Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 42 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 250 930 410 50 510 450 320 1130 30 460 1170 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 263 979 432 53 537 474 337 1189 32 484 1232 168 Adj No. of Lanes 231231231231 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 347 1504 468 399 1581 470 424 1509 447 545 1687 525 Arrive On Green 0.10 0.30 0.30 0.12 0.31 0.30 0.12 0.30 0.28 0.16 0.33 0.33 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 263 979 432 53 537 474 337 1189 32 484 1232 168 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 8.9 20.1 21.9 1.7 9.8 35.6 11.4 25.8 1.8 16.5 25.6 6.7 Cycle Q Clear(g_c), s 8.9 20.1 21.9 1.7 9.8 35.6 11.4 25.8 1.8 16.5 25.6 6.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 347 1504 468 399 1581 470 424 1509 447 545 1687 525 V/C Ratio(X) 0.76 0.65 0.92 0.13 0.34 1.01 0.79 0.79 0.07 0.89 0.73 0.32 Avail Cap(c_a), veh/h 347 1640 511 399 1581 470 424 1509 447 545 1687 525 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.5 36.8 19.5 47.6 31.9 42.2 51.1 38.7 31.5 49.5 35.4 15.0 Incr Delay (d2), s/veh 8.4 0.6 20.6 0.1 0.0 43.8 9.2 4.2 0.3 15.9 2.8 1.6 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(-26165%),veh/ln 4.6 9.5 12.2 0.8 4.6 21.3 6.0 12.6 0.8 9.1 12.4 3.2 LnGrp Delay(d),s/veh 60.9 37.4 40.1 47.7 31.9 86.0 60.3 43.0 31.8 65.3 38.2 16.6 LnGrp LOS E DDDCFEDCEDB Approach Vol, veh/h 1674 1064 1558 1884 Approach Delay, s/veh 41.8 56.8 46.5 43.2 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.0 39.6 17.9 39.5 18.8 43.8 16.1 41.3 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 17.3 33.9 9.0 37.0 13.1 38.1 10.4 35.6 Max Q Clear Time (g_c+I1), s 18.5 27.8 3.7 23.9 13.4 27.6 10.9 37.6 Green Ext Time (p_c), s 0.0 5.4 0.5 9.9 0.0 9.3 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 46.0 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary Palm Desert 128: Hwy 74 & El Paseo Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 44 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 230 340 80 310 280 240 690 60 210 510 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 63 242 96 84 326 51 253 726 51 221 537 119 Adj No. of Lanes 121121120120 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 151 617 276 178 617 276 635 2491 175 524 2140 472 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.74 0.74 0.74 1.00 1.00 1.00 Sat Flow, veh/h 1002 3539 1583 1038 3539 1583 774 3355 236 692 2884 636 Grp Volume(v), veh/h 63 242 96 84 326 51 253 383 394 221 329 327 Grp Sat Flow(s),veh/h/ln 1002 1770 1583 1038 1770 1583 774 1770 1821 692 1770 1750 Q Serve(g_s), s 7.3 7.3 6.4 9.4 10.1 3.3 15.0 8.5 8.5 6.5 0.0 0.0 Cycle Q Clear(g_c), s 17.4 7.3 6.4 16.6 10.1 3.3 15.0 8.5 8.5 15.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.36 Lane Grp Cap(c), veh/h 151 617 276 178 617 276 635 1314 1352 524 1314 1299 V/C Ratio(X) 0.42 0.39 0.35 0.47 0.53 0.18 0.40 0.29 0.29 0.42 0.25 0.25 Avail Cap(c_a), veh/h 210 826 369 239 826 369 635 1314 1352 524 1314 1299 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.80 0.80 0.80 Uniform Delay (d), s/veh 52.9 43.9 43.5 51.3 45.0 42.3 5.9 5.1 5.1 0.7 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.2 0.3 0.7 0.3 0.1 1.9 0.6 0.5 2.0 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.1 3.6 2.8 2.7 5.0 1.5 3.5 4.4 4.5 1.4 0.1 0.1 LnGrp Delay(d),s/veh 53.6 44.1 43.8 52.0 45.3 42.4 7.8 5.6 5.6 2.7 0.4 0.4 LnGrp LOS DDDDDD AAAAAA Approach Vol, veh/h 401 461 1030 877 Approach Delay, s/veh 45.5 46.2 6.2 1.0 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 94.1 25.9 94.1 25.9 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 82.0 28.0 82.0 28.0 Max Q Clear Time (g_c+I1), s 17.0 19.4 17.0 18.6 Green Ext Time (p_c), s 5.9 1.5 5.9 1.6 Intersection Summary HCM 2010 Ctrl Delay 16.9 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary Palm Desert 169: Monterey Avenue & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 46 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 190 780 300 310 550 190 270 1320 230 220 1060 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 200 821 0 326 579 0 284 1389 206 232 1116 57 Adj No. of Lanes 231231231231 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 490 951 283 344 706 207 344 1691 526 635 2180 679 Arrive On Green 0.14 0.19 0.00 0.10 0.14 0.00 0.10 0.33 0.33 0.18 0.43 0.43 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 5085 1583 3442 5085 1583 Grp Volume(v), veh/h 200 821 0 326 579 0 284 1389 206 232 1116 57 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1695 1583 1721 1695 1583 Q Serve(g_s), s 6.3 18.8 0.0 11.3 13.3 0.0 9.7 30.1 8.2 7.1 19.3 1.4 Cycle Q Clear(g_c), s 6.3 18.8 0.0 11.3 13.3 0.0 9.7 30.1 8.2 7.1 19.3 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 490 951 283 344 706 207 344 1691 526 635 2180 679 V/C Ratio(X) 0.41 0.86 0.00 0.95 0.82 0.00 0.83 0.82 0.39 0.37 0.51 0.08 Avail Cap(c_a), veh/h 490 1568 475 344 1737 528 344 1691 526 635 2180 679 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.8 47.3 0.0 53.7 50.2 0.0 53.0 36.8 14.3 42.8 25.1 6.0 Incr Delay (d2), s/veh 0.2 1.4 0.0 34.5 0.9 0.0 14.2 4.6 2.2 0.1 0.9 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.0 8.9 0.0 7.0 6.3 0.0 5.3 14.7 3.9 3.4 9.2 0.7 LnGrp Delay(d),s/veh 47.1 48.7 0.0 88.2 51.1 0.0 67.2 41.4 16.5 42.9 25.9 6.3 LnGrp LOS D D F D E D B D C A Approach Vol, veh/h 1021 905 1879 1405 Approach Delay, s/veh 48.4 64.5 42.6 27.9 Approach LOS D E D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 28.6 46.3 17.0 28.1 17.0 57.9 22.8 22.4 Change Period (Y+Rc), s 7.4 * 7.4 6.0 6.7 6.0 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 8.0 * 39 11.0 36.0 11.0 35.9 7.0 * 40 Max Q Clear Time (g_c+I1), s 9.1 32.1 13.3 20.8 11.7 21.3 8.3 15.3 Green Ext Time (p_c), s 0.0 1.0 0.0 0.7 0.0 1.1 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 43.6 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 173: Cook & Frank Sinatra Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 48 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 270 300 120 90 300 90 160 820 100 80 720 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 284 316 23 95 316 43 168 863 101 84 758 94 Adj No. of Lanes 221221220221 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 355 483 216 288 413 185 307 1593 186 280 1738 777 Arrive On Green 0.10 0.14 0.14 0.08 0.12 0.12 0.09 0.50 0.50 0.08 0.49 0.49 Sat Flow, veh/h 3442 3539 1583 3442 3539 1583 3442 3193 374 3442 3539 1583 Grp Volume(v), veh/h 284 316 23 95 316 43 168 478 486 84 758 94 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1583 1721 1770 1797 1721 1770 1583 Q Serve(g_s), s 8.1 8.5 1.3 2.6 8.7 2.5 4.7 18.6 18.6 2.3 13.9 3.2 Cycle Q Clear(g_c), s 8.1 8.5 1.3 2.6 8.7 2.5 4.7 18.6 18.6 2.3 13.9 3.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 355 483 216 288 413 185 307 883 896 280 1738 777 V/C Ratio(X) 0.80 0.65 0.11 0.33 0.77 0.23 0.55 0.54 0.54 0.30 0.44 0.12 Avail Cap(c_a), veh/h 447 920 412 310 779 348 310 883 896 310 1738 777 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.8 41.0 37.8 43.2 42.8 40.1 43.6 17.2 17.2 43.3 16.5 13.8 Incr Delay (d2), s/veh 6.2 0.6 0.1 0.2 1.1 0.2 1.1 2.4 2.3 0.2 0.8 0.3 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(-26165%),veh/ln 4.1 4.2 0.6 1.3 4.3 1.1 2.3 9.6 9.8 1.1 6.9 1.5 LnGrp Delay(d),s/veh 50.0 41.5 37.9 43.4 44.0 40.3 44.7 19.6 19.6 43.5 17.3 14.1 LnGrp LOS DDDDDDDBBDBB Approach Vol, veh/h 623 454 1132 936 Approach Delay, s/veh 45.3 43.5 23.3 19.3 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.1 54.9 13.4 18.6 13.9 54.1 15.3 16.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 36.0 9.0 26.0 9.0 36.0 13.0 22.0 Max Q Clear Time (g_c+I1), s 4.3 20.6 4.6 10.5 6.7 15.9 10.1 10.7 Green Ext Time (p_c), s 0.1 2.8 0.1 1.1 0.1 2.9 0.3 1.0 Intersection Summary HCM 2010 Ctrl Delay 29.4 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 201: Hwy 111 & Painters Path/Park View Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 50 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 90 20 30 60 150 30 1840 60 180 1600 70 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1900 1863 1863 1900 1863 1863 1788 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 105 95 16 32 63 -17 32 1937 48 189 1684 73 Adj No. of Lanes 011021131130 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 188 138 301 136 333 327 130 2900 903 218 2999 130 Arrive On Green 0.21 0.21 0.19 0.21 0.21 0.00 0.10 0.76 0.76 0.12 0.60 0.58 Sat Flow, veh/h 689 670 1583 368 1610 1583 1703 5085 1583 1774 4998 217 Grp Volume(v), veh/h 200 0 16 32 63 -17 32 1937 48 189 1142 615 Grp Sat Flow(s),veh/h/ln 1359 0 1583 368 1610 1583 1703 1695 1583 1774 1695 1825 Q Serve(g_s), s 13.8 0.0 1.0 2.9 3.9 0.0 2.1 22.4 0.9 12.5 24.4 24.5 Cycle Q Clear(g_c), s 17.7 0.0 1.0 20.6 3.9 0.0 2.1 22.4 0.9 12.5 24.4 24.5 Prop In Lane 0.52 1.00 1.00 1.00 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 327 0 301 136 333 327 130 2900 903 218 2034 1095 V/C Ratio(X) 0.61 0.00 0.05 0.24 0.19 -0.05 0.25 0.67 0.05 0.87 0.56 0.56 Avail Cap(c_a), veh/h 342 0 317 149 349 343 142 2900 903 310 2034 1095 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.73 0.73 0.73 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.1 0.0 39.8 54.4 39.3 0.0 50.7 8.9 6.3 51.6 14.5 14.6 Incr Delay (d2), s/veh 2.0 0.0 0.0 0.3 0.1 0.0 0.3 0.9 0.1 12.4 1.1 2.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 6.4 0.0 0.4 1.0 1.7 0.0 1.0 10.3 0.4 6.9 11.6 12.8 LnGrp Delay(d),s/veh 48.1 0.0 39.8 54.8 39.4 0.0 51.0 9.8 6.4 64.0 15.6 16.7 LnGrp LOS D D D D D AAEBB Approach Vol, veh/h 216 78 2017 1946 Approach Delay, s/veh 47.5 54.3 10.4 20.6 Approach LOS D D B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.2 76.0 28.8 18.8 72.4 28.8 Change Period (Y+Rc), s 6.0 * 6 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 10.0 * 70 24.0 21.0 59.0 24.0 Max Q Clear Time (g_c+I1), s 4.1 26.5 22.6 14.5 24.4 19.7 Green Ext Time (p_c), s 1.1 36.1 0.3 0.2 31.5 0.7 Intersection Summary HCM 2010 Ctrl Delay 17.8 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 202: Hwy 111 & Fred Waring Drive Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 52 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 230 80 150 200 570 70 1330 150 400 1150 120 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 137 242 11 158 211 357 74 1400 150 421 1211 119 Adj No. of Lanes 221222230230 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 258 394 176 350 518 429 236 1671 179 930 2715 267 Arrive On Green 0.08 0.11 0.11 0.10 0.15 0.15 0.14 0.72 0.68 0.36 0.77 0.74 Sat Flow, veh/h 3442 3539 1583 3442 3539 2776 3442 4664 500 3442 4707 462 Grp Volume(v), veh/h 137 242 11 158 211 357 74 1018 532 421 872 458 Grp Sat Flow(s),veh/h/ln 1721 1770 1583 1721 1770 1388 1721 1695 1774 1721 1695 1780 Q Serve(g_s), s 4.6 7.8 0.6 5.2 6.5 8.3 2.3 25.5 25.9 11.2 10.9 11.2 Cycle Q Clear(g_c), s 4.6 7.8 0.6 5.2 6.5 8.3 2.3 25.5 25.9 11.2 10.9 11.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.26 Lane Grp Cap(c), veh/h 258 394 176 350 518 429 236 1215 636 930 1955 1026 V/C Ratio(X) 0.53 0.61 0.06 0.45 0.41 0.83 0.31 0.84 0.84 0.45 0.45 0.45 Avail Cap(c_a), veh/h 287 973 435 350 973 786 287 1215 636 930 1955 1026 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 1.33 1.33 1.33 Upstream Filter(I) 1.00 1.00 1.00 0.89 0.89 0.89 0.92 0.92 0.92 0.85 0.85 0.85 Uniform Delay (d), s/veh 53.5 50.9 32.8 50.8 46.5 15.0 49.2 14.5 15.1 31.6 7.2 7.4 Incr Delay (d2), s/veh 0.6 0.6 0.1 0.3 0.2 1.5 0.3 6.5 11.6 0.1 0.6 1.2 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(-26165%),veh/ln 2.2 3.9 0.3 2.5 3.2 3.3 1.1 12.7 14.3 5.3 5.2 5.7 LnGrp Delay(d),s/veh 54.1 51.4 32.8 51.1 46.7 16.4 49.5 21.0 26.7 31.7 7.8 8.6 LnGrp LOS DDCDDBDCCCAA Approach Vol, veh/h 390 726 1624 1751 Approach Delay, s/veh 51.8 32.8 24.2 13.8 Approach LOS D C C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.2 73.2 13.0 21.6 38.4 47.0 17.2 17.4 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 6.0 * 6 5.0 * 5 Max Green Setting (Gmax), s 10.0 49.0 10.0 32.0 18.0 * 41 10.0 * 32 Max Q Clear Time (g_c+I1), s 4.3 13.2 6.6 10.3 13.2 27.9 7.2 9.8 Green Ext Time (p_c), s 0.1 26.3 0.1 6.3 1.8 11.7 1.5 2.0 Intersection Summary HCM 2010 Ctrl Delay 23.9 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 203: Hwy 111 & Desert Crossing Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 54 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 220 20 310 40 10 40 270 1290 50 20 1190 190 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 247 0 79 42 11 -1 284 1358 32 21 1253 126 Adj No. of Lanes 201111231131 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 330 0 147 110 115 98 321 3471 1068 52 3147 980 Arrive On Green 0.09 0.00 0.09 0.06 0.06 0.00 0.19 1.00 1.00 0.06 1.00 1.00 Sat Flow, veh/h 3548 0 1583 1774 1863 1583 3442 5085 1583 1774 5085 1583 Grp Volume(v), veh/h 247 0 79 42 11 -1 284 1358 32 21 1253 126 Grp Sat Flow(s),veh/h/ln 1774 0 1583 1774 1863 1583 1721 1695 1583 1774 1695 1583 Q Serve(g_s), s 8.1 0.0 5.7 2.7 0.7 0.0 9.6 0.0 0.0 1.4 0.0 0.0 Cycle Q Clear(g_c), s 8.1 0.0 5.7 2.7 0.7 0.0 9.6 0.0 0.0 1.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 330 0 147 110 115 98 321 3471 1068 52 3147 980 V/C Ratio(X) 0.75 0.00 0.54 0.38 0.10 -0.01 0.89 0.39 0.03 0.40 0.40 0.13 Avail Cap(c_a), veh/h 946 0 422 148 155 132 516 3471 1068 148 3147 980 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.82 0.82 0.82 0.90 0.90 0.90 Uniform Delay (d), s/veh 53.1 0.0 52.0 54.1 53.1 0.0 48.2 0.0 0.0 55.5 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 1.1 0.8 0.1 0.0 5.5 0.3 0.0 1.7 0.3 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 4.0 0.0 2.5 1.4 0.3 0.0 4.8 0.1 0.0 0.7 0.1 0.1 LnGrp Delay(d),s/veh 54.4 0.0 53.1 54.9 53.3 0.0 53.7 0.3 0.0 57.1 0.3 0.2 LnGrp LOS D D D D D AAEAA Approach Vol, veh/h 326 52 1674 1400 Approach Delay, s/veh 54.1 55.6 9.3 1.2 Approach LOS D E A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.2 78.3 11.4 7.5 85.9 15.1 Change Period (Y+Rc), s 3.0 5.0 4.0 3.0 5.0 4.0 Max Green Setting (Gmax), s 19.0 43.0 10.0 11.0 51.0 32.0 Max Q Clear Time (g_c+I1), s 11.6 2.0 4.7 3.4 2.0 10.1 Green Ext Time (p_c), s 0.5 7.5 0.0 0.0 7.5 1.0 Intersection Summary HCM 2010 Ctrl Delay 10.9 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary Palm Desert 204: El Paseo/Town Center & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 56 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 120 1190 320 60 1190 120 410 90 40 130 90 110 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 126 1253 0 63 1253 65 432 95 36 137 95 0 Adj No. of Lanes 231231220221 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 634 2891 887 198 2119 666 542 401 145 287 295 132 Arrive On Green 0.37 1.00 0.00 0.11 0.83 0.84 0.16 0.16 0.16 0.08 0.08 0.00 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 2548 922 3442 3539 1583 Grp Volume(v), veh/h 126 1253 0 63 1253 65 432 65 66 137 95 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1700 1721 1770 1583 Q Serve(g_s), s 3.0 0.0 0.0 2.0 9.7 0.8 14.5 3.8 4.1 4.6 3.0 0.0 Cycle Q Clear(g_c), s 3.0 0.0 0.0 2.0 9.7 0.8 14.5 3.8 4.1 4.6 3.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.54 1.00 1.00 Lane Grp Cap(c), veh/h 634 2891 887 198 2119 666 542 279 268 287 295 132 V/C Ratio(X) 0.20 0.43 0.00 0.32 0.59 0.10 0.80 0.23 0.25 0.48 0.32 0.00 Avail Cap(c_a), veh/h 634 2891 887 287 2119 666 803 413 397 373 383 172 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.00 0.88 0.88 0.88 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 31.9 0.0 0.0 50.9 6.6 5.6 48.7 44.2 44.3 52.5 51.8 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.0 0.3 1.1 0.3 1.9 0.2 0.2 0.5 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.4 0.1 0.0 1.0 4.4 0.4 7.0 1.9 1.9 2.2 1.5 0.0 LnGrp Delay(d),s/veh 31.9 0.4 0.0 51.2 7.7 5.8 50.6 44.4 44.5 53.0 52.0 0.0 LnGrp LOS C A D A A DDDDD Approach Vol, veh/h 1379 1381 563 232 Approach Delay, s/veh 3.3 9.6 49.2 52.6 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 10.9 72.2 14.0 28.1 55.0 22.9 Change Period (Y+Rc), s 3.0 5.0 5.0 5.0 * 4.5 5.0 Max Green Setting (Gmax), s 11.0 52.0 12.0 13.0 * 51 27.0 Max Q Clear Time (g_c+I1), s 4.0 2.0 6.6 5.0 11.7 16.5 Green Ext Time (p_c), s 0.1 3.1 0.5 1.4 2.8 1.4 Intersection Summary HCM 2010 Ctrl Delay 16.2 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 205: Plaza & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 58 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 1080 120 190 1050 200 110 40 200 140 60 150 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 137 1137 105 200 1105 108 116 42 58 147 63 105 Adj No. of Lanes 230131110111 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 727 1658 153 404 1865 581 326 140 193 342 414 633 Arrive On Green 0.42 0.70 0.70 0.46 0.73 0.73 0.20 0.20 0.21 0.22 0.22 0.19 Sat Flow, veh/h 3442 4738 437 1774 5085 1583 1212 710 980 1290 1863 1583 Grp Volume(v), veh/h 137 813 429 200 1105 108 116 0 100 147 63 105 Grp Sat Flow(s),veh/h/ln 1721 1695 1786 1774 1695 1583 1212 0 1690 1290 1863 1583 Q Serve(g_s), s 1.5 8.3 8.3 4.8 6.1 1.3 5.3 0.0 3.0 6.4 1.6 0.0 Cycle Q Clear(g_c), s 1.5 8.3 8.3 4.8 6.1 1.3 6.9 0.0 3.0 9.4 1.6 0.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.58 1.00 1.00 Lane Grp Cap(c), veh/h 727 1187 625 404 1865 581 326 0 333 342 414 633 V/C Ratio(X) 0.19 0.69 0.69 0.49 0.59 0.19 0.36 0.00 0.30 0.43 0.15 0.17 Avail Cap(c_a), veh/h 727 1187 625 404 1865 581 390 0 422 399 497 704 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.90 0.90 0.90 0.81 0.81 0.81 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.1 7.1 7.1 13.9 5.9 5.2 22.9 0.0 20.4 23.2 18.8 11.6 Incr Delay (d2), s/veh 0.0 2.9 5.4 0.3 1.1 0.6 0.2 0.0 0.2 0.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.7 4.1 4.8 2.2 2.9 0.6 1.8 0.0 1.4 2.3 0.8 1.1 LnGrp Delay(d),s/veh 14.2 10.0 12.5 14.2 7.0 5.8 23.1 0.0 20.6 23.5 18.8 11.6 LnGrp LOS BBBBAAC CCBB Approach Vol, veh/h 1379 1413 216 315 Approach Delay, s/veh 11.2 7.9 21.9 18.6 Approach LOS B A C B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 17.7 25.0 17.3 16.7 26.0 17.3 Change Period (Y+Rc), s 3.0 4.0 5.0 3.0 4.0 * 5 Max Green Setting (Gmax), s 12.0 21.0 15.0 11.0 22.0 * 16 Max Q Clear Time (g_c+I1), s 6.8 10.3 11.4 3.5 8.1 8.9 Green Ext Time (p_c), s 0.5 1.9 0.9 0.6 2.3 1.5 Intersection Summary HCM 2010 Ctrl Delay 11.2 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 206: Hwy 74/Monterey & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 60 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 230 1070 130 240 1020 200 260 640 210 350 510 240 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 242 1126 53 253 1074 144 274 674 105 368 537 106 Adj No. of Lanes 231231221221 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 527 2060 628 308 1695 515 338 871 377 433 968 420 Arrive On Green 0.31 0.81 0.79 0.18 0.67 0.65 0.03 0.08 0.08 0.13 0.27 0.27 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3539 1583 3442 3539 1583 Grp Volume(v), veh/h 242 1126 53 253 1074 144 274 674 105 368 537 106 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1583 1721 1770 1583 Q Serve(g_s), s 6.8 9.0 0.9 8.5 14.6 3.3 9.5 22.4 7.5 12.6 15.6 4.3 Cycle Q Clear(g_c), s 6.8 9.0 0.9 8.5 14.6 3.3 9.5 22.4 7.5 12.6 15.6 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 527 2060 628 308 1695 515 338 871 377 433 968 420 V/C Ratio(X) 0.46 0.55 0.08 0.82 0.63 0.28 0.81 0.77 0.28 0.85 0.55 0.25 Avail Cap(c_a), veh/h 527 2060 628 402 1695 515 430 914 396 545 1032 449 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.75 0.75 0.75 0.81 0.81 0.81 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 37.6 7.6 7.6 48.3 15.8 7.4 56.9 51.9 45.6 51.3 37.3 16.0 Incr Delay (d2), s/veh 0.2 0.8 0.2 6.4 1.5 1.1 6.5 3.3 0.1 8.5 0.3 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.2 4.1 0.4 4.3 6.8 1.6 4.8 11.4 3.3 6.5 7.6 1.9 LnGrp Delay(d),s/veh 37.8 8.4 7.8 54.7 17.2 8.5 63.4 55.1 45.7 59.8 37.6 16.1 LnGrp LOS D A A D BAEEDEDB Approach Vol, veh/h 1421 1471 1053 1011 Approach Delay, s/veh 13.4 22.8 56.3 43.4 Approach LOS B C E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.8 52.6 15.8 36.8 23.4 44.0 19.1 33.5 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 14.0 39.0 15.0 34.0 14.0 * 39 19.0 30.0 Max Q Clear Time (g_c+I1), s 10.5 11.0 11.5 17.6 8.8 16.6 14.6 24.4 Green Ext Time (p_c), s 0.3 3.3 0.3 9.6 1.1 2.4 0.5 4.1 Intersection Summary HCM 2010 Ctrl Delay 31.4 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 207: San Pablo & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 62 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 1310 130 60 1280 140 100 100 90 170 140 170 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1900 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 137 1379 109 63 1347 139 105 105 12 179 147 0 Adj No. of Lanes 231230110111 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 830 2119 660 830 1952 201 176 152 17 206 204 174 Arrive On Green 0.08 0.14 0.14 0.48 0.83 0.81 0.10 0.09 0.08 0.12 0.11 0.00 Sat Flow, veh/h 3442 5085 1583 3442 4684 483 1774 1642 188 1774 1863 1583 Grp Volume(v), veh/h 137 1379 109 63 975 511 105 0 117 179 147 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1777 1774 0 1830 1774 1863 1583 Q Serve(g_s), s 4.5 30.8 7.3 1.2 13.5 13.9 6.8 0.0 7.4 11.9 9.2 0.0 Cycle Q Clear(g_c), s 4.5 30.8 7.3 1.2 13.5 13.9 6.8 0.0 7.4 11.9 9.2 0.0 Prop In Lane 1.00 1.00 1.00 0.27 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 830 2119 660 830 1413 741 176 0 169 206 204 174 V/C Ratio(X) 0.16 0.65 0.17 0.08 0.69 0.69 0.60 0.00 0.69 0.87 0.72 0.00 Avail Cap(c_a), veh/h 830 2119 660 830 1413 741 207 0 335 325 466 396 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.77 0.77 0.77 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 43.9 43.5 33.3 23.9 7.0 7.3 51.8 0.0 52.8 52.1 51.6 0.0 Incr Delay (d2), s/veh 0.0 1.2 0.4 0.0 2.8 5.2 1.4 0.0 1.9 8.7 1.8 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.1 14.7 3.3 0.6 6.5 7.4 3.4 0.0 3.9 6.3 4.8 0.0 LnGrp Delay(d),s/veh 44.0 44.7 33.7 23.9 9.7 12.5 53.2 0.0 54.7 60.9 53.4 0.0 LnGrp LOS DDCCABD DED Approach Vol, veh/h 1625 1549 222 326 Approach Delay, s/veh 43.9 11.2 54.0 57.5 Approach LOS D B D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 33.0 54.0 17.9 15.1 33.0 54.0 15.9 17.2 Change Period (Y+Rc), s 3.5 5.5 3.5 5.0 3.5 5.5 3.5 5.0 Max Green Setting (Gmax), s 10.5 48.5 22.5 21.0 10.5 48.5 14.5 29.0 Max Q Clear Time (g_c+I1), s 3.2 32.8 13.9 9.4 6.5 15.9 8.8 11.2 Green Ext Time (p_c), s 0.3 3.0 0.6 0.7 0.2 2.7 0.4 1.0 Intersection Summary HCM 2010 Ctrl Delay 32.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 208: San Luis Rey & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 64 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 1380 110 80 1310 90 100 50 150 80 60 90 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1900 1900 1863 1863 Adj Flow Rate, veh/h 137 1453 112 84 1379 93 105 53 61 84 63 38 Adj No. of Lanes 130130110011 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 355 2832 218 110 2150 145 207 191 220 204 141 356 Arrive On Green 0.40 1.00 1.00 0.02 0.15 0.14 0.24 0.24 0.22 0.24 0.24 0.22 Sat Flow, veh/h 1774 4816 371 1774 4867 328 1288 791 911 650 584 1583 Grp Volume(v), veh/h 137 1023 542 84 961 511 105 0 114 147 0 38 Grp Sat Flow(s),veh/h/ln 1774 1695 1797 1774 1695 1805 1288 0 1702 1234 0 1583 Q Serve(g_s), s 6.6 0.0 0.0 5.7 32.0 32.0 9.4 0.0 6.6 8.7 0.0 2.3 Cycle Q Clear(g_c), s 6.6 0.0 0.0 5.7 32.0 32.0 24.7 0.0 6.6 15.3 0.0 2.3 Prop In Lane 1.00 0.21 1.00 0.18 1.00 0.54 0.57 1.00 Lane Grp Cap(c), veh/h 355 1994 1057 110 1497 797 207 0 411 345 0 356 V/C Ratio(X) 0.39 0.51 0.51 0.76 0.64 0.64 0.51 0.00 0.28 0.43 0.00 0.11 Avail Cap(c_a), veh/h 355 1994 1057 207 1497 797 250 0 468 395 0 409 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.84 0.84 0.84 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.8 0.0 0.0 57.9 42.3 42.3 51.3 0.0 37.5 41.6 0.0 36.9 Incr Delay (d2), s/veh 0.3 0.9 1.8 3.4 1.8 3.3 0.7 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.2 0.3 0.5 2.9 15.4 16.8 3.4 0.0 3.1 4.4 0.0 1.0 LnGrp Delay(d),s/veh 31.0 0.9 1.8 61.3 44.1 45.7 52.0 0.0 37.6 41.9 0.0 37.0 LnGrp LOS C A A E D D D D D D Approach Vol, veh/h 1702 1556 219 185 Approach Delay, s/veh 3.6 45.5 44.5 40.9 Approach LOS A D D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.5 74.6 33.0 30.0 57.0 33.0 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 59.0 32.0 22.0 * 52 32.0 Max Q Clear Time (g_c+I1), s 7.7 2.0 17.3 8.6 34.0 26.7 Green Ext Time (p_c), s 0.1 3.4 2.5 3.0 2.6 1.3 Intersection Summary HCM 2010 Ctrl Delay 25.8 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 209: Portola & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 66 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 200 1340 130 110 1190 90 190 430 100 100 400 150 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 211 1411 88 116 1253 48 200 453 78 105 421 98 Adj No. of Lanes 231231220220 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 273 2161 673 526 2620 816 277 603 103 250 547 126 Arrive On Green 0.03 0.14 0.14 0.31 1.00 1.00 0.08 0.20 0.19 0.07 0.19 0.18 Sat Flow, veh/h 3442 5085 1583 3442 5085 1583 3442 3024 518 3442 2857 659 Grp Volume(v), veh/h 211 1411 88 116 1253 48 200 264 267 105 259 260 Grp Sat Flow(s),veh/h/ln 1721 1695 1583 1721 1695 1583 1721 1770 1771 1721 1770 1746 Q Serve(g_s), s 7.3 31.5 5.8 3.0 0.0 0.0 6.8 16.8 17.1 3.5 16.7 17.0 Cycle Q Clear(g_c), s 7.3 31.5 5.8 3.0 0.0 0.0 6.8 16.8 17.1 3.5 16.7 17.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.38 Lane Grp Cap(c), veh/h 273 2161 673 526 2620 816 277 353 353 250 339 335 V/C Ratio(X) 0.77 0.65 0.13 0.22 0.48 0.06 0.72 0.75 0.76 0.42 0.77 0.78 Avail Cap(c_a), veh/h 373 2161 673 526 2620 816 373 487 487 287 442 437 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 0.94 0.94 0.94 0.76 0.76 0.76 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.4 43.2 32.2 36.3 0.0 0.0 53.9 45.2 45.4 53.2 45.9 46.2 Incr Delay (d2), s/veh 3.9 1.4 0.4 0.1 0.6 0.1 1.9 1.8 2.0 0.4 4.0 4.5 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(-26165%),veh/ln 3.6 15.1 2.6 1.4 0.1 0.0 3.3 8.4 8.5 1.7 8.5 8.6 LnGrp Delay(d),s/veh 61.2 44.6 32.5 36.4 0.6 0.1 55.7 47.0 47.4 53.6 49.9 50.8 LnGrp LOS E D C D A A E DDDDD Approach Vol, veh/h 1710 1417 731 624 Approach Delay, s/veh 46.0 3.5 49.5 50.9 Approach LOS D A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 24.3 55.0 13.7 27.0 13.5 65.8 12.7 27.9 Change Period (Y+Rc), s 6.0 * 6 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 10.0 * 49 13.0 29.0 13.0 46.0 10.0 32.0 Max Q Clear Time (g_c+I1), s 5.0 33.5 8.8 19.0 9.3 2.0 5.5 19.1 Green Ext Time (p_c), s 0.1 3.0 0.4 3.0 0.2 3.2 0.4 3.9 Intersection Summary HCM 2010 Ctrl Delay 33.8 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 210: El Paseo/Cabrillo & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 68 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1480 20 240 1270 50 70 20 410 20 100 40 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 42 1558 21 253 1337 52 74 21 133 21 105 7 Adj No. of Lanes 130230112121 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 85 2542 34 923 3659 142 183 230 321 199 437 195 Arrive On Green 0.10 0.98 0.97 0.54 1.00 1.00 0.12 0.12 0.12 0.12 0.12 0.12 Sat Flow, veh/h 1774 5171 70 3442 5023 195 1276 1863 2787 1228 3539 1583 Grp Volume(v), veh/h 42 1021 558 253 902 487 74 21 133 21 105 7 Grp Sat Flow(s),veh/h/ln 1774 1695 1850 1721 1695 1828 1276 1863 1393 1228 1770 1583 Q Serve(g_s), s 2.7 1.5 1.6 4.8 0.0 0.0 6.7 1.2 5.3 1.9 3.2 0.5 Cycle Q Clear(g_c), s 2.7 1.5 1.6 4.8 0.0 0.0 9.9 1.2 5.3 3.1 3.2 0.5 Prop In Lane 1.00 0.04 1.00 0.11 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 85 1667 910 923 2469 1332 183 230 321 199 437 195 V/C Ratio(X) 0.49 0.61 0.61 0.27 0.37 0.37 0.40 0.09 0.41 0.11 0.24 0.04 Avail Cap(c_a), veh/h 177 1667 910 923 2469 1332 366 497 720 375 944 422 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.82 0.82 0.82 0.83 0.83 0.83 0.92 0.92 0.92 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 0.5 0.5 21.5 0.0 0.0 52.0 46.6 49.3 48.0 47.5 46.3 Incr Delay (d2), s/veh 1.3 1.4 2.5 0.0 0.3 0.6 0.5 0.1 0.3 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.3 0.6 1.0 2.3 0.1 0.2 2.4 0.6 2.1 0.6 1.6 0.2 LnGrp Delay(d),s/veh 54.2 1.9 3.1 21.5 0.3 0.6 52.5 46.7 49.6 48.1 47.6 46.3 LnGrp LOS D A A C A A DDDDDD Approach Vol, veh/h 1621 1642 228 133 Approach Delay, s/veh 3.7 3.7 50.3 47.6 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 38.2 63.0 18.8 9.8 91.4 18.8 Change Period (Y+Rc), s 5.0 * 5 5.0 3.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 * 58 31.0 13.0 63.0 31.0 Max Q Clear Time (g_c+I1), s 6.8 3.6 5.2 4.7 2.0 11.9 Green Ext Time (p_c), s 2.9 2.9 2.1 0.0 3.4 1.9 Intersection Summary HCM 2010 Ctrl Delay 8.2 HCM 2010 LOS A Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 211: Deep Canyon & Hwy 111 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 70 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 1620 70 110 1280 130 70 120 80 190 90 110 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1900 Adj Flow Rate, veh/h 158 1705 47 116 1347 89 74 126 32 200 95 41 Adj No. of Lanes 131131120120 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 432 2926 882 135 1992 590 167 250 61 223 264 108 Arrive On Green 0.49 1.00 1.00 0.08 0.39 0.38 0.09 0.09 0.08 0.13 0.11 0.10 Sat Flow, veh/h 1774 5085 1579 1774 5085 1573 1774 2806 689 1774 2443 996 Grp Volume(v), veh/h 158 1705 47 116 1347 89 74 78 80 200 67 69 Grp Sat Flow(s),veh/h/ln 1774 1695 1579 1774 1695 1573 1774 1770 1726 1774 1770 1669 Q Serve(g_s), s 6.7 0.0 0.0 7.8 26.3 3.1 4.7 5.0 5.3 13.3 4.2 4.6 Cycle Q Clear(g_c), s 6.7 0.0 0.0 7.8 26.3 3.1 4.7 5.0 5.3 13.3 4.2 4.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 0.60 Lane Grp Cap(c), veh/h 432 2926 882 135 1992 590 167 157 154 223 191 180 V/C Ratio(X) 0.37 0.58 0.05 0.86 0.68 0.15 0.44 0.49 0.52 0.89 0.35 0.38 Avail Cap(c_a), veh/h 432 2926 882 222 1992 590 167 236 230 340 428 403 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.85 0.85 0.85 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.0 0.0 0.0 54.8 30.2 11.4 51.4 52.1 52.4 51.7 49.6 50.1 Incr Delay (d2), s/veh 0.2 0.7 0.1 8.6 1.9 0.5 0.7 0.9 1.0 13.0 0.4 0.5 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(-26165%),veh/ln 3.3 0.2 0.0 4.1 12.6 1.4 2.4 2.5 2.6 7.4 2.1 2.2 LnGrp Delay(d),s/veh 25.2 0.7 0.1 63.4 32.1 12.0 52.0 53.0 53.4 64.7 50.0 50.6 LnGrp LOS C A A E C B D D D E D D Approach Vol, veh/h 1910 1552 232 336 Approach Delay, s/veh 2.7 33.3 52.8 58.9 Approach LOS A C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.2 73.0 16.8 17.0 35.2 51.0 19.1 14.7 Change Period (Y+Rc), s 3.5 5.5 5.0 * 5 5.5 * 5.5 3.5 5.0 Max Green Setting (Gmax), s 15.5 48.5 10.5 * 28 18.5 * 46 23.5 15.0 Max Q Clear Time (g_c+I1), s 9.8 2.0 6.7 6.6 8.7 28.3 15.3 7.3 Green Ext Time (p_c), s 0.1 4.7 0.5 0.9 2.2 2.9 0.3 0.6 Intersection Summary HCM 2010 Ctrl Delay 22.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary Palm Desert 213: Portola & El Paseo Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 72 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 180 70 150 180 30 100 510 210 70 400 180 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1900 1863 1863 1863 1863 1863 1900 Adj Flow Rate, veh/h 158 189 22 158 189 15 105 537 136 74 421 154 Adj No. of Lanes 120120121120 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 255 500 58 255 519 41 226 865 387 192 575 208 Arrive On Green 0.14 0.16 0.16 0.14 0.16 0.16 0.13 0.24 0.24 0.11 0.23 0.23 Sat Flow, veh/h 1774 3199 368 1774 3325 262 1774 3539 1583 1774 2547 922 Grp Volume(v), veh/h 158 104 107 158 100 104 105 537 136 74 291 284 Grp Sat Flow(s),veh/h/ln 1774 1770 1798 1774 1770 1817 1774 1770 1583 1774 1770 1700 Q Serve(g_s), s 4.8 3.0 3.1 4.8 2.9 3.0 3.2 7.8 4.1 2.2 8.8 8.9 Cycle Q Clear(g_c), s 4.8 3.0 3.1 4.8 2.9 3.0 3.2 7.8 4.1 2.2 8.8 8.9 Prop In Lane 1.00 0.20 1.00 0.14 1.00 1.00 1.00 0.54 Lane Grp Cap(c), veh/h 255 277 281 255 277 284 226 865 387 192 399 383 V/C Ratio(X) 0.62 0.37 0.38 0.62 0.36 0.37 0.47 0.62 0.35 0.38 0.73 0.74 Avail Cap(c_a), veh/h 339 860 874 339 860 883 277 1659 742 277 830 797 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.2 21.8 21.8 23.2 21.7 21.7 23.3 19.4 18.0 23.9 20.7 20.7 Incr Delay (d2), s/veh 0.9 0.3 0.3 0.9 0.3 0.3 0.6 0.3 0.2 0.5 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.4 1.5 1.5 2.4 1.4 1.5 1.6 3.8 1.8 1.1 4.4 4.3 LnGrp Delay(d),s/veh 24.1 22.1 22.1 24.1 22.0 22.0 23.9 19.7 18.2 24.4 21.6 21.8 LnGrp LOS CCCCCCCBBCCC Approach Vol, veh/h 369 362 778 649 Approach Delay, s/veh 23.0 22.9 20.0 22.0 Approach LOS C C B C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 14.0 12.3 18.0 13.3 14.0 11.2 19.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 28.0 9.0 27.0 11.0 28.0 9.0 27.0 Max Q Clear Time (g_c+I1), s 6.8 5.0 5.2 10.9 6.8 5.1 4.2 9.8 Green Ext Time (p_c), s 0.2 0.6 0.1 2.1 0.2 0.6 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 21.6 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 215: Hovley Ln East & Oasis Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 74 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 70 860 660 210 290 30 Number 7 4 8 18 1 16 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 Adj Flow Rate, veh/h 74 905 695 100 305 18 Adj No. of Lanes 122111 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, %222222 Cap, veh/h 150 1345 850 380 352 315 Arrive On Green 0.08 0.38 0.24 0.24 0.20 0.20 Sat Flow, veh/h 1774 3632 3632 1583 1774 1583 Grp Volume(v), veh/h 74 905 695 100 305 18 Grp Sat Flow(s),veh/h/ln 1774 1770 1770 1583 1774 1583 Q Serve(g_s), s 3.6 19.2 16.7 4.6 15.0 0.8 Cycle Q Clear(g_c), s 3.6 19.2 16.7 4.6 15.0 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 150 1345 850 380 352 315 V/C Ratio(X) 0.49 0.67 0.82 0.26 0.87 0.06 Avail Cap(c_a), veh/h 217 1848 1219 545 650 581 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98 Uniform Delay (d), s/veh 39.4 23.2 32.3 27.7 34.9 29.2 Incr Delay (d2), s/veh 0.9 0.2 1.9 0.1 23.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.8 9.3 8.3 2.0 9.6 0.8 LnGrp Delay(d),s/veh 40.3 23.5 34.3 27.9 58.1 29.6 LnGrp LOS DCCCEC Approach Vol, veh/h 979 795 323 Approach Delay, s/veh 24.7 33.5 56.5 Approach LOS C C E Timer 12345678 Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 39.2 22.9 12.6 26.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 47.0 33.0 11.0 31.0 Max Q Clear Time (g_c+I1), s 21.2 17.0 5.6 18.7 Green Ext Time (p_c), s 3.2 0.9 0.1 2.9 Intersection Summary HCM 2010 Ctrl Delay 33.0 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary Palm Desert 282: Monterey Avenue & I-10 EB Off-ramp Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 76 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 0 630 00001440 470 140 820 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 0 1863 1863 1863 1863 0 Adj Flow Rate, veh/h 28 0 360 0 1516 0 147 863 0 Adj No. of Lanes 1 0 2 031220 Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 0.95 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 239 0 426 0 3503 1091 206 2768 0 Arrive On Green 0.13 0.00 0.13 0.00 0.23 0.00 0.06 0.78 0.00 Sat Flow, veh/h 1774 0 3167 0 5253 1583 3442 3632 0 Grp Volume(v), veh/h 28 0 360 0 1516 0 147 863 0 Grp Sat Flow(s),veh/h/ln 1774 0 1583 0 1695 1583 1721 1770 0 Q Serve(g_s), s 1.7 0.0 13.3 0.0 30.7 0.0 5.0 8.4 0.0 Cycle Q Clear(g_c), s 1.7 0.0 13.3 0.0 30.7 0.0 5.0 8.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 239 0 426 0 3503 1091 206 2768 0 V/C Ratio(X) 0.12 0.00 0.84 0.00 0.43 0.00 0.71 0.31 0.00 Avail Cap(c_a), veh/h 591 0 1056 0 3503 1091 315 2768 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.65 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.7 0.0 50.7 0.0 26.3 0.0 55.4 3.8 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.8 0.0 0.3 0.0 4.6 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.8 0.0 6.0 0.0 14.5 0.0 2.5 4.2 0.0 LnGrp Delay(d),s/veh 45.7 0.0 52.5 0.0 26.5 0.0 60.0 4.1 0.0 LnGrp LOS D D C E A Approach Vol, veh/h 388 1516 1010 Approach Delay, s/veh 52.0 26.5 12.2 Approach LOS D C B Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.2 87.7 21.2 98.8 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 55.0 40.0 70.0 Max Q Clear Time (g_c+I1), s 7.0 32.7 15.3 10.4 Green Ext Time (p_c), s 0.2 10.5 0.8 13.7 Intersection Summary HCM 2010 Ctrl Delay 24.9 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary Palm Desert 1220: Monterey & Fred Waring Drive Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 78 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 330 900 100 340 670 250 80 1020 280 260 940 230 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 347 947 -7 358 705 0 84 1074 246 274 989 174 Adj No. of Lanes 230231230231 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 468 1265 0 525 1350 420 323 1386 317 527 2013 626 Arrive On Green 0.14 0.25 0.00 0.15 0.27 0.00 0.09 0.34 0.34 0.15 0.40 0.40 Sat Flow, veh/h 3442 5253 0 3442 5085 1583 3442 4120 943 3442 5085 1582 Grp Volume(v), veh/h 347 940 0 358 705 0 84 884 436 274 989 174 Grp Sat Flow(s),veh/h/ln 1721 1695 0 1721 1695 1583 1721 1695 1673 1721 1695 1582 Q Serve(g_s), s 10.7 18.7 0.0 10.8 13.0 0.0 2.5 25.7 25.8 8.1 16.0 4.9 Cycle Q Clear(g_c), s 10.7 18.7 0.0 10.8 13.0 0.0 2.5 25.7 25.8 8.1 16.0 4.9 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 468 1265 0 525 1350 420 323 1140 563 527 2013 626 V/C Ratio(X) 0.74 0.74 0.00 0.68 0.52 0.00 0.26 0.77 0.78 0.52 0.49 0.28 Avail Cap(c_a), veh/h 532 1341 0 563 1387 432 344 1140 563 527 2013 626 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) 0.61 0.61 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.7 38.1 0.0 44.1 34.5 0.0 46.3 32.8 32.8 42.9 24.9 8.0 Incr Delay (d2), s/veh 2.4 1.1 0.0 2.4 0.1 0.0 0.2 5.2 10.1 0.4 0.9 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 5.2 8.9 0.0 5.3 6.1 0.0 1.2 12.8 13.5 3.9 7.7 2.3 LnGrp Delay(d),s/veh 48.0 39.2 0.0 46.5 34.6 0.0 46.5 37.9 42.8 43.3 25.8 9.1 LnGrp LOS D D D C DDDDCA Approach Vol, veh/h 1287 1063 1404 1437 Approach Delay, s/veh 41.6 38.6 40.0 27.1 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 17.9 32.2 13.3 46.5 19.8 30.4 19.8 40.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 15.0 28.0 9.0 38.0 16.0 27.0 12.0 35.0 Max Q Clear Time (g_c+I1), s 12.7 15.0 4.5 18.0 12.8 20.7 10.1 27.8 Green Ext Time (p_c), s 0.3 5.9 0.1 9.7 2.0 3.7 1.3 5.3 Intersection Summary HCM 2010 Ctrl Delay 36.5 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 15: Washington & Country Club Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 770 680 190 40 610 190 230 1200 50 200 1060 670 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1900 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 811 716 154 42 642 37 242 1263 51 211 1116 0 Adj No. of Lanes 230121230231 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 881 1939 412 136 1000 447 291 1312 53 265 1291 402 Arrive On Green 0.26 0.46 0.45 0.08 0.28 0.28 0.08 0.26 0.25 0.08 0.25 0.00 Sat Flow, veh/h 3442 4202 894 1774 3539 1583 3442 5015 202 3442 5085 1583 Grp Volume(v), veh/h 811 576 294 42 642 37 242 854 460 211 1116 0 Grp Sat Flow(s),veh/h/ln 1721 1695 1705 1774 1770 1583 1721 1695 1827 1721 1695 1583 Q Serve(g_s), s 29.8 14.3 14.7 2.9 20.7 2.2 9.0 32.3 32.3 7.8 27.3 0.0 Cycle Q Clear(g_c), s 29.8 14.3 14.7 2.9 20.7 2.2 9.0 32.3 32.3 7.8 27.3 0.0 Prop In Lane 1.00 0.52 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 881 1565 787 136 1000 447 291 887 478 265 1291 402 V/C Ratio(X) 0.92 0.37 0.37 0.31 0.64 0.08 0.83 0.96 0.96 0.80 0.86 0.00 Avail Cap(c_a), veh/h 900 1565 787 136 1000 447 291 887 478 265 1291 402 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.1 22.7 23.0 56.7 40.9 34.3 58.6 47.4 47.4 59.0 46.4 0.0 Incr Delay (d2), s/veh 14.0 0.7 1.4 0.5 3.2 0.4 17.1 21.5 31.6 14.4 6.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 15.9 6.9 7.2 1.4 10.5 1.0 5.0 17.7 20.4 4.3 13.4 0.0 LnGrp Delay(d),s/veh 61.1 23.4 24.3 57.2 44.0 34.6 75.7 68.9 79.0 73.4 52.4 0.0 LnGrp LOS E C C E D C EEEED Approach Vol, veh/h 1681 721 1556 1327 Approach Delay, s/veh 41.7 44.3 72.9 55.8 Approach LOS D D E E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 38.0 14.0 64.0 15.0 37.0 37.3 40.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 33.0 9.0 59.0 10.0 32.0 33.0 35.0 Max Q Clear Time (g_c+I1), s 9.8 34.3 4.9 16.7 11.0 29.3 31.8 22.7 Green Ext Time (p_c), s 0.0 0.0 2.7 18.9 0.0 2.7 0.4 6.8 Intersection Summary HCM 2010 Ctrl Delay 54.8 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary Palm Desert 36: Monterey Avenue & Dinah Shore Drive Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 610 400 370 60 570 270 760 1140 20 250 810 370 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1863 1863 1863 1863 1863 1863 1863 1863 1900 1863 1863 1863 Adj Flow Rate, veh/h 642 421 205 63 600 0 800 1200 20 263 853 0 Adj No. of Lanes 321121230231 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 667 953 426 74 628 281 850 2134 36 324 1329 414 Arrive On Green 0.13 0.27 0.27 0.04 0.18 0.00 0.25 0.41 0.41 0.03 0.09 0.00 Sat Flow, veh/h 5003 3539 1583 1774 3539 1583 3442 5152 86 3442 5085 1583 Grp Volume(v), veh/h 642 421 205 63 600 0 800 790 430 263 853 0 Grp Sat Flow(s),veh/h/ln 1668 1770 1583 1774 1770 1583 1721 1695 1848 1721 1695 1583 Q Serve(g_s), s 15.3 11.8 13.0 4.2 20.1 0.0 27.4 21.3 21.3 9.1 19.5 0.0 Cycle Q Clear(g_c), s 15.3 11.8 13.0 4.2 20.1 0.0 27.4 21.3 21.3 9.1 19.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 667 953 426 74 628 281 850 1404 765 324 1329 414 V/C Ratio(X) 0.96 0.44 0.48 0.85 0.96 0.00 0.94 0.56 0.56 0.81 0.64 0.00 Avail Cap(c_a), veh/h 667 953 426 74 628 281 860 1404 765 436 1329 414 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.88 0.88 0.00 Uniform Delay (d), s/veh 51.7 36.4 36.8 57.1 48.9 0.0 44.3 26.8 26.8 57.1 49.4 0.0 Incr Delay (d2), s/veh 25.6 0.1 0.3 55.7 25.0 0.0 17.8 1.6 3.0 5.4 2.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 8.7 5.8 5.7 3.2 12.0 0.0 15.1 10.3 11.5 4.6 9.4 0.0 LnGrp Delay(d),s/veh 77.3 36.5 37.1 112.8 73.9 0.0 62.2 28.5 29.8 62.5 51.5 0.0 LnGrp LOS E D D F E E C C E D Approach Vol, veh/h 1268 663 2020 1116 Approach Delay, s/veh 57.3 77.6 42.1 54.1 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.0 38.0 34.6 37.4 21.0 27.0 16.3 55.7 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 5.0 32.3 30.0 31.0 16.0 21.3 15.2 45.8 Max Q Clear Time (g_c+I1), s 6.2 15.0 29.4 21.5 17.3 22.1 11.1 23.3 Green Ext Time (p_c), s 0.0 0.7 0.3 3.2 0.0 0.0 0.2 3.9 Intersection Summary HCM 2010 Ctrl Delay 53.2 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 EB I-10 Monterey Ave to Portola Ave Future Conditions 2040 AM Volume, V 6,280 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,653 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 7,685 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,921 pcphpl Average passenger-car speed, S 64.0 mph Volume-to-capacity ratio, v/c 0.80 Density, D 30.0 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 EB I-10 Portola Ave to Cook St Future Conditions 2040 AM Volume, V 6,470 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,703 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 7,917 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,979 pcphpl Average passenger-car speed, S 63.0 mph Volume-to-capacity ratio, v/c 0.82 Density, D 31.4 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 EB I-10 Cook St to Washington St Future Conditions 2040 AM Volume, V 3,240 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 853 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 3,965 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 991 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.41 Density, D 14.2 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 WB I-10 Washington to Cook St Future Conditions 2040 AM Volume, V 3,470 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 913 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 4,246 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,062 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.44 Density, D 15.2 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 WB I-10 Cook to Portola Ave Future Conditions 2040 AM Volume, V 5,810 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,529 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 7,110 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,777 pcphpl Average passenger-car speed, S 66.1 mph Volume-to-capacity ratio, v/c 0.74 Density, D 26.9 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 WB I-10 Portola to Montery Ave Future Conditions 2040 AM Volume, V 5,710 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,503 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 6,987 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,747 pcphpl Average passenger-car speed, S 66.5 mph Volume-to-capacity ratio, v/c 0.73 Density, D 26.3 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 EB I-10 Monterey Ave to Portola Ave Future Conditions 2040 PM Volume, V 3,900 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,026 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 4,772 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,193 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.50 Density, D 17.0 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 EB I-10 Portola Ave to Cook St Future Conditions 2040 PM Volume, V 3,960 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,042 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 4,846 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,211 pcphpl Average passenger-car speed, S 70.0 mph Volume-to-capacity ratio, v/c 0.50 Density, D 17.3 pcpmpl Level of service, LOS B HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 EB I-10 Cook St to Washington St Future Conditions 2040 PM Volume, V 5,830 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,534 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 7,134 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,784 pcphpl Average passenger-car speed, S 66.1 mph Volume-to-capacity ratio, v/c 0.74 Density, D 27.0 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 WB I-10 Washington St to Cook St Future Conditions 2040 PM Volume, V 5,750 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 1,513 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 7,036 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 1,759 pcphpl Average passenger-car speed, S 66.4 mph Volume-to-capacity ratio, v/c 0.73 Density, D 26.5 pcpmpl Level of service, LOS D HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 WB I-10 Cook St to Portola Ave Future Conditions 2040 PM Volume, V 8,750 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 2,303 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 10,707 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 2,677 pcphpl Average passenger-car speed, S -mph Volume-to-capacity ratio, v/c 1.12 Density, D -pcpmpl Level of service, LOS F HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 Project Freeway Segment Alternative Time period Palm Desert General Plan I-10 WB I-10 Portola Ave to Monterey Ave Future Conditions 2040 PM Volume, V 8,930 vph Peak-hour factor, PHF 0.95 Peak 15-min volume, v15 2,350 veh Trucks and buses 32.5% Recreational vehicles 0.0% Terrain type Level Grade Length mi Trucks and buses PCE, ET 1.5 Recreational vehicle PCE, ER 1.2 Heavy vehicle adjustment, fHV 0.860 Driver popoulation factor, fP 1.00 Flow rate, vp 10,928 pcph Number of lanes, N 4 Lane width 12.0 ft Right-side lateral clearance >6 ft Total ramp density, TRD 0.00 ramps/mi Lane width adjustment, fLW 0.0 mph Lateral clearance adjustment, fLC 0.0 mph TRD adjustment 0.0 mph Calculated free-flow speed, FFS 75.4 mph Measured free-flow speed, FFS 70.0 mph Free-flow speed curve 70 mph Actual Maximum Violation? Entering freeway volume pcph pcph Exiting freeway volume pcph pcph On-ramp volume pcph pcph Off-ramp volume pcph pcph Flow rate, vp 2,732 pcphpl Average passenger-car speed, S -mph Volume-to-capacity ratio, v/c 1.14 Density, D -pcpmpl Level of service, LOS F HCM 2010: Freeway Basic Segment Basic Operational Analysis Flow Inputs and Adjustments LOS and Performance Measures Speed Inputs and Adjustments Capacity Checks for Segments with Ramps Fehr & Peers 8/11/2016 HCM 2010 Signalized Intersection Summary 36: Monterey Avenue & Dinah Shore Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 260 300 270 50 250 190 200 370 20 340 1280 360 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 280 323 155 54 269 0 215 398 19 366 1376 0 Adj No. of Lanes 221121230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 336 541 242 69 332 149 273 2399 114 426 2678 834 Arrive On Green 0.10 0.16 0.16 0.04 0.10 0.00 0.08 0.50 0.50 0.09 0.36 0.00 Sat Flow, veh/h 3351 3446 1542 1727 3446 1542 3351 4845 229 3351 4951 1542 Grp Volume(v), veh/h 280 323 155 54 269 0 215 270 147 366 1376 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1727 1723 1542 1676 1650 1773 1676 1650 1542 Q Serve(g_s), s 9.8 10.5 11.3 3.7 9.2 0.0 7.6 5.4 5.5 12.9 26.1 0.0 Cycle Q Clear(g_c), s 9.8 10.5 11.3 3.7 9.2 0.0 7.6 5.4 5.5 12.9 26.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 1.00 Lane Grp Cap(c), veh/h 336 541 242 69 332 149 273 1635 878 426 2678 834 V/C Ratio(X) 0.83 0.60 0.64 0.78 0.81 0.00 0.79 0.17 0.17 0.86 0.51 0.00 Avail Cap(c_a), veh/h 447 928 415 130 727 325 363 1635 878 559 2678 834 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.67 0.67 0.67 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.66 0.66 0.00 Uniform Delay (d), s/veh 53.0 47.1 47.4 57.1 53.1 0.0 54.1 16.6 16.7 53.8 25.9 0.0 Incr Delay (d2), s/veh 7.6 0.4 1.1 7.1 1.8 0.0 7.1 0.2 0.4 5.7 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 4.9 5.0 4.9 1.9 4.5 0.0 3.8 2.5 2.8 6.3 12.1 0.0 LnGrp Delay(d),s/veh 60.6 47.5 48.5 64.2 54.9 0.0 61.2 16.9 17.1 59.6 26.4 0.0 LnGrp LOS E D D E D EBBEC Approach Vol, veh/h 758 323 632 1742 Approach Delay, s/veh 52.5 56.5 32.0 33.3 Approach LOS D E C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 24.5 14.8 70.9 17.0 17.3 20.3 65.4 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 9.0 32.3 13.0 44.0 16.0 25.3 20.0 37.0 Max Q Clear Time (g_c+I1), s 5.7 13.3 9.6 28.1 11.8 11.2 14.9 7.5 Green Ext Time (p_c), s 0.0 0.4 0.2 3.4 0.2 0.4 0.3 3.7 Intersection Summary HCM 2010 Ctrl Delay 39.5 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 58: Monterey Avenue & Gerald Ford 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 80 390 180 120 480 60 80 540 40 50 1130 130 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 86 419 20 129 516 7 86 581 39 54 1215 0 Adj No. of Lanes 221221230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 133 588 263 182 638 286 133 2574 172 117 2662 829 Arrive On Green 0.04 0.17 0.17 0.05 0.19 0.19 0.04 0.54 0.54 0.03 0.54 0.00 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4743 316 3351 4951 1542 Grp Volume(v), veh/h 86 419 20 129 516 7 86 403 217 54 1215 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1758 1676 1650 1542 Q Serve(g_s), s 3.0 13.8 1.3 4.5 17.2 0.4 3.0 7.6 7.7 1.9 18.0 0.0 Cycle Q Clear(g_c), s 3.0 13.8 1.3 4.5 17.2 0.4 3.0 7.6 7.7 1.9 18.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.18 1.00 1.00 Lane Grp Cap(c), veh/h 133 588 263 182 638 286 133 1791 954 117 2662 829 V/C Ratio(X) 0.64 0.71 0.08 0.71 0.81 0.02 0.64 0.23 0.23 0.46 0.46 0.00 Avail Cap(c_a), veh/h 195 956 428 251 1014 454 195 1791 954 140 2662 829 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 56.8 47.0 41.8 55.8 46.8 40.0 56.8 14.3 14.3 56.8 17.0 0.0 Incr Delay (d2), s/veh 1.9 1.6 0.1 2.5 2.7 0.0 1.9 0.3 0.6 1.1 0.6 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.4 6.7 0.6 2.2 8.4 0.2 1.4 3.5 3.9 0.9 8.4 0.0 LnGrp Delay(d),s/veh 58.7 48.6 41.9 58.3 49.5 40.0 58.7 14.6 14.9 57.9 17.6 0.0 LnGrp LOS E D D E D D EBBEB Approach Vol, veh/h 525 652 706 1269 Approach Delay, s/veh 50.0 51.1 20.0 19.3 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 9.8 71.5 9.8 28.9 9.2 72.1 11.5 27.2 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 7.0 47.0 7.0 35.3 5.0 49.0 9.0 33.3 Max Q Clear Time (g_c+I1), s 5.0 20.0 5.0 19.2 3.9 9.7 6.5 15.8 Green Ext Time (p_c), s 0.0 10.0 0.0 3.0 0.0 11.0 0.1 3.1 Intersection Summary HCM 2010 Ctrl Delay 31.2 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 75: Monterey Avenue & Frank Sinatra Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 310 160 110 400 70 130 530 50 50 1230 80 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 32 333 44 118 430 75 140 570 48 54 1323 43 Adj No. of Lanes 221221230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 92 436 195 169 516 231 193 2875 240 117 2944 917 Arrive On Green 0.03 0.13 0.13 0.05 0.15 0.15 0.06 0.62 0.62 0.03 0.59 0.59 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4657 389 3351 4951 1542 Grp Volume(v), veh/h 32 333 44 118 430 75 140 403 215 54 1323 43 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1745 1676 1650 1542 Q Serve(g_s), s 1.1 11.2 3.1 4.2 14.5 5.2 4.9 6.4 6.5 1.9 17.7 1.4 Cycle Q Clear(g_c), s 1.1 11.2 3.1 4.2 14.5 5.2 4.9 6.4 6.5 1.9 17.7 1.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.22 1.00 1.00 Lane Grp Cap(c), veh/h 92 436 195 169 516 231 193 2038 1077 117 2944 917 V/C Ratio(X) 0.35 0.76 0.23 0.70 0.83 0.33 0.73 0.20 0.20 0.46 0.45 0.05 Avail Cap(c_a), veh/h 168 1005 450 223 1091 488 251 2038 1077 168 2944 917 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.3 50.7 47.1 56.1 49.6 45.6 55.6 10.0 10.0 56.8 13.5 10.1 Incr Delay (d2), s/veh 0.8 1.1 0.2 3.2 1.4 0.3 4.4 0.2 0.4 1.1 0.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.5 5.4 1.3 2.0 7.0 2.2 2.4 3.0 3.2 0.9 8.2 0.6 LnGrp Delay(d),s/veh 58.2 51.7 47.3 59.2 50.9 45.9 60.0 10.2 10.4 57.9 14.0 10.2 LnGrp LOS E D D E D D EBBEBB Approach Vol, veh/h 409 623 758 1420 Approach Delay, s/veh 51.8 51.9 19.5 15.5 Approach LOS D D B B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.9 77.9 7.3 24.0 8.2 80.6 10.1 21.2 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 9.0 47.5 6.0 * 38 6.0 50.5 8.0 35.0 Max Q Clear Time (g_c+I1), s 6.9 19.7 3.1 16.5 3.9 8.5 6.2 13.2 Green Ext Time (p_c), s 0.0 4.0 0.0 1.4 0.0 4.0 0.0 1.4 Intersection Summary HCM 2010 Ctrl Delay 28.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 128: Hwy 74 & El Paseo 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 100 170 50 120 100 180 570 50 90 560 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 32 108 57 54 129 33 194 613 45 97 602 111 Adj No. of Lanes 121121120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 392 581 260 398 581 260 513 1685 124 539 1505 277 Arrive On Green 0.17 0.17 0.17 0.17 0.17 0.17 0.52 0.52 0.52 0.52 0.52 0.52 Sat Flow, veh/h 1219 3446 1542 1216 3446 1542 734 3256 239 773 2907 535 Grp Volume(v), veh/h 32 108 57 54 129 33 194 324 334 97 356 357 Grp Sat Flow(s),veh/h/ln 1219 1723 1542 1216 1723 1542 734 1723 1772 773 1723 1719 Q Serve(g_s), s 0.7 0.9 1.0 1.3 1.0 0.6 7.0 3.6 3.6 2.7 4.0 4.0 Cycle Q Clear(g_c), s 1.8 0.9 1.0 2.1 1.0 0.6 11.0 3.6 3.6 6.3 4.0 4.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.31 Lane Grp Cap(c), veh/h 392 581 260 398 581 260 513 892 917 539 892 890 V/C Ratio(X) 0.08 0.19 0.22 0.14 0.22 0.13 0.38 0.36 0.36 0.18 0.40 0.40 Avail Cap(c_a), veh/h 913 2055 919 918 2055 919 571 1027 1056 600 1027 1025 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 12.2 11.4 11.4 12.3 11.4 11.3 8.0 4.6 4.6 6.4 4.7 4.7 Incr Delay (d2), s/veh 0.1 0.2 0.4 0.2 0.2 0.2 0.5 0.2 0.2 0.2 0.3 0.3 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(0%),veh/ln 0.3 0.4 0.5 0.4 0.5 0.3 1.5 1.7 1.7 0.6 2.0 2.0 LnGrp Delay(d),s/veh 12.3 11.5 11.9 12.4 11.6 11.5 8.5 4.8 4.8 6.6 5.0 5.0 LnGrp LOS BBBBBBAAAAAA Approach Vol, veh/h 197 216 852 810 Approach Delay, s/veh 11.7 11.8 5.7 5.2 Approach LOS BBAA Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 21.5 10.4 21.5 10.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 19.0 19.0 19.0 19.0 Max Q Clear Time (g_c+I1), s 13.0 3.8 8.3 4.1 Green Ext Time (p_c), s 3.5 1.4 5.2 1.4 Intersection Summary HCM 2010 Ctrl Delay 6.7 HCM 2010 LOS A HCM 2010 Signalized Intersection Summary 169: Monterey Avenue & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 70 340 150 230 700 140 320 510 120 190 1140 130 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 75 366 0 247 753 0 344 548 68 204 1226 43 Adj No. of Lanes 231231231231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 207 757 223 307 875 260 419 1646 513 761 2210 688 Arrive On Green 0.06 0.15 0.00 0.09 0.18 0.00 0.13 0.33 0.33 0.23 0.45 0.45 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 4951 1542 3351 4951 1542 Grp Volume(v), veh/h 75 366 0 247 753 0 344 548 68 204 1226 43 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1650 1542 1676 1650 1542 Q Serve(g_s), s 2.6 8.1 0.0 8.7 17.7 0.0 12.0 10.0 2.6 6.0 21.9 1.3 Cycle Q Clear(g_c), s 2.6 8.1 0.0 8.7 17.7 0.0 12.0 10.0 2.6 6.0 21.9 1.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 207 757 223 307 875 260 419 1646 513 761 2210 688 V/C Ratio(X) 0.36 0.48 0.00 0.80 0.86 0.00 0.82 0.33 0.13 0.27 0.55 0.06 Avail Cap(c_a), veh/h 223 1527 463 307 1650 501 419 1646 513 761 2210 688 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.0 46.5 0.0 53.4 48.0 0.0 51.2 30.1 13.5 38.2 24.4 8.6 Incr Delay (d2), s/veh 0.4 0.2 0.0 13.4 1.0 0.0 11.6 0.5 0.5 0.1 1.0 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 1.2 3.7 0.0 4.6 8.2 0.0 6.2 4.6 1.2 2.8 10.2 0.6 LnGrp Delay(d),s/veh 54.4 46.7 0.0 66.8 49.0 0.0 62.8 30.6 14.1 38.2 25.5 8.8 LnGrp LOS D D E D E C B D C A Approach Vol, veh/h 441 1000 960 1473 Approach Delay, s/veh 48.0 53.4 41.0 26.7 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 33.7 46.3 16.0 24.0 20.0 60.0 13.1 26.9 Change Period (Y+Rc), s 7.4 * 7.4 6.0 6.7 6.0 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 9.0 * 39 10.0 36.0 14.0 33.9 7.0 * 39 Max Q Clear Time (g_c+I1), s 8.0 12.0 10.7 10.1 14.0 23.9 4.6 19.7 Green Ext Time (p_c), s 0.0 0.4 0.0 0.3 0.0 1.1 0.1 0.5 Intersection Summary HCM 2010 Ctrl Delay 39.6 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 282: Monterey Avenue & I-10 EB Off-ramp 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 38 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 30 10 950 00005802101601020 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 0 1814 1814 1814 1814 0 Adj Flow Rate, veh/h 25 0 908 0 624 0 172 1097 0 Adj No. of Lanes 1 0 2 031220 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 552 0 985 0 2453 764 229 2058 0 Arrive On Green 0.32 0.00 0.32 0.00 0.16 0.00 0.07 0.60 0.00 Sat Flow, veh/h 1727 0 3083 0 5115 1542 3351 3537 0 Grp Volume(v), veh/h 25 0 908 0 624 0 172 1097 0 Grp Sat Flow(s),veh/h/ln 1727 0 1542 0 1650 1542 1676 1723 0 Q Serve(g_s), s 1.2 0.0 34.1 0.0 13.2 0.0 6.0 22.6 0.0 Cycle Q Clear(g_c), s 1.2 0.0 34.1 0.0 13.2 0.0 6.0 22.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 552 0 985 0 2453 764 229 2058 0 V/C Ratio(X) 0.05 0.00 0.92 0.00 0.25 0.00 0.75 0.53 0.00 Avail Cap(c_a), veh/h 835 0 1490 0 2453 764 307 2058 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.94 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 28.2 0.0 39.4 0.0 30.8 0.0 54.9 14.3 0.0 Incr Delay (d2), s/veh 0.0 0.0 5.3 0.0 0.2 0.0 6.9 1.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(0%),veh/ln 0.6 0.0 15.2 0.0 6.1 0.0 3.0 10.9 0.0 LnGrp Delay(d),s/veh 28.2 0.0 44.6 0.0 31.1 0.0 61.8 15.3 0.0 LnGrp LOS C D C E B Approach Vol, veh/h 933 624 1269 Approach Delay, s/veh 44.2 31.1 21.6 Approach LOS D C C Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 12.2 64.4 43.3 76.7 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 11.0 37.0 58.0 52.0 Max Q Clear Time (g_c+I1), s 8.0 15.2 36.1 24.6 Green Ext Time (p_c), s 0.2 6.9 2.3 7.3 Intersection Summary HCM 2010 Ctrl Delay 31.1 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary 1220: Monterey & Fred Waring Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future AM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 39 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 260 30 330 670 230 70 410 110 200 710 150 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 108 280 15 355 720 0 75 441 93 215 763 80 Adj No. of Lanes 230231230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 213 707 37 533 1202 374 646 1949 399 323 1869 582 Arrive On Green 0.06 0.15 0.15 0.16 0.24 0.00 0.19 0.47 0.47 0.10 0.38 0.38 Sat Flow, veh/h 3351 4801 253 3351 4951 1542 3351 4110 842 3351 4951 1540 Grp Volume(v), veh/h 108 191 104 355 720 0 75 352 182 215 763 80 Grp Sat Flow(s),veh/h/ln 1676 1650 1753 1676 1650 1542 1676 1650 1651 1676 1650 1540 Q Serve(g_s), s 3.7 6.3 6.4 12.0 15.5 0.0 2.2 7.5 7.8 7.4 13.6 4.1 Cycle Q Clear(g_c), s 3.7 6.3 6.4 12.0 15.5 0.0 2.2 7.5 7.8 7.4 13.6 4.1 Prop In Lane 1.00 0.14 1.00 1.00 1.00 0.51 1.00 1.00 Lane Grp Cap(c), veh/h 213 486 258 533 1202 374 646 1565 783 323 1869 582 V/C Ratio(X) 0.51 0.39 0.40 0.67 0.60 0.00 0.12 0.22 0.23 0.67 0.41 0.14 Avail Cap(c_a), veh/h 288 778 413 651 1704 531 646 1565 783 427 1869 582 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) 0.84 0.84 0.84 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 54.4 46.3 46.4 47.5 40.3 0.0 40.0 18.6 18.7 52.4 27.5 24.5 Incr Delay (d2), s/veh 0.6 0.2 0.3 1.1 0.2 0.0 0.0 0.3 0.7 1.0 0.7 0.5 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(0%),veh/ln 1.8 2.9 3.1 5.6 7.1 0.0 1.0 3.5 3.7 3.5 6.3 1.8 LnGrp Delay(d),s/veh 55.0 46.5 46.7 48.6 40.4 0.0 40.0 18.9 19.4 53.3 28.1 25.0 LnGrp LOS DDDDD DBBDCC Approach Vol, veh/h 403 1075 609 1058 Approach Delay, s/veh 48.8 43.1 21.6 33.0 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.3 32.8 26.8 49.0 22.8 21.4 15.3 60.6 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 8.3 39.3 6.3 43.3 21.3 26.3 13.3 36.3 Max Q Clear Time (g_c+I1), s 5.7 17.5 4.2 15.6 14.0 8.4 9.4 9.8 Green Ext Time (p_c), s 0.0 5.3 0.1 5.1 3.1 1.5 0.1 3.4 Intersection Summary HCM 2010 Ctrl Delay 36.3 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 3: Cook & Hovley Ln East 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 1 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 200 370 90 170 350 120 100 870 330 130 630 170 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 215 398 71 183 376 31 108 935 199 140 677 60 Adj No. of Lanes 120221230230 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 270 522 92 441 529 237 413 1513 321 413 1713 151 Arrive On Green 0.16 0.18 0.17 0.13 0.15 0.15 0.12 0.37 0.37 0.12 0.37 0.37 Sat Flow, veh/h 1727 2927 518 3351 3446 1542 3351 4093 868 3351 4635 408 Grp Volume(v), veh/h 215 233 236 183 376 31 108 753 381 140 481 256 Grp Sat Flow(s),veh/h/ln 1727 1723 1722 1676 1723 1542 1676 1650 1661 1676 1650 1742 Q Serve(g_s), s 9.7 10.4 10.6 4.1 8.4 1.0 2.4 15.1 15.2 3.1 8.7 8.8 Cycle Q Clear(g_c), s 9.7 10.4 10.6 4.1 8.4 1.0 2.4 15.1 15.2 3.1 8.7 8.8 Prop In Lane 1.00 0.30 1.00 1.00 1.00 0.52 1.00 0.23 Lane Grp Cap(c), veh/h 270 307 307 441 529 237 413 1220 614 413 1220 644 V/C Ratio(X) 0.80 0.76 0.77 0.41 0.71 0.13 0.26 0.62 0.62 0.34 0.39 0.40 Avail Cap(c_a), veh/h 298 722 721 441 1274 570 413 1220 614 413 1220 644 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.0 31.7 31.9 32.4 32.6 14.9 32.2 20.9 20.9 32.6 18.9 18.9 Incr Delay (d2), s/veh 11.3 1.5 1.5 0.2 0.7 0.1 0.1 2.3 4.7 0.2 1.0 1.8 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(-26165%),veh/ln 5.5 5.0 5.2 1.9 4.0 0.6 1.1 7.3 7.8 1.4 4.1 4.5 LnGrp Delay(d),s/veh 44.2 33.1 33.4 32.6 33.3 15.0 32.4 23.2 25.6 32.7 19.8 20.7 LnGrp LOS DCCCCBCCCCBC Approach Vol, veh/h 684 590 1242 877 Approach Delay, s/veh 36.7 32.1 24.8 22.2 Approach LOS DCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 34.0 16.7 16.5 14.0 34.0 14.7 18.5 Change Period (Y+Rc), s 5.0 5.7 5.0 5.0 5.0 5.7 5.0 5.0 Max Green Setting (Gmax), s 9.0 28.3 13.0 29.0 9.0 28.3 9.0 33.0 Max Q Clear Time (g_c+I1), s 4.4 10.8 11.7 10.4 5.1 17.2 6.1 12.6 Green Ext Time (p_c), s 0.2 1.5 0.1 1.1 0.2 2.3 0.5 0.9 Intersection Summary HCM 2010 Ctrl Delay 27.8 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 7: Portola & Hovley Ln East 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 2 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Volume (veh/h) 290 250 730 380 290 800 Number 3 18 2 12 1 6 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 312 29 785 225 312 860 Adj No. of Lanes 212112 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222 Cap, veh/h 408 188 1753 784 351 2644 Arrive On Green 0.12 0.12 0.51 0.51 0.20 0.77 Sat Flow, veh/h 3351 1542 3537 1542 1727 3537 Grp Volume(v), veh/h 312 29 785 225 312 860 Grp Sat Flow(s),veh/h/ln 1676 1542 1723 1542 1727 1723 Q Serve(g_s), s 8.1 1.5 13.0 7.6 15.8 7.0 Cycle Q Clear(g_c), s 8.1 1.5 13.0 7.6 15.8 7.0 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 408 188 1753 784 351 2644 V/C Ratio(X) 0.76 0.15 0.45 0.29 0.89 0.33 Avail Cap(c_a), veh/h 819 377 1753 784 461 2644 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.3 35.4 14.1 12.7 34.9 3.3 Incr Delay (d2), s/veh 1.1 0.1 0.8 0.9 13.3 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.8 0.7 6.4 3.4 8.8 3.3 LnGrp Delay(d),s/veh 39.4 35.5 14.9 13.6 48.2 3.6 LnGrp LOS D D B B D A Approach Vol, veh/h 341 1010 1172 Approach Delay, s/veh 39.1 14.6 15.5 Approach LOS D B B Timer 12345678 Assigned Phs 1 2 6 8 Phs Duration (G+Y+Rc), s 23.3 50.8 74.0 16.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 24.0 29.0 58.0 22.0 Max Q Clear Time (g_c+I1), s 17.8 15.0 9.0 10.1 Green Ext Time (p_c), s 0.5 3.3 3.7 0.8 Intersection Summary HCM 2010 Ctrl Delay 18.3 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 10: Cook & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 3 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 140 870 170 130 850 180 200 880 250 200 750 100 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1850 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 151 935 42 140 914 81 215 946 181 215 806 41 Adj No. of Lanes 230230230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 271 1098 49 270 1045 92 276 1793 342 276 2125 662 Arrive On Green 0.08 0.23 0.23 0.08 0.23 0.23 0.08 0.43 0.43 0.08 0.43 0.43 Sat Flow, veh/h 3351 4858 218 3351 4633 409 3351 4177 797 3351 4951 1542 Grp Volume(v), veh/h 151 635 342 140 650 345 215 747 380 215 806 41 Grp Sat Flow(s),veh/h/ln 1676 1650 1775 1676 1650 1741 1676 1650 1673 1676 1650 1542 Q Serve(g_s), s 4.8 20.3 20.3 4.4 20.9 21.0 6.9 18.4 18.5 6.9 12.2 1.2 Cycle Q Clear(g_c), s 4.8 20.3 20.3 4.4 20.9 21.0 6.9 18.4 18.5 6.9 12.2 1.2 Prop In Lane 1.00 0.12 1.00 0.24 1.00 0.48 1.00 1.00 Lane Grp Cap(c), veh/h 271 746 401 270 745 393 276 1417 718 276 2125 662 V/C Ratio(X) 0.56 0.85 0.85 0.52 0.87 0.88 0.78 0.53 0.53 0.78 0.38 0.06 Avail Cap(c_a), veh/h 274 960 516 274 960 507 366 1417 718 366 2125 662 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 1.00 1.00 1.00 0.64 0.64 0.64 1.00 1.00 1.00 Uniform Delay (d), s/veh 48.6 40.8 40.8 48.5 41.1 41.1 49.5 23.2 23.2 49.5 21.4 9.0 Incr Delay (d2), s/veh 1.4 4.8 8.7 0.7 6.1 11.2 3.5 0.9 1.8 5.3 0.5 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.3 9.8 11.0 2.1 10.1 11.3 3.3 8.5 8.8 3.4 5.6 0.5 LnGrp Delay(d),s/veh 50.1 45.6 49.6 49.2 47.2 52.3 52.9 24.1 25.0 54.8 21.9 9.2 LnGrp LOS DDDDDDDCCDCA Approach Vol, veh/h 1128 1135 1342 1062 Approach Delay, s/veh 47.4 49.0 28.9 28.1 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.9 29.9 14.1 52.2 13.9 29.8 14.1 52.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 32.0 12.0 37.0 9.0 32.0 12.0 37.0 Max Q Clear Time (g_c+I1), s 6.4 22.3 8.9 14.2 6.8 23.0 8.9 20.5 Green Ext Time (p_c), s 0.1 2.1 0.1 5.4 0.8 1.8 0.1 5.0 Intersection Summary HCM 2010 Ctrl Delay 38.1 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 15: Washington & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 4 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 770 680 190 40 610 190 230 1200 50 200 1060 670 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 828 731 157 43 656 37 247 1290 52 215 1140 0 Adj No. of Lanes 230121230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 698 1739 370 144 1034 462 307 1343 54 279 1320 411 Arrive On Green 0.21 0.43 0.42 0.08 0.30 0.30 0.09 0.28 0.27 0.08 0.27 0.00 Sat Flow, veh/h 3351 4092 870 1727 3446 1542 3351 4883 197 3351 4951 1542 Grp Volume(v), veh/h 828 588 300 43 656 37 247 872 470 215 1140 0 Grp Sat Flow(s),veh/h/ln 1676 1650 1660 1727 1723 1542 1676 1650 1779 1676 1650 1542 Q Serve(g_s), s 25.0 15.0 15.3 2.8 19.7 2.1 8.7 31.2 31.2 7.5 26.3 0.0 Cycle Q Clear(g_c), s 25.0 15.0 15.3 2.8 19.7 2.1 8.7 31.2 31.2 7.5 26.3 0.0 Prop In Lane 1.00 0.52 1.00 1.00 1.00 0.11 1.00 1.00 Lane Grp Cap(c), veh/h 698 1403 706 144 1034 463 307 908 489 279 1320 411 V/C Ratio(X) 1.19 0.42 0.42 0.30 0.63 0.08 0.80 0.96 0.96 0.77 0.86 0.00 Avail Cap(c_a), veh/h 698 1403 706 144 1034 463 307 908 489 279 1320 411 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 47.5 24.1 24.4 51.7 36.3 30.1 53.4 42.9 42.9 53.9 41.9 0.0 Incr Delay (d2), s/veh 97.8 0.9 1.9 0.4 3.0 0.3 13.4 20.7 30.6 11.2 5.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 21.0 7.0 7.4 1.4 9.8 0.9 4.6 16.8 19.4 3.9 12.8 0.0 LnGrp Delay(d),s/veh 145.3 25.1 26.3 52.1 39.3 30.5 66.8 63.5 73.5 65.1 47.8 0.0 LnGrp LOS F CCDDC EEEED Approach Vol, veh/h 1716 736 1589 1355 Approach Delay, s/veh 83.3 39.6 67.0 50.5 Approach LOS F D E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 37.0 14.0 55.0 15.0 36.0 29.0 40.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 32.0 9.0 50.0 10.0 31.0 24.0 35.0 Max Q Clear Time (g_c+I1), s 9.5 33.2 4.8 17.3 10.7 28.3 27.0 21.7 Green Ext Time (p_c), s 0.0 0.0 1.4 16.9 0.0 2.1 0.0 7.2 Intersection Summary HCM 2010 Ctrl Delay 64.3 HCM 2010 LOS E HCM 2010 Signalized Intersection Summary 21: Portola & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 5 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 70 810 250 380 860 110 190 620 280 60 480 70 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1850 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 75 871 145 409 925 56 204 667 262 65 516 65 Adj No. of Lanes 130130120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 127 1051 174 381 1873 113 173 682 268 122 778 98 Arrive On Green 0.07 0.25 0.25 0.22 0.39 0.39 0.10 0.28 0.28 0.07 0.25 0.25 Sat Flow, veh/h 1727 4280 709 1727 4775 288 1727 2419 950 1727 3082 387 Grp Volume(v), veh/h 75 671 345 409 639 342 204 475 454 65 288 293 Grp Sat Flow(s),veh/h/ln 1727 1650 1689 1727 1650 1763 1727 1723 1646 1727 1723 1745 Q Serve(g_s), s 4.6 21.2 21.3 24.2 16.0 16.1 11.0 30.1 30.1 4.0 16.5 16.6 Cycle Q Clear(g_c), s 4.6 21.2 21.3 24.2 16.0 16.1 11.0 30.1 30.1 4.0 16.5 16.6 Prop In Lane 1.00 0.42 1.00 0.16 1.00 0.58 1.00 0.22 Lane Grp Cap(c), veh/h 127 810 414 381 1295 691 173 486 464 122 435 441 V/C Ratio(X) 0.59 0.83 0.83 1.07 0.49 0.49 1.18 0.98 0.98 0.53 0.66 0.67 Avail Cap(c_a), veh/h 157 810 414 381 1295 691 173 486 464 141 454 460 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 49.4 39.3 39.4 42.9 25.2 25.2 49.5 39.2 39.2 49.4 36.9 36.9 Incr Delay (d2), s/veh 1.6 9.5 17.6 67.5 1.3 2.5 125.6 35.0 36.0 1.3 2.6 2.7 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.3 10.7 12.0 18.7 7.5 8.3 11.3 19.0 18.3 2.0 8.1 8.3 LnGrp Delay(d),s/veh 51.0 48.8 56.9 110.4 26.5 27.7 175.1 74.2 75.1 50.7 39.5 39.6 LnGrp LOS D D E F C C F E E D D D Approach Vol, veh/h 1091 1390 1133 646 Approach Delay, s/veh 51.5 51.5 92.7 40.7 Approach LOS D D F D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.1 48.1 16.0 32.8 29.2 32.0 12.8 36.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 40.0 11.0 29.0 23.0 27.0 9.0 31.0 Max Q Clear Time (g_c+I1), s 6.6 18.1 13.0 18.6 26.2 23.3 6.0 32.1 Green Ext Time (p_c), s 0.0 3.3 0.0 2.7 0.0 1.1 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 60.8 HCM 2010 LOS E HCM 2010 Signalized Intersection Summary 24: Eldorado & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1090 90 90 1000 60 50 140 80 40 150 40 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 43 1172 65 97 1075 39 54 151 38 43 161 12 Adj No. of Lanes 131131121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 471 2857 889 134 1891 589 114 282 126 141 336 150 Arrive On Green 0.27 0.58 0.58 0.08 0.38 0.38 0.07 0.08 0.08 0.08 0.10 0.10 Sat Flow, veh/h 1727 4951 1542 1727 4951 1542 1727 3446 1542 1727 3446 1542 Grp Volume(v), veh/h 43 1172 65 97 1075 39 54 151 38 43 161 12 Grp Sat Flow(s),veh/h/ln 1727 1650 1542 1727 1650 1542 1727 1723 1542 1727 1723 1542 Q Serve(g_s), s 2.0 14.4 2.0 6.0 18.9 1.3 3.3 4.6 2.6 2.6 4.9 0.5 Cycle Q Clear(g_c), s 2.0 14.4 2.0 6.0 18.9 1.3 3.3 4.6 2.6 2.6 4.9 0.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 471 2857 889 134 1891 589 114 282 126 141 336 150 V/C Ratio(X) 0.09 0.41 0.07 0.72 0.57 0.07 0.47 0.54 0.30 0.30 0.48 0.08 Avail Cap(c_a), veh/h 471 2857 889 204 1891 589 141 940 420 141 940 420 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.8 12.9 10.3 49.6 26.8 11.2 49.5 48.5 47.5 47.6 47.0 16.1 Incr Delay (d2), s/veh 0.0 0.4 0.2 2.8 1.2 0.2 1.1 0.6 0.5 0.4 0.4 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.0 6.6 0.9 3.0 8.8 0.6 1.6 2.2 1.1 1.2 2.3 0.2 LnGrp Delay(d),s/veh 29.9 13.3 10.4 52.3 28.1 11.4 50.6 49.1 48.0 48.0 47.4 16.2 LnGrp LOS C B B D C B DDDDDB Approach Vol, veh/h 1280 1211 243 216 Approach Delay, s/veh 13.7 29.5 49.3 45.8 Approach LOS B C D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 68.5 12.3 15.7 35.0 47.0 14.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 13.0 38.0 9.0 30.0 9.0 42.0 9.0 30.0 Max Q Clear Time (g_c+I1), s 8.0 16.4 5.3 6.9 4.0 20.9 4.6 6.6 Green Ext Time (p_c), s 0.1 3.5 0.0 0.8 0.1 3.0 0.0 0.8 Intersection Summary HCM 2010 Ctrl Delay 25.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 31: Oasis Club/Tamarisk Row & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 1150 80 50 980 390 60 170 70 260 200 20 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 22 1237 81 54 1054 368 65 183 18 280 215 12 Adj No. of Lanes 130131120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 69 1770 116 292 2483 759 381 1022 99 395 1069 59 Arrive On Green 0.04 0.37 0.36 0.17 0.50 0.49 0.32 0.32 0.32 0.32 0.32 0.31 Sat Flow, veh/h 1727 4749 311 1727 4951 1542 1149 3173 309 1177 3320 184 Grp Volume(v), veh/h 22 860 458 54 1054 368 65 98 103 280 111 116 Grp Sat Flow(s),veh/h/ln 1727 1650 1759 1727 1650 1542 1149 1723 1759 1177 1723 1781 Q Serve(g_s), s 1.4 24.3 24.3 3.0 14.8 17.5 4.8 4.5 4.6 24.7 5.1 5.2 Cycle Q Clear(g_c), s 1.4 24.3 24.3 3.0 14.8 17.5 10.0 4.5 4.6 29.3 5.1 5.2 Prop In Lane 1.00 0.18 1.00 1.00 1.00 0.18 1.00 0.10 Lane Grp Cap(c), veh/h 69 1230 656 292 2483 759 381 555 567 395 555 574 V/C Ratio(X) 0.32 0.70 0.70 0.19 0.42 0.48 0.17 0.18 0.18 0.71 0.20 0.20 Avail Cap(c_a), veh/h 141 1230 656 292 2483 759 481 705 720 497 705 729 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 1.00 1.00 1.00 0.93 0.93 0.93 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.3 29.3 29.3 39.2 17.4 18.6 30.7 26.8 26.8 37.4 27.0 27.1 Incr Delay (d2), s/veh 1.0 3.3 6.1 0.1 0.5 2.2 0.1 0.1 0.1 2.1 0.1 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.7 11.6 12.8 1.4 6.9 7.9 1.5 2.2 2.3 8.2 2.4 2.6 LnGrp Delay(d),s/veh 52.3 32.6 35.4 39.3 17.9 20.8 30.7 26.9 26.9 39.5 27.1 27.1 LnGrp LOS DCDDBCCCCDCC Approach Vol, veh/h 1340 1476 266 507 Approach Delay, s/veh 33.9 19.4 27.8 34.0 Approach LOS C B C C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 23.6 46.0 40.4 9.4 60.2 40.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 41.0 45.0 9.0 41.0 45.0 Max Q Clear Time (g_c+I1), s 5.0 26.3 31.3 3.4 19.5 12.0 Green Ext Time (p_c), s 0.6 11.6 4.1 0.0 14.1 5.4 Intersection Summary HCM 2010 Ctrl Delay 27.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 36: Monterey Avenue & Dinah Shore Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 610 400 370 60 570 270 760 1140 20 250 810 370 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 656 430 210 65 613 0 817 1226 21 269 871 0 Adj No. of Lanes 221121230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 614 1021 457 82 554 248 765 1890 32 328 1221 380 Arrive On Green 0.18 0.30 0.30 0.05 0.16 0.00 0.23 0.38 0.38 0.03 0.08 0.00 Sat Flow, veh/h 3351 3446 1542 1727 3446 1542 3351 5014 86 3351 4951 1542 Grp Volume(v), veh/h 656 430 210 65 613 0 817 807 440 269 871 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1727 1723 1542 1676 1650 1799 1676 1650 1542 Q Serve(g_s), s 22.0 12.0 13.3 4.5 19.3 0.0 27.4 24.2 24.2 9.6 20.6 0.0 Cycle Q Clear(g_c), s 22.0 12.0 13.3 4.5 19.3 0.0 27.4 24.2 24.2 9.6 20.6 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.05 1.00 1.00 Lane Grp Cap(c), veh/h 614 1021 457 82 554 248 765 1245 678 328 1221 380 V/C Ratio(X) 1.07 0.42 0.46 0.79 1.11 0.00 1.07 0.65 0.65 0.82 0.71 0.00 Avail Cap(c_a), veh/h 614 1021 457 101 554 248 765 1245 678 441 1221 380 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.33 0.33 0.33 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.87 0.87 0.00 Uniform Delay (d), s/veh 49.0 33.9 34.4 56.5 50.4 0.0 46.3 30.8 30.8 57.0 51.0 0.0 Incr Delay (d2), s/veh 55.7 0.1 0.3 22.7 70.6 0.0 52.2 2.6 4.8 5.7 3.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 14.9 5.7 5.7 2.7 14.6 0.0 18.2 11.4 12.9 4.7 9.8 0.0 LnGrp Delay(d),s/veh 104.7 34.0 34.7 79.3 120.9 0.0 98.5 33.4 35.6 62.7 54.1 0.0 LnGrp LOS F C C E F F C D E D Approach Vol, veh/h 1296 678 2064 1140 Approach Delay, s/veh 69.9 117.0 59.6 56.1 Approach LOS E F E E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 10.7 41.3 32.4 35.6 27.0 25.0 16.8 51.2 Change Period (Y+Rc), s 5.0 5.7 5.0 6.0 5.0 5.7 5.0 6.0 Max Green Setting (Gmax), s 7.0 34.3 27.4 29.6 22.0 19.3 15.8 41.2 Max Q Clear Time (g_c+I1), s 6.5 15.3 29.4 22.6 24.0 21.3 11.6 26.2 Green Ext Time (p_c), s 0.0 0.7 0.0 2.8 0.0 0.0 0.2 3.8 Intersection Summary HCM 2010 Ctrl Delay 68.9 HCM 2010 LOS E Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 48: Washington & Hovley Ln East/42nd Ave 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 9 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 260 600 280 220 290 120 360 1220 230 180 1070 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1850 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 280 645 253 237 312 74 387 1312 149 194 1151 49 Adj No. of Lanes 220220131131 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 778 699 274 279 388 91 408 1650 514 279 1279 398 Arrive On Green 0.23 0.29 0.28 0.08 0.14 0.13 0.24 0.33 0.33 0.16 0.26 0.26 Sat Flow, veh/h 3351 2420 949 3351 2774 649 1727 4951 1542 1727 4951 1542 Grp Volume(v), veh/h 280 459 439 237 192 194 387 1312 149 194 1151 49 Grp Sat Flow(s),veh/h/ln 1676 1723 1646 1676 1723 1699 1727 1650 1542 1727 1650 1542 Q Serve(g_s), s 8.4 31.0 31.1 8.4 13.0 13.3 26.5 28.8 8.6 12.7 27.0 2.9 Cycle Q Clear(g_c), s 8.4 31.0 31.1 8.4 13.0 13.3 26.5 28.8 8.6 12.7 27.0 2.9 Prop In Lane 1.00 0.58 1.00 0.38 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 778 497 475 279 241 238 408 1650 514 279 1279 398 V/C Ratio(X) 0.36 0.92 0.92 0.85 0.80 0.82 0.95 0.79 0.29 0.70 0.90 0.12 Avail Cap(c_a), veh/h 778 531 508 279 531 524 408 1650 514 279 1279 398 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.6 41.4 41.7 54.3 50.0 50.3 45.1 36.3 29.5 47.5 43.0 34.1 Incr Delay (d2), s/veh 0.1 20.5 21.2 20.1 2.3 2.6 31.2 4.0 1.4 6.2 10.3 0.6 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(-26165%),veh/ln 3.9 17.6 17.0 4.7 6.3 6.4 16.1 13.7 3.8 6.6 13.5 1.3 LnGrp Delay(d),s/veh 38.7 61.8 62.9 74.4 52.3 52.9 76.3 40.3 30.9 53.8 53.3 34.7 LnGrp LOS D E E E D D E DCDDC Approach Vol, veh/h 1178 623 1848 1394 Approach Delay, s/veh 56.7 60.9 47.1 52.7 Approach LOS E E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.4 44.0 14.0 38.6 32.4 35.0 31.9 20.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 39.0 9.0 36.0 25.0 30.0 9.0 36.0 Max Q Clear Time (g_c+I1), s 14.7 30.8 10.4 33.1 28.5 29.0 10.4 15.3 Green Ext Time (p_c), s 0.3 2.3 0.0 0.6 0.0 0.4 0.0 0.5 Intersection Summary HCM 2010 Ctrl Delay 52.6 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 58: Monterey Avenue & Gerald Ford 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 10 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 200 490 100 110 500 100 130 1220 70 60 1070 150 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 215 527 23 118 538 17 140 1312 72 65 1151 0 Adj No. of Lanes 221221230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 272 767 343 170 662 296 194 2366 130 124 2335 727 Arrive On Green 0.08 0.22 0.22 0.05 0.19 0.19 0.06 0.49 0.49 0.04 0.47 0.00 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4805 264 3351 4951 1542 Grp Volume(v), veh/h 215 527 23 118 538 17 140 901 483 65 1151 0 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1767 1676 1650 1542 Q Serve(g_s), s 7.6 16.8 1.4 4.2 17.9 1.1 4.9 22.9 22.9 2.3 19.2 0.0 Cycle Q Clear(g_c), s 7.6 16.8 1.4 4.2 17.9 1.1 4.9 22.9 22.9 2.3 19.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.15 1.00 1.00 Lane Grp Cap(c), veh/h 272 767 343 170 662 296 194 1625 870 124 2335 727 V/C Ratio(X) 0.79 0.69 0.07 0.69 0.81 0.06 0.72 0.55 0.55 0.53 0.49 0.00 Avail Cap(c_a), veh/h 363 1042 466 223 899 402 251 1625 870 140 2335 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 54.1 42.8 36.8 56.0 46.4 39.6 55.6 21.3 21.3 56.8 21.8 0.0 Incr Delay (d2), s/veh 5.9 1.1 0.1 3.1 4.2 0.1 4.4 1.4 2.5 1.3 0.7 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.7 8.1 0.6 2.0 8.9 0.5 2.4 10.7 11.7 1.1 8.9 0.0 LnGrp Delay(d),s/veh 60.0 44.0 36.9 59.2 50.6 39.7 59.9 22.6 23.8 58.0 22.6 0.0 LnGrp LOS E D D E D D E C C E C Approach Vol, veh/h 765 673 1524 1216 Approach Delay, s/veh 48.3 51.8 26.4 24.5 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.9 63.6 14.7 29.7 9.4 66.1 11.1 33.4 Change Period (Y+Rc), s 5.0 7.0 5.0 6.7 5.0 7.0 5.0 6.7 Max Green Setting (Gmax), s 9.0 43.0 13.0 31.3 5.0 47.0 8.0 36.3 Max Q Clear Time (g_c+I1), s 6.9 21.2 9.6 19.9 4.3 24.9 6.2 18.8 Green Ext Time (p_c), s 0.1 13.1 0.2 3.1 0.0 13.3 0.0 3.6 Intersection Summary HCM 2010 Ctrl Delay 33.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 60: Portola & Magnesia Falls 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 11 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 290 70 80 20 40 130 50 780 30 80 830 220 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1850 Adj Flow Rate, veh/h 312 75 86 22 43 52 54 839 10 86 892 217 Adj No. of Lanes 111111121120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 250 366 311 73 181 154 128 1534 686 153 1263 307 Arrive On Green 0.14 0.20 0.20 0.04 0.10 0.10 0.07 0.45 0.45 0.09 0.46 0.46 Sat Flow, veh/h 1727 1814 1542 1727 1814 1542 1727 3446 1542 1727 2750 669 Grp Volume(v), veh/h 312 75 86 22 43 52 54 839 10 86 559 550 Grp Sat Flow(s),veh/h/ln 1727 1814 1542 1727 1814 1542 1727 1723 1542 1727 1723 1696 Q Serve(g_s), s 13.0 3.1 4.2 1.1 2.0 2.8 2.7 16.1 0.3 4.3 23.3 23.4 Cycle Q Clear(g_c), s 13.0 3.1 4.2 1.1 2.0 2.8 2.7 16.1 0.3 4.3 23.3 23.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.39 Lane Grp Cap(c), veh/h 250 366 311 73 181 154 128 1534 686 153 791 779 V/C Ratio(X) 1.25 0.20 0.28 0.30 0.24 0.34 0.42 0.55 0.01 0.56 0.71 0.71 Avail Cap(c_a), veh/h 250 524 445 173 443 377 173 1534 686 173 791 779 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 38.5 29.9 30.3 41.8 37.3 37.7 39.8 18.3 13.9 39.4 19.5 19.5 Incr Delay (d2), s/veh 141.4 0.1 0.2 0.8 0.2 0.5 0.8 1.4 0.0 1.2 5.2 5.3 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(-26165%),veh/ln 16.0 1.6 1.8 0.5 1.0 1.2 1.3 7.9 0.1 2.1 12.2 12.0 LnGrp Delay(d),s/veh 179.9 30.0 30.5 42.7 37.6 38.2 40.6 19.7 14.0 40.6 24.7 24.8 LnGrp LOS F CCDDDDBBDCC Approach Vol, veh/h 473 117 903 1195 Approach Delay, s/veh 129.0 38.8 20.9 25.9 Approach LOS F D C C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.0 45.1 8.8 23.2 11.7 46.3 18.0 14.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 26.0 9.0 26.0 9.0 26.0 13.0 22.0 Max Q Clear Time (g_c+I1), s 6.3 18.1 3.1 6.2 4.7 25.4 15.0 4.8 Green Ext Time (p_c), s 0.0 2.6 0.0 0.3 0.0 0.4 0.0 0.3 Intersection Summary HCM 2010 Ctrl Delay 42.9 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 69: Portola & Gerald Ford 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 12 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 160 470 150 40 530 190 180 540 40 190 390 40 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 172 505 133 43 570 0 194 581 11 204 419 0 Adj No. of Lanes 120221221221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 227 732 192 250 738 330 447 743 332 449 745 333 Arrive On Green 0.13 0.27 0.27 0.07 0.21 0.00 0.13 0.22 0.22 0.13 0.22 0.00 Sat Flow, veh/h 1727 2703 708 3351 3446 1542 3351 3446 1542 3351 3446 1542 Grp Volume(v), veh/h 172 321 317 43 570 0 194 581 11 204 419 0 Grp Sat Flow(s),veh/h/ln 1727 1723 1689 1676 1723 1542 1676 1723 1542 1676 1723 1542 Q Serve(g_s), s 6.3 10.9 11.0 0.8 10.2 0.0 3.5 10.4 0.4 3.7 7.1 0.0 Cycle Q Clear(g_c), s 6.3 10.9 11.0 0.8 10.2 0.0 3.5 10.4 0.4 3.7 7.1 0.0 Prop In Lane 1.00 0.42 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 227 467 457 250 738 330 447 743 332 449 745 333 V/C Ratio(X) 0.76 0.69 0.69 0.17 0.77 0.00 0.43 0.78 0.03 0.45 0.56 0.00 Avail Cap(c_a), veh/h 316 920 902 460 1682 753 460 1682 753 460 1682 753 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 27.5 21.4 21.5 28.4 24.3 0.0 26.1 24.3 20.3 26.2 22.9 0.0 Incr Delay (d2), s/veh 3.9 0.7 0.7 0.1 0.7 0.0 0.2 0.7 0.0 0.3 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.3 5.3 5.2 0.4 4.9 0.0 1.6 5.0 0.2 1.7 3.4 0.0 LnGrp Delay(d),s/veh 31.3 22.1 22.2 28.6 24.9 0.0 26.4 25.0 20.3 26.4 23.2 0.0 LnGrp LOS CCCCC CCCCC Approach Vol, veh/h 810 613 786 623 Approach Delay, s/veh 24.1 25.2 25.2 24.2 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.8 19.1 9.9 22.8 13.7 19.2 13.6 19.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 32.0 9.0 35.0 9.0 32.0 12.0 32.0 Max Q Clear Time (g_c+I1), s 5.7 12.4 2.8 13.0 5.5 9.1 8.3 12.2 Green Ext Time (p_c), s 0.2 1.7 0.0 1.8 0.2 1.7 0.1 1.8 Intersection Summary HCM 2010 Ctrl Delay 24.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 71: Portola & Frank Sinatra 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 13 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 20 490 100 50 410 50 180 620 110 60 460 20 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 22 527 45 54 441 39 194 667 98 65 495 17 Adj No. of Lanes 121121120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 71 658 294 121 757 339 226 1399 205 130 1388 48 Arrive On Green 0.04 0.19 0.19 0.07 0.22 0.22 0.13 0.46 0.46 0.08 0.41 0.41 Sat Flow, veh/h 1727 3446 1542 1727 3446 1542 1727 3016 443 1727 3400 117 Grp Volume(v), veh/h 22 527 45 54 441 39 194 381 384 65 251 261 Grp Sat Flow(s),veh/h/ln 1727 1723 1542 1727 1723 1542 1727 1723 1736 1727 1723 1793 Q Serve(g_s), s 1.2 14.6 2.4 3.0 11.5 2.0 11.0 15.2 15.2 3.6 10.1 10.1 Cycle Q Clear(g_c), s 1.2 14.6 2.4 3.0 11.5 2.0 11.0 15.2 15.2 3.6 10.1 10.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.26 1.00 0.07 Lane Grp Cap(c), veh/h 71 658 294 121 757 339 226 799 805 130 704 732 V/C Ratio(X) 0.31 0.80 0.15 0.45 0.58 0.12 0.86 0.48 0.48 0.50 0.36 0.36 Avail Cap(c_a), veh/h 155 827 370 155 827 370 363 799 805 155 704 732 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 46.6 38.6 33.7 44.6 34.9 31.2 42.5 18.4 18.5 44.4 20.5 20.5 Incr Delay (d2), s/veh 0.9 3.5 0.1 1.0 0.5 0.1 6.3 2.0 2.0 1.1 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.6 7.3 1.0 1.5 5.5 0.9 5.6 7.6 7.7 1.8 5.1 5.3 LnGrp Delay(d),s/veh 47.5 42.2 33.8 45.6 35.4 31.3 48.9 20.5 20.5 45.5 21.9 21.9 LnGrp LOS DDCDDCDCCDCC Approach Vol, veh/h 594 534 959 577 Approach Delay, s/veh 41.7 36.1 26.2 24.5 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.5 51.4 12.0 24.1 18.1 45.8 9.1 27.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 38.0 9.0 24.0 21.0 26.0 9.0 24.0 Max Q Clear Time (g_c+I1), s 5.6 17.2 5.0 16.6 13.0 12.1 3.2 13.5 Green Ext Time (p_c), s 0.0 4.3 0.0 2.5 0.1 3.8 0.0 3.0 Intersection Summary HCM 2010 Ctrl Delay 31.3 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 75: Monterey Avenue & Frank Sinatra Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 14 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 110 420 140 80 320 60 230 1350 90 80 1070 30 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 118 452 79 86 344 65 247 1452 93 86 1151 18 Adj No. of Lanes 221221230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 169 539 241 133 502 225 302 2822 181 133 2688 837 Arrive On Green 0.05 0.16 0.16 0.04 0.15 0.15 0.09 0.59 0.59 0.04 0.54 0.54 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 4756 305 3351 4951 1542 Grp Volume(v), veh/h 118 452 79 86 344 65 247 1008 537 86 1151 18 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1650 1760 1676 1650 1542 Q Serve(g_s), s 4.2 15.3 5.5 3.0 11.4 4.5 8.7 21.4 21.4 3.0 16.6 0.6 Cycle Q Clear(g_c), s 4.2 15.3 5.5 3.0 11.4 4.5 8.7 21.4 21.4 3.0 16.6 0.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.17 1.00 1.00 Lane Grp Cap(c), veh/h 169 539 241 133 502 225 302 1958 1044 133 2688 837 V/C Ratio(X) 0.70 0.84 0.33 0.65 0.69 0.29 0.82 0.51 0.51 0.65 0.43 0.02 Avail Cap(c_a), veh/h 223 1034 463 195 1034 463 391 1958 1044 195 2688 837 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 56.1 49.1 45.0 56.8 48.6 45.7 53.6 14.3 14.3 56.8 16.3 12.7 Incr Delay (d2), s/veh 3.2 1.4 0.3 2.0 0.6 0.3 7.9 1.0 1.8 2.0 0.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.0 7.4 2.4 1.4 5.4 1.9 4.3 9.9 10.8 1.4 7.7 0.3 LnGrp Delay(d),s/veh 59.2 50.5 45.3 58.7 49.3 46.0 61.5 15.3 16.1 58.7 16.8 12.7 LnGrp LOS E D D E D D EBBEBB Approach Vol, veh/h 649 495 1792 1255 Approach Delay, s/veh 51.4 50.5 21.9 19.6 Approach LOS D D C B Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.8 71.6 10.1 23.5 8.8 77.7 8.8 24.8 Change Period (Y+Rc), s 4.0 6.5 4.0 * 6 4.0 6.5 4.0 6.0 Max Green Setting (Gmax), s 14.0 42.5 8.0 * 36 7.0 49.5 7.0 36.0 Max Q Clear Time (g_c+I1), s 10.7 18.6 6.2 13.4 5.0 23.4 5.0 17.3 Green Ext Time (p_c), s 0.1 5.8 0.0 1.5 0.0 5.9 0.0 1.5 Intersection Summary HCM 2010 Ctrl Delay 29.2 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 79: Cook & Gerald Ford 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 15 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 360 250 290 80 280 200 290 850 50 240 610 240 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 387 269 0 86 301 85 312 914 39 258 656 172 Adj No. of Lanes 221221221221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 436 562 251 274 396 177 369 1603 717 302 1534 686 Arrive On Green 0.13 0.16 0.00 0.08 0.11 0.11 0.11 0.47 0.47 0.09 0.45 0.45 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 3446 1542 3351 3446 1542 Grp Volume(v), veh/h 387 269 0 86 301 85 312 914 39 258 656 172 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1723 1542 1676 1723 1542 Q Serve(g_s), s 11.4 7.1 0.0 2.4 8.5 5.2 9.1 19.3 1.4 7.6 13.0 7.0 Cycle Q Clear(g_c), s 11.4 7.1 0.0 2.4 8.5 5.2 9.1 19.3 1.4 7.6 13.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 436 562 251 274 396 177 369 1603 717 302 1534 686 V/C Ratio(X) 0.89 0.48 0.00 0.31 0.76 0.48 0.85 0.57 0.05 0.86 0.43 0.25 Avail Cap(c_a), veh/h 436 1068 478 302 930 416 369 1603 717 302 1534 686 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 38.0 0.0 43.3 42.9 41.5 43.7 19.5 14.7 44.9 19.0 17.3 Incr Delay (d2), s/veh 19.0 0.2 0.0 0.2 1.1 0.8 15.7 1.5 0.1 19.9 0.9 0.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 6.4 3.4 0.0 1.1 4.1 2.2 5.1 9.5 0.6 4.3 6.4 3.1 LnGrp Delay(d),s/veh 61.8 38.2 0.0 43.5 44.1 42.2 59.4 20.9 14.8 64.7 19.9 18.2 LnGrp LOS E D D D D E C BEBB Approach Vol, veh/h 656 472 1265 1086 Approach Delay, s/veh 52.1 43.6 30.2 30.3 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 14.0 51.5 13.2 21.3 16.0 49.5 18.0 16.5 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 31.0 9.0 31.0 11.0 29.0 13.0 27.0 Max Q Clear Time (g_c+I1), s 9.6 21.3 4.4 9.1 11.1 15.0 13.4 10.5 Green Ext Time (p_c), s 0.0 2.8 0.1 1.0 0.0 3.1 0.0 1.0 Intersection Summary HCM 2010 Ctrl Delay 36.2 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 104: San Pablo & Fred Waring Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 16 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 50 1360 130 100 1050 100 120 150 140 120 160 120 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 54 1462 126 108 1129 -3 129 161 7 129 172 100 Adj No. of Lanes 130131211221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 433 2529 218 168 1936 603 330 274 232 330 520 218 Arrive On Green 0.25 0.54 0.54 0.10 0.39 0.00 0.10 0.15 0.15 0.10 0.15 0.14 Sat Flow, veh/h 1727 4643 400 1727 4951 1542 3351 1814 1536 3351 3446 1535 Grp Volume(v), veh/h 54 1039 549 108 1129 -3 129 161 7 129 172 100 Grp Sat Flow(s),veh/h/ln 1727 1650 1743 1727 1650 1542 1676 1814 1536 1676 1723 1535 Q Serve(g_s), s 2.7 23.0 23.0 6.6 19.8 0.0 4.0 9.1 0.3 4.0 4.9 6.6 Cycle Q Clear(g_c), s 2.7 23.0 23.0 6.6 19.8 0.0 4.0 9.1 0.3 4.0 4.9 6.6 Prop In Lane 1.00 0.23 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 433 1798 949 168 1936 603 330 274 232 330 520 218 V/C Ratio(X) 0.12 0.58 0.58 0.64 0.58 0.00 0.39 0.59 0.03 0.39 0.33 0.46 Avail Cap(c_a), veh/h 433 1798 949 173 1936 603 335 544 461 335 1034 447 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 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.9 16.6 16.6 47.8 26.4 0.0 46.5 43.5 14.2 46.5 41.7 43.3 Incr Delay (d2), s/veh 0.0 1.4 2.6 5.8 1.3 0.0 0.3 0.8 0.0 0.3 0.1 0.6 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(-26165%),veh/ln 1.3 10.7 11.7 3.4 9.2 0.0 1.9 4.6 0.1 1.9 2.4 2.8 LnGrp Delay(d),s/veh 31.9 18.0 19.2 53.7 27.7 0.0 46.8 44.3 14.3 46.8 41.9 43.9 LnGrp LOS C B B D C D D B D D D Approach Vol, veh/h 1642 1234 297 401 Approach Delay, s/veh 18.9 30.1 44.7 44.0 Approach LOS B C D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.6 46.0 13.8 19.6 13.7 62.9 13.8 19.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 41.0 9.0 31.0 9.0 41.0 9.0 31.0 Max Q Clear Time (g_c+I1), s 4.7 21.8 6.0 8.6 8.6 25.0 6.0 11.1 Green Ext Time (p_c), s 3.6 11.7 0.1 2.5 0.0 10.8 0.1 2.4 Intersection Summary HCM 2010 Ctrl Delay 27.7 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 106: Portola & Fred Waring 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 17 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 170 1390 80 200 880 80 50 570 180 110 530 210 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 183 1495 40 215 946 11 54 613 84 118 570 0 Adj No. of Lanes 231231121121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 516 1620 502 516 1620 502 173 1067 475 173 1067 463 Arrive On Green 0.15 0.33 0.33 0.05 0.11 0.11 0.10 0.31 0.31 0.10 0.31 0.00 Sat Flow, veh/h 3351 4951 1535 3351 4951 1535 1727 3446 1534 1727 3446 1542 Grp Volume(v), veh/h 183 1495 40 215 946 11 54 613 84 118 570 0 Grp Sat Flow(s),veh/h/ln 1676 1650 1535 1676 1650 1535 1727 1723 1534 1727 1723 1542 Q Serve(g_s), s 5.4 32.0 1.4 6.8 20.0 0.5 3.2 16.4 2.8 7.3 15.1 0.0 Cycle Q Clear(g_c), s 5.4 32.0 1.4 6.8 20.0 0.5 3.2 16.4 2.8 7.3 15.1 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 516 1620 502 516 1620 502 173 1067 475 173 1067 463 V/C Ratio(X) 0.35 0.92 0.08 0.42 0.58 0.02 0.31 0.57 0.18 0.68 0.53 0.00 Avail Cap(c_a), veh/h 516 1620 502 516 1620 502 173 1253 558 173 1253 547 HCM Platoon Ratio 1.00 1.00 1.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.90 0.90 0.90 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 41.6 35.7 13.1 47.4 41.9 17.1 46.0 31.9 11.5 47.8 31.4 0.0 Incr Delay (d2), s/veh 0.2 10.2 0.3 0.2 1.4 0.1 0.4 0.2 0.1 8.8 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.5 16.1 0.6 3.2 9.4 0.2 1.5 7.9 1.2 3.9 7.1 0.0 LnGrp Delay(d),s/veh 41.8 45.9 13.4 47.6 43.3 17.2 46.4 32.1 11.6 56.6 31.6 0.0 LnGrp LOS D D B D D B D C B E C Approach Vol, veh/h 1718 1172 751 688 Approach Delay, s/veh 44.7 43.9 30.8 35.9 Approach LOS DDCD Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.9 39.0 14.0 37.1 19.9 39.0 14.0 37.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 34.0 9.0 38.0 9.0 34.0 9.0 38.0 Max Q Clear Time (g_c+I1), s 7.4 22.0 5.2 17.1 8.8 34.0 9.3 18.4 Green Ext Time (p_c), s 0.2 7.5 0.0 13.2 0.0 0.0 0.0 12.6 Intersection Summary HCM 2010 Ctrl Delay 40.7 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 107: Deep Canyon & Fred Waring 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 18 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1500 110 230 1090 90 100 170 270 110 90 40 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 1.00 1.00 0.99 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1886 1850 Adj Flow Rate, veh/h 43 1613 57 247 1172 -11 108 183 148 118 97 32 Adj No. of Lanes 131131111210 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 135 1575 487 518 2675 819 168 317 267 328 238 79 Arrive On Green 0.16 0.64 0.64 0.30 0.54 0.00 0.10 0.17 0.17 0.10 0.18 0.17 Sat Flow, veh/h 1727 4951 1530 1727 4951 1542 1727 1814 1528 3351 1355 447 Grp Volume(v), veh/h 43 1613 57 247 1172 -11 108 183 148 118 0 129 Grp Sat Flow(s),veh/h/ln 1727 1650 1530 1727 1650 1542 1727 1814 1528 1676 0 1803 Q Serve(g_s), s 2.4 35.0 1.2 12.8 15.7 0.0 6.6 10.2 9.7 3.6 0.0 7.0 Cycle Q Clear(g_c), s 2.4 35.0 1.2 12.8 15.7 0.0 6.6 10.2 9.7 3.6 0.0 7.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.25 Lane Grp Cap(c), veh/h 135 1575 487 518 2675 819 168 317 267 328 0 317 V/C Ratio(X) 0.32 1.02 0.12 0.48 0.44 -0.01 0.64 0.58 0.55 0.36 0.00 0.41 Avail Cap(c_a), veh/h 173 1575 487 518 2675 819 173 610 514 335 0 606 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.66 0.66 0.66 0.93 0.93 0.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.8 20.0 7.3 31.4 15.2 0.0 47.8 41.6 41.5 46.4 0.0 40.4 Incr Delay (d2), s/veh 0.3 24.8 0.3 0.2 0.5 0.0 5.8 0.6 0.7 0.2 0.0 0.3 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(-26165%),veh/ln 1.2 19.1 0.5 6.1 7.2 0.0 3.4 5.1 4.2 1.7 0.0 3.5 LnGrp Delay(d),s/veh 44.2 44.8 7.6 31.7 15.7 0.0 53.7 42.3 42.1 46.7 0.0 40.7 LnGrp LOS D F A C B DDDD D Approach Vol, veh/h 1713 1408 439 247 Approach Delay, s/veh 43.5 18.6 45.0 43.5 Approach LOS D B D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 11.6 62.4 13.7 22.3 36.0 38.0 13.8 22.2 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 37.0 9.0 35.0 13.0 33.0 9.0 35.0 Max Q Clear Time (g_c+I1), s 4.4 17.7 8.6 9.0 14.8 37.0 5.6 12.2 Green Ext Time (p_c), s 0.0 13.3 0.0 2.6 0.0 0.0 0.1 2.6 Intersection Summary HCM 2010 Ctrl Delay 34.5 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 108: Fred Waring & Phyllis Jackson 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 19 HCM 2010 methodology does not support exclusive ped or hold phases. HCM 2010 Signalized Intersection Summary 109: Cook/Cook Street & Fred Waring 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 20 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 330 1460 50 70 880 250 60 550 100 330 430 400 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.99 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1776 1814 1814 1814 Adj Flow Rate, veh/h 355 1570 39 75 946 225 65 591 104 355 462 316 Adj No. of Lanes 231231120231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 429 1936 587 372 1762 519 153 673 118 412 1396 435 Arrive On Green 0.04 0.13 0.13 0.11 0.36 0.34 0.09 0.23 0.24 0.12 0.28 0.28 Sat Flow, veh/h 3351 4951 1537 3351 4951 1536 1727 2929 514 3351 4951 1542 Grp Volume(v), veh/h 355 1570 39 75 946 225 65 347 348 355 462 316 Grp Sat Flow(s),veh/h/ln 1676 1650 1537 1676 1650 1536 1727 1723 1720 1676 1650 1542 Q Serve(g_s), s 11.6 33.9 1.6 2.2 16.7 12.5 3.9 21.4 21.5 11.4 8.1 15.2 Cycle Q Clear(g_c), s 11.6 33.9 1.6 2.2 16.7 12.5 3.9 21.4 21.5 11.4 8.1 15.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.30 1.00 1.00 Lane Grp Cap(c), veh/h 429 1936 587 372 1762 519 153 396 395 412 1396 435 V/C Ratio(X) 0.83 0.81 0.07 0.20 0.54 0.43 0.42 0.88 0.88 0.86 0.33 0.73 Avail Cap(c_a), veh/h 548 1936 587 372 1762 519 173 407 407 427 1396 435 HCM Platoon Ratio 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.89 0.89 0.89 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 51.5 44.0 12.6 44.4 28.2 28.3 47.5 40.9 40.8 47.3 31.3 19.7 Incr Delay (d2), s/veh 5.9 3.4 0.2 0.1 1.2 2.6 0.7 17.9 18.4 15.2 0.6 10.2 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(-26165%),veh/ln 5.7 16.1 0.7 1.0 7.8 5.7 1.9 12.1 12.3 6.1 3.8 7.6 LnGrp Delay(d),s/veh 57.4 47.4 12.8 44.5 29.4 30.9 48.1 58.7 59.2 62.6 31.9 29.9 LnGrp LOS E D B DCCDEEECC Approach Vol, veh/h 1964 1246 760 1133 Approach Delay, s/veh 48.5 30.6 58.0 41.0 Approach LOS D C E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 19.1 42.2 12.8 36.0 15.2 46.0 18.5 30.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 32.0 9.0 31.0 9.0 41.0 14.0 26.0 Max Q Clear Time (g_c+I1), s 13.6 18.7 5.9 17.2 4.2 35.9 13.4 23.5 Green Ext Time (p_c), s 0.5 9.8 0.0 6.9 1.1 4.7 0.1 1.8 Intersection Summary HCM 2010 Ctrl Delay 43.9 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 122: Washington & Fred Waring 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 21 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 250 930 410 50 510 450 320 1130 30 460 1170 160 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 269 1000 441 54 548 484 344 1215 32 495 1258 172 Adj No. of Lanes 231231231231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 352 1485 462 375 1518 451 433 1469 436 531 1613 502 Arrive On Green 0.10 0.30 0.30 0.11 0.31 0.29 0.13 0.30 0.28 0.16 0.33 0.33 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 4951 1542 3351 4951 1542 Grp Volume(v), veh/h 269 1000 441 54 548 484 344 1215 32 495 1258 172 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1650 1542 1676 1650 1542 Q Serve(g_s), s 9.4 21.3 22.9 1.7 10.4 35.1 12.0 27.4 1.8 17.5 27.6 7.1 Cycle Q Clear(g_c), s 9.4 21.3 22.9 1.7 10.4 35.1 12.0 27.4 1.8 17.5 27.6 7.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 352 1485 462 375 1518 451 433 1469 436 531 1613 502 V/C Ratio(X) 0.76 0.67 0.95 0.14 0.36 1.07 0.79 0.83 0.07 0.93 0.78 0.34 Avail Cap(c_a), veh/h 352 1597 497 375 1518 451 433 1469 436 531 1613 502 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.3 36.9 19.0 48.1 32.4 42.5 50.7 39.3 31.5 49.9 36.6 15.2 Incr Delay (d2), s/veh 8.7 0.8 27.4 0.1 0.1 63.4 9.1 5.5 0.3 23.3 3.8 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(-26165%),veh/ln 4.8 9.8 13.2 0.8 4.7 22.8 6.1 13.2 0.8 9.8 13.1 3.3 LnGrp Delay(d),s/veh 61.0 37.6 46.5 48.2 32.5 105.9 59.8 44.8 31.9 73.2 40.4 17.0 LnGrp LOS E DDDCFEDCEDB Approach Vol, veh/h 1710 1086 1591 1925 Approach Delay, s/veh 43.6 66.0 47.8 46.7 Approach LOS D E D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 23.0 39.6 17.4 40.0 19.5 43.1 16.6 40.8 Change Period (Y+Rc), s 5.7 5.7 5.7 5.7 5.7 5.7 5.7 5.7 Max Green Setting (Gmax), s 17.3 33.9 9.0 37.0 13.8 37.4 10.9 35.1 Max Q Clear Time (g_c+I1), s 19.5 29.4 3.7 24.9 14.0 29.6 11.4 37.1 Green Ext Time (p_c), s 0.0 4.0 0.5 9.4 0.0 7.2 0.0 0.0 Intersection Summary HCM 2010 Ctrl Delay 49.5 HCM 2010 LOS D HCM 2010 Signalized Intersection Summary 128: Hwy 74 & El Paseo 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 22 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 60 230 340 80 310 280 240 690 60 210 510 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 65 247 98 86 333 52 258 742 53 226 548 121 Adj No. of Lanes 121121120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 152 620 277 180 620 277 624 2404 172 508 2070 455 Arrive On Green 0.18 0.18 0.18 0.18 0.18 0.18 0.74 0.74 0.74 1.00 1.00 1.00 Sat Flow, veh/h 994 3446 1542 1031 3446 1542 765 3263 233 680 2810 618 Grp Volume(v), veh/h 65 247 98 86 333 52 258 392 403 226 335 334 Grp Sat Flow(s),veh/h/ln 994 1723 1542 1031 1723 1542 765 1723 1773 680 1723 1705 Q Serve(g_s), s 7.6 7.6 6.7 9.6 10.5 3.4 16.1 9.3 9.3 7.6 0.0 0.0 Cycle Q Clear(g_c), s 18.1 7.6 6.7 17.2 10.5 3.4 16.1 9.3 9.3 16.9 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.13 1.00 0.36 Lane Grp Cap(c), veh/h 152 620 277 180 620 277 624 1270 1306 508 1270 1256 V/C Ratio(X) 0.43 0.40 0.35 0.48 0.54 0.19 0.41 0.31 0.31 0.44 0.26 0.27 Avail Cap(c_a), veh/h 196 775 347 227 775 347 624 1270 1306 508 1270 1256 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.79 0.79 0.79 Uniform Delay (d), s/veh 52.9 43.5 43.1 51.1 44.7 41.8 6.3 5.4 5.4 0.9 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.2 0.3 0.7 0.3 0.1 2.0 0.6 0.6 2.2 0.4 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.1 3.6 2.9 2.8 5.0 1.5 3.7 4.6 4.7 1.6 0.1 0.1 LnGrp Delay(d),s/veh 53.6 43.6 43.4 51.8 45.0 41.9 8.3 6.0 6.0 3.1 0.4 0.4 LnGrp LOS DDDDDD AAAAAA Approach Vol, veh/h 410 471 1053 895 Approach Delay, s/veh 45.2 45.9 6.6 1.1 Approach LOS D D A A Timer 12345678 Assigned Phs 2468 Phs Duration (G+Y+Rc), s 93.4 26.6 93.4 26.6 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 83.0 27.0 83.0 27.0 Max Q Clear Time (g_c+I1), s 18.1 20.1 18.9 19.2 Green Ext Time (p_c), s 6.2 1.4 6.2 1.5 Intersection Summary HCM 2010 Ctrl Delay 17.0 HCM 2010 LOS B HCM 2010 Signalized Intersection Summary 169: Monterey Avenue & Country Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 23 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 190 780 300 310 550 190 270 1320 230 220 1060 90 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 204 839 0 333 591 0 290 1419 210 237 1140 58 Adj No. of Lanes 231231231231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 513 965 288 363 714 209 363 1605 500 592 2002 623 Arrive On Green 0.15 0.19 0.00 0.11 0.14 0.00 0.11 0.32 0.32 0.18 0.40 0.40 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 4951 1542 3351 4951 1542 Grp Volume(v), veh/h 204 839 0 333 591 0 290 1419 210 237 1140 58 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1650 1542 1676 1650 1542 Q Serve(g_s), s 6.6 19.7 0.0 11.8 13.9 0.0 10.1 32.6 8.6 7.5 21.4 1.5 Cycle Q Clear(g_c), s 6.6 19.7 0.0 11.8 13.9 0.0 10.1 32.6 8.6 7.5 21.4 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 513 965 288 363 714 209 363 1605 500 592 2002 623 V/C Ratio(X) 0.40 0.87 0.00 0.92 0.83 0.00 0.80 0.88 0.42 0.40 0.57 0.09 Avail Cap(c_a), veh/h 513 1527 463 363 1692 514 363 1605 500 592 2002 623 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.8 46.8 0.0 53.0 49.9 0.0 52.2 38.4 14.4 43.8 27.7 6.6 Incr Delay (d2), s/veh 0.2 2.1 0.0 27.0 1.0 0.0 11.1 7.5 2.6 0.2 1.2 0.3 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(-26165%),veh/ln 3.1 9.2 0.0 6.8 6.4 0.0 5.3 16.0 4.0 3.5 9.9 0.7 LnGrp Delay(d),s/veh 46.0 48.9 0.0 80.0 50.9 0.0 63.3 45.9 17.0 43.9 28.8 6.9 LnGrp LOS D D E D E D B D C A Approach Vol, veh/h 1043 924 1919 1435 Approach Delay, s/veh 48.3 61.4 45.4 30.4 Approach LOS D E D C Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 27.6 45.3 18.0 29.1 18.0 54.9 24.1 23.0 Change Period (Y+Rc), s 7.4 * 7.4 6.0 6.7 6.0 7.4 6.7 * 6.7 Max Green Setting (Gmax), s 8.0 * 38 12.0 36.0 12.0 33.9 8.0 * 40 Max Q Clear Time (g_c+I1), s 9.5 34.6 13.8 21.7 12.1 23.4 8.6 15.9 Green Ext Time (p_c), s 0.0 0.7 0.0 0.7 0.0 1.1 0.0 0.4 Intersection Summary HCM 2010 Ctrl Delay 44.7 HCM 2010 LOS D Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 173: Cook & Frank Sinatra 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 24 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 270 300 120 90 300 90 160 820 100 80 720 120 Number 7 4 14 3 8 18 5 2 12 1 6 16 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 290 323 24 97 323 44 172 882 104 86 774 97 Adj No. of Lanes 221221220221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 356 494 221 281 417 187 299 1525 180 274 1666 745 Arrive On Green 0.11 0.14 0.14 0.08 0.12 0.12 0.09 0.49 0.49 0.08 0.48 0.48 Sat Flow, veh/h 3351 3446 1542 3351 3446 1542 3351 3106 366 3351 3446 1542 Grp Volume(v), veh/h 290 323 24 97 323 44 172 489 497 86 774 97 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1542 1676 1723 1749 1676 1723 1542 Q Serve(g_s), s 8.5 8.9 1.4 2.7 9.1 2.6 4.9 20.2 20.2 2.4 15.0 3.5 Cycle Q Clear(g_c), s 8.5 8.9 1.4 2.7 9.1 2.6 4.9 20.2 20.2 2.4 15.0 3.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.21 1.00 1.00 Lane Grp Cap(c), veh/h 356 494 221 281 417 187 299 846 859 274 1666 745 V/C Ratio(X) 0.82 0.65 0.11 0.34 0.77 0.24 0.58 0.58 0.58 0.31 0.46 0.13 Avail Cap(c_a), veh/h 402 862 385 302 758 339 302 846 859 302 1666 745 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 43.7 40.5 37.3 43.2 42.6 39.8 43.7 18.1 18.1 43.3 17.2 14.2 Incr Delay (d2), s/veh 9.7 0.5 0.1 0.3 1.2 0.2 1.7 2.9 2.8 0.2 0.9 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 4.4 4.3 0.6 1.3 4.4 1.1 2.3 10.2 10.3 1.1 7.3 1.5 LnGrp Delay(d),s/veh 53.5 41.0 37.3 43.5 43.8 40.0 45.4 21.0 20.9 43.5 18.1 14.6 LnGrp LOS DDDDDDDCCDBB Approach Vol, veh/h 637 464 1158 957 Approach Delay, s/veh 46.6 43.4 24.6 20.1 Approach LOS DDCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.2 54.1 13.4 19.3 13.9 53.3 15.6 17.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 9.0 37.0 9.0 25.0 9.0 37.0 12.0 22.0 Max Q Clear Time (g_c+I1), s 4.4 22.2 4.7 10.9 6.9 17.0 10.5 11.1 Green Ext Time (p_c), s 0.1 2.9 0.1 1.1 0.1 3.0 0.2 1.0 Intersection Summary HCM 2010 Ctrl Delay 30.3 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 201: Hwy 111 & Painters Path/Park View 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 25 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 100 90 20 30 60 150 30 1840 60 180 1600 70 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1850 1814 1814 1850 1814 1814 1741 1814 1814 1814 1814 1850 Adj Flow Rate, veh/h 108 97 17 32 65 -17 32 1978 50 194 1720 74 Adj No. of Lanes 011021131130 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 192 141 305 138 337 331 141 2755 858 223 2840 122 Arrive On Green 0.21 0.21 0.20 0.21 0.21 0.00 0.11 0.74 0.74 0.13 0.58 0.57 Sat Flow, veh/h 681 655 1542 364 1568 1542 1658 4951 1542 1727 4868 209 Grp Volume(v), veh/h 205 0 17 32 65 -17 32 1978 50 194 1166 628 Grp Sat Flow(s),veh/h/ln 1336 0 1542 364 1568 1542 1658 1650 1542 1727 1650 1777 Q Serve(g_s), s 14.3 0.0 1.1 2.9 4.1 0.0 2.1 26.6 1.1 13.2 27.3 27.4 Cycle Q Clear(g_c), s 18.4 0.0 1.1 21.3 4.1 0.0 2.1 26.6 1.1 13.2 27.3 27.4 Prop In Lane 0.53 1.00 1.00 1.00 1.00 1.00 1.00 0.12 Lane Grp Cap(c), veh/h 333 0 305 138 337 331 141 2755 858 223 1926 1036 V/C Ratio(X) 0.62 0.00 0.06 0.23 0.19 -0.05 0.23 0.72 0.06 0.87 0.61 0.61 Avail Cap(c_a), veh/h 361 0 334 162 366 360 141 2755 858 317 1926 1036 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.33 1.33 1.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.69 0.69 0.69 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.6 0.0 39.0 54.2 38.6 0.0 49.6 10.4 7.1 51.3 16.1 16.2 Incr Delay (d2), s/veh 1.8 0.0 0.0 0.3 0.1 0.0 0.2 1.1 0.1 12.9 1.4 2.6 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(-26165%),veh/ln 6.5 0.0 0.5 1.0 1.8 0.0 1.0 12.0 0.5 7.1 12.7 14.0 LnGrp Delay(d),s/veh 47.4 0.0 39.0 54.5 38.7 0.0 49.8 11.5 7.1 64.2 17.5 18.8 LnGrp LOS D D D D D BAEBB Approach Vol, veh/h 222 80 2060 1988 Approach Delay, s/veh 46.8 53.3 12.0 22.5 Approach LOS D D B C Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 16.2 74.0 29.8 19.5 70.8 29.8 Change Period (Y+Rc), s 6.0 * 6 6.0 4.0 6.0 6.0 Max Green Setting (Gmax), s 10.0 * 68 26.0 22.0 56.0 26.0 Max Q Clear Time (g_c+I1), s 4.1 29.4 23.3 15.2 28.6 20.4 Green Ext Time (p_c), s 0.8 33.0 0.5 0.3 25.5 0.9 Intersection Summary HCM 2010 Ctrl Delay 19.3 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 202: Hwy 111 & Fred Waring Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 26 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 230 80 150 200 570 70 1330 150 400 1150 120 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 140 247 12 161 215 365 75 1430 152 430 1237 121 Adj No. of Lanes 221222230230 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 251 395 177 344 520 430 231 1629 173 891 2623 257 Arrive On Green 0.08 0.11 0.11 0.10 0.15 0.16 0.14 0.72 0.68 0.53 1.00 1.00 Sat Flow, veh/h 3351 3446 1542 3351 3446 2703 3351 4545 483 3351 4586 448 Grp Volume(v), veh/h 140 247 12 161 215 365 75 1038 544 430 890 468 Grp Sat Flow(s),veh/h/ln 1676 1723 1542 1676 1723 1352 1676 1650 1727 1676 1650 1733 Q Serve(g_s), s 4.8 8.2 0.7 5.4 6.8 8.7 2.4 28.8 29.2 9.7 0.0 0.0 Cycle Q Clear(g_c), s 4.8 8.2 0.7 5.4 6.8 8.7 2.4 28.8 29.2 9.7 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.28 1.00 0.26 Lane Grp Cap(c), veh/h 251 395 177 344 520 430 231 1183 619 891 1888 991 V/C Ratio(X) 0.56 0.62 0.07 0.47 0.41 0.85 0.33 0.88 0.88 0.48 0.47 0.47 Avail Cap(c_a), veh/h 279 948 424 344 948 766 279 1183 619 891 1888 991 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 1.00 1.00 0.86 0.86 0.86 0.91 0.91 0.91 0.83 0.83 0.83 Uniform Delay (d), s/veh 53.6 50.7 32.5 50.7 46.2 15.1 49.2 15.0 15.5 22.9 0.0 0.0 Incr Delay (d2), s/veh 0.7 0.6 0.1 0.3 0.2 1.6 0.3 8.6 15.0 0.1 0.7 1.3 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(-26165%),veh/ln 2.3 3.9 0.3 2.5 3.2 3.3 1.1 14.1 15.9 4.4 0.2 0.4 LnGrp Delay(d),s/veh 54.3 51.3 32.6 51.1 46.3 16.7 49.5 23.6 30.5 23.0 0.7 1.3 LnGrp LOS DDCDDBDCCCAA Approach Vol, veh/h 399 741 1657 1788 Approach Delay, s/veh 51.8 32.8 27.0 6.2 Approach LOS D C C A Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 12.3 72.6 13.0 22.1 37.9 47.0 17.3 17.8 Change Period (Y+Rc), s 4.0 6.0 4.0 5.0 6.0 * 6 5.0 * 5 Max Green Setting (Gmax), s 10.0 49.0 10.0 32.0 18.0 * 41 10.0 * 32 Max Q Clear Time (g_c+I1), s 4.4 2.0 6.8 10.7 11.7 31.2 7.4 10.2 Green Ext Time (p_c), s 0.1 32.7 0.1 6.4 3.3 9.0 1.4 2.1 Intersection Summary HCM 2010 Ctrl Delay 22.0 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 203: Hwy 111 & Desert Crossing 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 27 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 220 20 310 40 10 40 270 1290 50 20 1190 190 Number 3 8 18 7 4 14 1 6 16 5 2 12 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 253 0 80 43 11 -1 290 1387 32 22 1280 129 Adj No. of Lanes 201111231131 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 334 0 149 107 113 96 324 3353 1031 53 3026 942 Arrive On Green 0.10 0.00 0.10 0.06 0.06 0.00 0.19 1.00 1.00 0.06 1.00 1.00 Sat Flow, veh/h 3455 0 1542 1727 1814 1542 3351 4951 1542 1727 4951 1542 Grp Volume(v), veh/h 253 0 80 43 11 -1 290 1387 32 22 1280 129 Grp Sat Flow(s),veh/h/ln 1727 0 1542 1727 1814 1542 1676 1650 1542 1727 1650 1542 Q Serve(g_s), s 8.6 0.0 5.9 2.9 0.7 0.0 10.1 0.0 0.0 1.5 0.0 0.0 Cycle Q Clear(g_c), s 8.6 0.0 5.9 2.9 0.7 0.0 10.1 0.0 0.0 1.5 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 334 0 149 107 113 96 324 3353 1031 53 3026 942 V/C Ratio(X) 0.76 0.00 0.54 0.40 0.10 -0.01 0.89 0.41 0.03 0.42 0.42 0.14 Avail Cap(c_a), veh/h 921 0 411 144 151 128 475 3353 1031 144 3026 942 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 2.00 2.00 2.00 2.00 2.00 2.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 0.00 0.80 0.80 0.80 0.88 0.88 0.88 Uniform Delay (d), s/veh 52.8 0.0 51.6 54.1 53.1 0.0 47.8 0.0 0.0 55.3 0.0 0.0 Incr Delay (d2), s/veh 1.3 0.0 1.1 0.9 0.1 0.0 9.0 0.3 0.0 1.7 0.4 0.3 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(-26165%),veh/ln 4.1 0.0 2.6 1.4 0.3 0.0 5.1 0.1 0.0 0.7 0.1 0.1 LnGrp Delay(d),s/veh 54.2 0.0 52.8 55.0 53.2 0.0 56.8 0.3 0.0 57.0 0.4 0.3 LnGrp LOS D D E D EAAEAA Approach Vol, veh/h 333 53 1709 1431 Approach Delay, s/veh 53.8 55.7 9.9 1.2 Approach LOS D E A A Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 15.6 77.3 11.5 7.7 85.3 15.6 Change Period (Y+Rc), s 3.0 5.0 4.0 3.0 5.0 4.0 Max Green Setting (Gmax), s 18.0 44.0 10.0 11.0 51.0 32.0 Max Q Clear Time (g_c+I1), s 12.1 2.0 4.9 3.5 2.0 10.6 Green Ext Time (p_c), s 0.5 7.8 0.0 0.0 7.8 1.0 Intersection Summary HCM 2010 Ctrl Delay 11.2 HCM 2010 LOS B Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary 204: El Paseo/Town Center & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 28 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 120 1190 320 60 1190 120 410 90 40 130 90 110 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 129 1280 0 65 1280 67 441 97 37 140 97 0 Adj No. of Lanes 231231220221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 598 2783 854 195 2063 649 547 404 147 279 287 128 Arrive On Green 0.36 1.00 0.00 0.12 0.83 0.84 0.16 0.16 0.16 0.08 0.08 0.00 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 2476 902 3351 3446 1542 Grp Volume(v), veh/h 129 1280 0 65 1280 67 441 66 68 140 97 0 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1723 1655 1676 1723 1542 Q Serve(g_s), s 3.2 0.0 0.0 2.1 10.7 0.9 15.2 4.0 4.3 4.8 3.2 0.0 Cycle Q Clear(g_c), s 3.2 0.0 0.0 2.1 10.7 0.9 15.2 4.0 4.3 4.8 3.2 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.54 1.00 1.00 Lane Grp Cap(c), veh/h 598 2783 854 195 2063 649 547 281 270 279 287 128 V/C Ratio(X) 0.22 0.46 0.00 0.33 0.62 0.10 0.81 0.23 0.25 0.50 0.34 0.00 Avail Cap(c_a), veh/h 598 2783 854 279 2063 649 782 402 386 363 373 167 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.00 0.86 0.86 0.86 1.00 1.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 32.7 0.0 0.0 50.9 6.7 5.6 48.4 43.7 43.8 52.6 51.9 0.0 Incr Delay (d2), s/veh 0.1 0.5 0.0 0.3 1.2 0.3 2.6 0.2 0.2 0.5 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.5 0.1 0.0 1.0 4.7 0.4 7.2 1.9 2.0 2.2 1.5 0.0 LnGrp Delay(d),s/veh 32.8 0.5 0.0 51.2 7.9 5.8 51.0 43.8 44.0 53.1 52.1 0.0 LnGrp LOS C A D A A DDDDD Approach Vol, veh/h 1409 1412 575 237 Approach Delay, s/veh 3.4 9.8 49.4 52.7 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 11.0 71.4 14.0 27.4 55.0 23.6 Change Period (Y+Rc), s 3.0 5.0 5.0 5.0 * 4.5 5.0 Max Green Setting (Gmax), s 11.0 52.0 12.0 13.0 * 51 27.0 Max Q Clear Time (g_c+I1), s 4.1 2.0 6.8 5.2 12.7 17.2 Green Ext Time (p_c), s 0.1 3.2 0.5 1.5 2.8 1.4 Intersection Summary HCM 2010 Ctrl Delay 16.4 HCM 2010 LOS B Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 205: Plaza & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 29 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 1080 120 190 1050 200 110 40 200 140 60 150 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 140 1161 107 204 1129 110 118 43 59 151 65 107 Adj No. of Lanes 230131110111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 692 1615 149 385 1816 565 329 140 192 345 412 617 Arrive On Green 0.41 0.70 0.70 0.30 0.49 0.49 0.20 0.20 0.21 0.23 0.23 0.19 Sat Flow, veh/h 3351 4615 425 1727 4951 1542 1208 694 952 1287 1814 1542 Grp Volume(v), veh/h 140 830 438 204 1129 110 118 0 102 151 65 107 Grp Sat Flow(s),veh/h/ln 1676 1650 1739 1727 1650 1542 1208 0 1646 1287 1814 1542 Q Serve(g_s), s 1.6 9.1 9.1 5.9 10.1 2.4 5.4 0.0 3.1 6.6 1.7 0.0 Cycle Q Clear(g_c), s 1.6 9.1 9.1 5.9 10.1 2.4 7.1 0.0 3.1 9.7 1.7 0.0 Prop In Lane 1.00 0.24 1.00 1.00 1.00 0.58 1.00 1.00 Lane Grp Cap(c), veh/h 692 1155 609 385 1816 565 329 0 332 345 412 617 V/C Ratio(X) 0.20 0.72 0.72 0.53 0.62 0.19 0.36 0.00 0.31 0.44 0.16 0.17 Avail Cap(c_a), veh/h 692 1155 609 385 1816 565 387 0 411 396 484 678 HCM Platoon Ratio 2.00 2.00 2.00 1.33 1.33 1.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.88 0.88 0.88 0.77 0.77 0.77 1.00 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 14.4 7.2 7.2 18.5 12.3 10.4 22.7 0.0 20.2 23.2 18.6 11.6 Incr Delay (d2), s/veh 0.0 3.4 6.4 0.5 1.3 0.6 0.2 0.0 0.2 0.3 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.7 4.5 5.2 2.9 4.7 1.1 1.8 0.0 1.4 2.4 0.9 1.1 LnGrp Delay(d),s/veh 14.5 10.6 13.6 19.0 13.6 10.9 23.0 0.0 20.4 23.5 18.7 11.7 LnGrp LOS BBBBBBC CCBB Approach Vol, veh/h 1408 1443 220 323 Approach Delay, s/veh 11.9 14.1 21.8 18.6 Approach LOS B B C B Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 17.4 25.0 17.6 16.4 26.0 17.6 Change Period (Y+Rc), s 3.0 4.0 5.0 3.0 4.0 * 5 Max Green Setting (Gmax), s 12.0 21.0 15.0 11.0 22.0 * 16 Max Q Clear Time (g_c+I1), s 7.9 11.1 11.7 3.6 12.1 9.1 Green Ext Time (p_c), s 0.4 1.9 0.9 0.6 2.1 1.5 Intersection Summary HCM 2010 Ctrl Delay 14.1 HCM 2010 LOS B Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 206: Hwy 74/Monterey & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 30 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 230 1070 130 240 1020 200 260 640 210 350 510 240 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 247 1151 54 258 1097 146 280 688 108 376 548 107 Adj No. of Lanes 231231221221 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 531 1890 576 313 1527 462 344 897 389 440 996 433 Arrive On Green 0.32 0.76 0.75 0.19 0.62 0.60 0.03 0.09 0.08 0.13 0.29 0.28 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 3446 1542 3351 3446 1542 Grp Volume(v), veh/h 247 1151 54 258 1097 146 280 688 108 376 548 107 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1723 1542 1676 1723 1542 Q Serve(g_s), s 7.1 12.3 1.1 8.9 18.3 4.0 10.0 23.4 7.9 13.2 16.1 4.3 Cycle Q Clear(g_c), s 7.1 12.3 1.1 8.9 18.3 4.0 10.0 23.4 7.9 13.2 16.1 4.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 531 1890 576 313 1527 463 344 897 389 440 996 433 V/C Ratio(X) 0.47 0.61 0.09 0.83 0.72 0.32 0.81 0.77 0.28 0.85 0.55 0.25 Avail Cap(c_a), veh/h 531 1890 576 419 1527 463 447 948 411 559 1063 463 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 0.71 0.71 0.71 0.78 0.78 0.78 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.9 10.2 9.7 47.9 19.4 8.9 56.8 51.3 44.8 51.0 36.1 14.7 Incr Delay (d2), s/veh 0.2 1.0 0.2 5.8 2.3 1.4 6.1 2.9 0.1 8.5 0.2 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.2 5.5 0.5 4.3 8.5 1.8 4.9 11.6 3.4 6.6 7.7 1.8 LnGrp Delay(d),s/veh 37.1 11.3 9.9 53.7 21.7 10.3 63.0 54.2 44.9 59.5 36.3 14.8 LnGrp LOS D B A D C B E D D E D B Approach Vol, veh/h 1452 1501 1076 1031 Approach Delay, s/veh 15.6 26.1 55.5 42.5 Approach LOS B C E D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 15.2 49.8 16.3 38.7 24.0 41.0 19.8 35.2 Change Period (Y+Rc), s 4.0 5.0 4.0 5.0 5.0 * 5 4.0 5.0 Max Green Setting (Gmax), s 15.0 35.0 16.0 36.0 14.0 * 36 20.0 32.0 Max Q Clear Time (g_c+I1), s 10.9 14.3 12.0 18.1 9.1 20.3 15.2 25.4 Green Ext Time (p_c), s 0.3 3.3 0.3 10.4 0.4 2.4 0.6 4.8 Intersection Summary HCM 2010 Ctrl Delay 32.7 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 207: San Pablo & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 31 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 1310 130 60 1280 140 100 100 90 170 140 170 Number 5 2 12 1 6 16 7 4 14 3 8 18 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1850 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 140 1409 111 65 1376 142 108 108 12 183 151 0 Adj No. of Lanes 231230110111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 727 2146 668 727 1976 204 178 153 17 209 205 175 Arrive On Green 0.07 0.14 0.14 0.43 0.87 0.84 0.10 0.10 0.09 0.12 0.11 0.00 Sat Flow, veh/h 3351 4951 1542 3351 4561 471 1727 1604 178 1727 1814 1542 Grp Volume(v), veh/h 140 1409 111 65 996 522 108 0 120 183 151 0 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1731 1727 0 1782 1727 1814 1542 Q Serve(g_s), s 4.7 32.3 7.6 1.4 12.2 12.6 7.2 0.0 7.8 12.5 9.7 0.0 Cycle Q Clear(g_c), s 4.7 32.3 7.6 1.4 12.2 12.6 7.2 0.0 7.8 12.5 9.7 0.0 Prop In Lane 1.00 1.00 1.00 0.27 1.00 0.10 1.00 1.00 Lane Grp Cap(c), veh/h 727 2146 668 727 1430 750 178 0 170 209 205 175 V/C Ratio(X) 0.19 0.66 0.17 0.09 0.70 0.70 0.61 0.00 0.70 0.88 0.73 0.00 Avail Cap(c_a), veh/h 727 2146 668 727 1430 750 216 0 312 302 408 347 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.73 0.73 0.73 1.00 1.00 1.00 1.00 0.00 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.8 43.0 32.4 27.0 5.3 5.7 51.5 0.0 52.7 51.9 51.5 0.0 Incr Delay (d2), s/veh 0.0 1.2 0.4 0.0 2.8 5.3 1.3 0.0 2.0 13.6 1.9 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.2 15.0 3.3 0.6 5.5 6.7 3.5 0.0 4.0 6.7 5.0 0.0 LnGrp Delay(d),s/veh 45.8 44.1 32.8 27.0 8.2 10.9 52.7 0.0 54.7 65.5 53.4 0.0 LnGrp LOS DDCCABD DED Approach Vol, veh/h 1660 1583 228 334 Approach Delay, s/veh 43.5 9.9 53.8 60.0 Approach LOS D A D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 30.0 56.0 18.5 15.5 30.0 56.0 16.4 17.6 Change Period (Y+Rc), s 3.5 5.5 3.5 5.0 3.5 5.5 3.5 5.0 Max Green Setting (Gmax), s 10.5 50.5 21.5 20.0 10.5 50.5 15.5 26.0 Max Q Clear Time (g_c+I1), s 3.4 34.3 14.5 9.8 6.7 14.6 9.2 11.7 Green Ext Time (p_c), s 0.3 3.1 0.5 0.6 0.2 2.8 0.5 0.9 Intersection Summary HCM 2010 Ctrl Delay 31.6 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. HCM 2010 Signalized Intersection Summary 208: San Luis Rey & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 32 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 130 1380 110 80 1310 90 100 50 150 80 60 90 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1850 1814 1814 1850 1850 1814 1814 Adj Flow Rate, veh/h 140 1484 114 86 1409 95 108 54 62 86 65 39 Adj No. of Lanes 130130110011 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 320 2725 209 108 2132 144 208 192 220 206 143 357 Arrive On Green 0.37 1.00 1.00 0.02 0.15 0.15 0.25 0.25 0.23 0.25 0.25 0.23 Sat Flow, veh/h 1727 4691 360 1727 4739 320 1285 772 886 640 576 1542 Grp Volume(v), veh/h 140 1044 554 86 981 523 108 0 116 151 0 39 Grp Sat Flow(s),veh/h/ln 1727 1650 1750 1727 1650 1757 1285 0 1657 1215 0 1542 Q Serve(g_s), s 7.3 0.0 0.0 5.9 33.7 33.7 9.7 0.0 6.9 9.1 0.0 2.4 Cycle Q Clear(g_c), s 7.3 0.0 0.0 5.9 33.7 33.7 25.7 0.0 6.9 16.0 0.0 2.4 Prop In Lane 1.00 0.21 1.00 0.18 1.00 0.53 0.57 1.00 Lane Grp Cap(c), veh/h 320 1918 1017 108 1485 791 208 0 411 349 0 357 V/C Ratio(X) 0.44 0.54 0.54 0.80 0.66 0.66 0.52 0.00 0.28 0.43 0.00 0.11 Avail Cap(c_a), veh/h 320 1918 1017 202 1485 791 243 0 456 388 0 398 HCM Platoon Ratio 2.00 2.00 2.00 0.33 0.33 0.33 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 0.81 0.81 0.81 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 33.1 0.0 0.0 58.0 42.4 42.5 51.3 0.0 36.9 41.3 0.0 36.3 Incr Delay (d2), s/veh 0.4 1.1 2.1 4.1 1.9 3.5 0.7 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 3.5 0.3 0.6 3.0 15.8 17.2 3.5 0.0 3.2 4.5 0.0 1.0 LnGrp Delay(d),s/veh 33.5 1.1 2.1 62.1 44.3 46.0 52.0 0.0 37.1 41.6 0.0 36.4 LnGrp LOS C A A E D D D D D D Approach Vol, veh/h 1738 1590 224 190 Approach Delay, s/veh 4.0 45.8 44.3 40.6 Approach LOS A D D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 12.5 73.7 33.8 28.2 58.0 33.8 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 * 5 5.0 Max Green Setting (Gmax), s 15.0 59.0 32.0 21.0 * 53 32.0 Max Q Clear Time (g_c+I1), s 7.9 2.0 18.0 9.3 35.7 27.7 Green Ext Time (p_c), s 0.1 3.5 2.5 3.0 2.6 1.1 Intersection Summary HCM 2010 Ctrl Delay 26.1 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 209: Portola & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 33 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 200 1340 130 110 1190 90 190 430 100 100 400 150 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 215 1441 89 118 1280 49 204 462 80 108 430 100 Adj No. of Lanes 231231220220 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 275 2146 668 467 2512 782 266 601 103 244 550 127 Arrive On Green 0.03 0.14 0.14 0.28 1.00 1.00 0.08 0.20 0.20 0.07 0.20 0.19 Sat Flow, veh/h 3351 4951 1542 3351 4951 1542 3351 2941 506 3351 2782 642 Grp Volume(v), veh/h 215 1441 89 118 1280 49 204 270 272 108 265 265 Grp Sat Flow(s),veh/h/ln 1676 1650 1542 1676 1650 1542 1676 1723 1724 1676 1723 1700 Q Serve(g_s), s 7.7 33.1 6.1 3.3 0.0 0.0 7.2 17.7 17.9 3.7 17.5 17.8 Cycle Q Clear(g_c), s 7.7 33.1 6.1 3.3 0.0 0.0 7.2 17.7 17.9 3.7 17.5 17.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.29 1.00 0.38 Lane Grp Cap(c), veh/h 275 2146 668 467 2512 782 266 352 352 244 341 336 V/C Ratio(X) 0.78 0.67 0.13 0.25 0.51 0.06 0.77 0.77 0.77 0.44 0.78 0.79 Avail Cap(c_a), veh/h 363 2146 668 467 2512 782 335 459 460 279 431 425 HCM Platoon Ratio 0.33 0.33 0.33 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.86 0.86 0.86 0.93 0.93 0.93 0.75 0.75 0.75 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.3 43.3 31.7 38.4 0.0 0.0 54.1 45.0 45.3 53.3 45.6 45.9 Incr Delay (d2), s/veh 4.8 1.5 0.4 0.1 0.7 0.1 4.4 2.9 3.2 0.5 5.1 5.8 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(-26165%),veh/ln 3.7 15.5 2.7 1.5 0.2 0.0 3.5 8.7 8.9 1.7 8.8 8.9 LnGrp Delay(d),s/veh 62.1 44.8 32.1 38.5 0.7 0.1 58.6 48.0 48.4 53.7 50.8 51.7 LnGrp LOS E D C D A A E DDDDD Approach Vol, veh/h 1745 1447 746 638 Approach Delay, s/veh 46.3 3.8 51.0 51.7 Approach LOS D A D D Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 22.7 56.0 13.5 27.7 13.8 64.9 12.8 28.5 Change Period (Y+Rc), s 6.0 * 6 4.0 5.0 4.0 6.0 4.0 5.0 Max Green Setting (Gmax), s 10.0 * 50 12.0 29.0 13.0 47.0 10.0 31.0 Max Q Clear Time (g_c+I1), s 5.3 35.1 9.2 19.8 9.7 2.0 5.7 19.9 Green Ext Time (p_c), s 0.1 3.1 0.3 2.9 0.2 3.3 0.4 3.6 Intersection Summary HCM 2010 Ctrl Delay 34.4 HCM 2010 LOS C Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 210: El Paseo/Cabrillo & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 34 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 1480 20 240 1270 50 70 20 410 20 100 40 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1850 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 43 1591 22 258 1366 53 75 22 136 22 108 8 Adj No. of Lanes 130230112121 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 84 2474 34 889 3546 138 185 229 320 201 435 195 Arrive On Green 0.10 0.98 0.97 0.53 1.00 1.00 0.13 0.13 0.12 0.13 0.13 0.13 Sat Flow, veh/h 1727 5033 70 3351 4891 190 1271 1814 2713 1223 3446 1542 Grp Volume(v), veh/h 43 1043 570 258 922 497 75 22 136 22 108 8 Grp Sat Flow(s),veh/h/ln 1727 1650 1801 1676 1650 1780 1271 1814 1357 1223 1723 1542 Q Serve(g_s), s 2.8 1.7 1.8 5.1 0.0 0.0 6.8 1.3 5.6 1.9 3.4 0.5 Cycle Q Clear(g_c), s 2.8 1.7 1.8 5.1 0.0 0.0 10.2 1.3 5.6 3.2 3.4 0.5 Prop In Lane 1.00 0.04 1.00 0.11 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 84 1623 886 889 2393 1291 185 229 320 201 435 195 V/C Ratio(X) 0.51 0.64 0.64 0.29 0.39 0.39 0.41 0.10 0.42 0.11 0.25 0.04 Avail Cap(c_a), veh/h 144 1623 886 889 2393 1291 363 484 701 373 919 411 HCM Platoon Ratio 2.00 2.00 2.00 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.79 0.79 0.79 0.80 0.80 0.80 0.91 0.91 0.91 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.8 0.5 0.5 21.9 0.0 0.0 51.9 46.4 49.1 47.8 47.3 46.0 Incr Delay (d2), s/veh 1.4 1.6 2.8 0.1 0.4 0.7 0.5 0.1 0.3 0.1 0.1 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.4 0.6 1.0 2.4 0.1 0.2 2.4 0.7 2.1 0.7 1.6 0.2 LnGrp Delay(d),s/veh 54.2 2.1 3.4 21.9 0.4 0.7 52.4 46.4 49.4 47.9 47.4 46.1 LnGrp LOS D A A C A A DDDDDD Approach Vol, veh/h 1656 1677 233 138 Approach Delay, s/veh 3.9 3.8 50.1 47.4 Approach LOS A A D D Timer 12345678 Assigned Phs 1 2 4 5 6 8 Phs Duration (G+Y+Rc), s 37.8 63.0 19.2 9.9 91.0 19.2 Change Period (Y+Rc), s 5.0 * 5 5.0 3.0 5.0 5.0 Max Green Setting (Gmax), s 18.0 * 58 31.0 11.0 65.0 31.0 Max Q Clear Time (g_c+I1), s 7.1 3.8 5.4 4.8 2.0 12.2 Green Ext Time (p_c), s 2.9 3.0 2.2 0.0 3.5 2.0 Intersection Summary HCM 2010 Ctrl Delay 8.4 HCM 2010 LOS A Notes * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 211: Deep Canyon & Hwy 111 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 35 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 1620 70 110 1280 130 70 120 80 190 90 110 Number 5 2 12 1 6 16 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.99 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 1814 1814 1850 1814 1814 1850 Adj Flow Rate, veh/h 161 1742 47 118 1376 91 75 129 33 204 97 42 Adj No. of Lanes 131131120120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 412 2810 847 137 1939 574 176 243 60 226 251 102 Arrive On Green 0.48 1.00 1.00 0.08 0.39 0.38 0.10 0.09 0.08 0.13 0.11 0.10 Sat Flow, veh/h 1727 4951 1537 1727 4951 1531 1727 2728 675 1727 2376 972 Grp Volume(v), veh/h 161 1742 47 118 1376 91 75 80 82 204 69 70 Grp Sat Flow(s),veh/h/ln 1727 1650 1537 1727 1650 1531 1727 1723 1680 1727 1723 1624 Q Serve(g_s), s 7.2 0.0 0.0 8.1 28.1 3.2 4.9 5.3 5.6 14.0 4.5 4.9 Cycle Q Clear(g_c), s 7.2 0.0 0.0 8.1 28.1 3.2 4.9 5.3 5.6 14.0 4.5 4.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.40 1.00 0.60 Lane Grp Cap(c), veh/h 412 2810 847 137 1939 574 176 153 149 226 182 171 V/C Ratio(X) 0.39 0.62 0.06 0.86 0.71 0.16 0.43 0.52 0.55 0.90 0.38 0.41 Avail Cap(c_a), veh/h 412 2810 847 202 1939 574 176 230 224 317 388 365 HCM Platoon Ratio 2.00 2.00 2.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.83 0.83 0.83 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 25.8 0.0 0.0 54.6 30.7 11.2 50.6 52.2 52.6 51.4 50.0 50.5 Incr Delay (d2), s/veh 0.2 0.9 0.1 15.8 2.2 0.6 0.6 1.0 1.2 17.9 0.5 0.6 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(-26165%),veh/ln 3.4 0.2 0.0 4.5 13.1 1.4 2.4 2.6 2.7 7.8 2.1 2.2 LnGrp Delay(d),s/veh 26.0 0.9 0.1 70.4 33.0 11.8 51.2 53.2 53.7 69.3 50.5 51.1 LnGrp LOS C A A E C B D D D E D D Approach Vol, veh/h 1950 1585 237 343 Approach Delay, s/veh 2.9 34.5 52.8 61.8 Approach LOS A C D E Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.5 72.1 17.7 16.7 34.6 51.0 19.7 14.7 Change Period (Y+Rc), s 3.5 5.5 5.0 * 5 5.5 * 5.5 3.5 5.0 Max Green Setting (Gmax), s 14.5 50.5 11.5 * 26 19.5 * 46 22.5 15.0 Max Q Clear Time (g_c+I1), s 10.1 2.0 6.9 6.9 9.2 30.1 16.0 7.6 Green Ext Time (p_c), s 0.1 4.9 0.6 0.9 3.7 2.9 0.3 0.6 Intersection Summary HCM 2010 Ctrl Delay 22.9 HCM 2010 LOS C Notes User approved pedestrian interval to be less than phase max green. * HCM 2010 computational engine requires equal clearance times for the phases crossing the barrier. HCM 2010 Signalized Intersection Summary 213: Portola & El Paseo 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 36 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 150 180 70 150 180 30 100 510 210 70 400 180 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1850 1814 1814 1814 1814 1814 1850 Adj Flow Rate, veh/h 161 194 22 161 194 15 108 548 139 75 430 159 Adj No. of Lanes 120120121120 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 247 481 54 247 500 38 220 870 389 187 577 211 Arrive On Green 0.14 0.15 0.15 0.14 0.15 0.15 0.13 0.25 0.25 0.11 0.23 0.23 Sat Flow, veh/h 1727 3125 350 1727 3244 249 1727 3446 1542 1727 2472 905 Grp Volume(v), veh/h 161 106 110 161 102 107 108 548 139 75 298 291 Grp Sat Flow(s),veh/h/ln 1727 1723 1752 1727 1723 1770 1727 1723 1542 1727 1723 1654 Q Serve(g_s), s 5.1 3.2 3.3 5.1 3.1 3.2 3.4 8.3 4.3 2.4 9.4 9.5 Cycle Q Clear(g_c), s 5.1 3.2 3.3 5.1 3.1 3.2 3.4 8.3 4.3 2.4 9.4 9.5 Prop In Lane 1.00 0.20 1.00 0.14 1.00 1.00 1.00 0.55 Lane Grp Cap(c), veh/h 247 265 270 247 265 273 220 870 389 187 402 386 V/C Ratio(X) 0.65 0.40 0.41 0.65 0.39 0.39 0.49 0.63 0.36 0.40 0.74 0.75 Avail Cap(c_a), veh/h 355 796 810 355 796 818 266 1593 713 266 796 764 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 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 23.7 22.3 22.3 23.7 22.2 22.2 23.7 19.4 17.9 24.3 20.8 20.8 Incr Delay (d2), s/veh 1.1 0.4 0.4 1.1 0.3 0.3 0.6 0.3 0.2 0.5 1.0 1.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 2.5 1.6 1.6 2.5 1.5 1.6 1.7 3.9 1.9 1.2 4.5 4.5 LnGrp Delay(d),s/veh 24.8 22.6 22.7 24.8 22.6 22.6 24.4 19.7 18.1 24.8 21.8 21.9 LnGrp LOS CCCCCCCBBCCC Approach Vol, veh/h 377 370 795 664 Approach Delay, s/veh 23.6 23.5 20.1 22.2 Approach LOS CCCC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 13.3 14.0 12.4 18.6 13.3 14.0 11.3 19.7 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 12.0 27.0 9.0 27.0 12.0 27.0 9.0 27.0 Max Q Clear Time (g_c+I1), s 7.1 5.2 5.4 11.5 7.1 5.3 4.4 10.3 Green Ext Time (p_c), s 0.2 0.6 0.1 2.1 0.2 0.6 0.1 2.1 Intersection Summary HCM 2010 Ctrl Delay 21.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 215: Hovley Ln East & Oasis Club 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 37 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Volume (veh/h) 70 860 660 210 290 30 Number 7 4 8 18 1 16 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 1814 1814 1814 Adj Flow Rate, veh/h 75 925 710 102 312 18 Adj No. of Lanes 122111 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222 Cap, veh/h 146 1342 859 384 358 319 Arrive On Green 0.08 0.39 0.25 0.25 0.21 0.21 Sat Flow, veh/h 1727 3537 3537 1542 1727 1542 Grp Volume(v), veh/h 75 925 710 102 312 18 Grp Sat Flow(s),veh/h/ln 1727 1723 1723 1542 1727 1542 Q Serve(g_s), s 3.7 20.2 17.5 4.8 15.7 0.8 Cycle Q Clear(g_c), s 3.7 20.2 17.5 4.8 15.7 0.8 Prop In Lane 1.00 1.00 1.00 1.00 Lane Grp Cap(c), veh/h 146 1342 859 384 358 319 V/C Ratio(X) 0.51 0.69 0.83 0.27 0.87 0.06 Avail Cap(c_a), veh/h 211 1800 1187 531 633 565 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 0.98 0.98 Uniform Delay (d), s/veh 39.4 22.9 31.9 27.2 34.5 28.6 Incr Delay (d2), s/veh 1.0 0.3 2.5 0.1 23.7 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 1.8 9.6 8.6 2.1 9.8 0.8 LnGrp Delay(d),s/veh 40.4 23.2 34.5 27.3 58.2 28.9 LnGrp LOS DCCCEC Approach Vol, veh/h 1000 812 330 Approach Delay, s/veh 24.5 33.6 56.6 Approach LOS C C E Timer 12345678 Assigned Phs 4 6 7 8 Phs Duration (G+Y+Rc), s 40.1 23.6 12.6 27.4 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 47.0 33.0 11.0 31.0 Max Q Clear Time (g_c+I1), s 22.2 17.7 5.7 19.5 Green Ext Time (p_c), s 3.3 0.9 0.0 2.9 Intersection Summary HCM 2010 Ctrl Delay 32.9 HCM 2010 LOS C HCM 2010 Signalized Intersection Summary 282: Monterey Avenue & I-10 EB Off-ramp 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 38 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 40 0 630 00001440 470 140 820 0 Number 7 4 14 5 2 12 1 6 16 Initial Q (Qb), veh 0 0 0 000000 Ped-Bike Adj(A_pbT) 1.00 1.00 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 Adj Sat Flow, veh/h/ln 1814 1814 1814 0 1814 1814 1814 1814 0 Adj Flow Rate, veh/h 29 0 368 0 1548 0 151 882 0 Adj No. of Lanes 1 0 2 031220 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 022220 Cap, veh/h 242 0 433 0 3373 1050 207 2675 0 Arrive On Green 0.14 0.00 0.14 0.00 0.22 0.00 0.06 0.78 0.00 Sat Flow, veh/h 1727 0 3083 0 5115 1542 3351 3537 0 Grp Volume(v), veh/h 29 0 368 0 1548 0 151 882 0 Grp Sat Flow(s),veh/h/ln 1727 0 1542 0 1650 1542 1676 1723 0 Q Serve(g_s), s 1.8 0.0 14.0 0.0 32.4 0.0 5.3 9.2 0.0 Cycle Q Clear(g_c), s 1.8 0.0 14.0 0.0 32.4 0.0 5.3 9.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 1.00 0.00 Lane Grp Cap(c), veh/h 242 0 433 0 3373 1050 207 2675 0 V/C Ratio(X) 0.12 0.00 0.85 0.00 0.46 0.00 0.73 0.33 0.00 Avail Cap(c_a), veh/h 561 0 1002 0 3373 1050 279 2675 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 0.33 0.33 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 0.60 0.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 45.1 0.0 50.4 0.0 27.4 0.0 55.3 4.0 0.0 Incr Delay (d2), s/veh 0.1 0.0 1.9 0.0 0.3 0.0 6.2 0.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(-26165%),veh/ln 0.8 0.0 6.1 0.0 14.9 0.0 2.6 4.4 0.0 LnGrp Delay(d),s/veh 45.2 0.0 52.2 0.0 27.7 0.0 61.6 4.4 0.0 LnGrp LOS D D C E A Approach Vol, veh/h 397 1548 1033 Approach Delay, s/veh 51.7 27.7 12.7 Approach LOS D C B Timer 12345678 Assigned Phs 1 2 4 6 Phs Duration (G+Y+Rc), s 11.4 86.8 21.8 98.2 Change Period (Y+Rc), s 4.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 57.0 39.0 71.0 Max Q Clear Time (g_c+I1), s 7.3 34.4 16.0 11.2 Green Ext Time (p_c), s 0.1 10.9 0.9 14.3 Intersection Summary HCM 2010 Ctrl Delay 25.7 HCM 2010 LOS C Notes User approved volume balancing among the lanes for turning movement. HCM 2010 Signalized Intersection Summary 1220: Monterey & Fred Waring Drive 6/14/2016 Palm Desert 4:30 am 6/30/2014 Future PM_Optimized Timing_PP Synchro 8 Report Fehr & Peers Page 39 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Volume (veh/h) 330 900 100 340 670 250 80 1020 280 260 940 230 Number 1 6 16 5 2 12 3 8 18 7 4 14 Initial Q (Qb), veh 000000000000 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 0.98 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 Adj Sat Flow, veh/h/ln 1814 1814 1850 1814 1814 1814 1814 1814 1850 1814 1814 1814 Adj Flow Rate, veh/h 355 968 -6 366 720 0 86 1097 250 280 1011 177 Adj No. of Lanes 230231230231 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, %222222222222 Cap, veh/h 474 1249 0 477 1254 391 315 1461 333 444 1991 620 Arrive On Green 0.14 0.25 0.00 0.14 0.25 0.00 0.09 0.36 0.36 0.13 0.40 0.40 Sat Flow, veh/h 3351 5115 0 3351 4951 1542 3351 4017 915 3351 4951 1541 Grp Volume(v), veh/h 355 962 0 366 720 0 86 901 446 280 1011 177 Grp Sat Flow(s),veh/h/ln 1676 1650 0 1676 1650 1542 1676 1650 1631 1676 1650 1541 Q Serve(g_s), s 11.2 19.8 0.0 11.6 14.0 0.0 2.6 26.3 26.3 8.7 16.9 5.2 Cycle Q Clear(g_c), s 11.2 19.8 0.0 11.6 14.0 0.0 2.6 26.3 26.3 8.7 16.9 5.2 Prop In Lane 1.00 0.00 1.00 1.00 1.00 0.56 1.00 1.00 Lane Grp Cap(c), veh/h 474 1249 0 477 1254 391 315 1200 593 444 1991 620 V/C Ratio(X) 0.75 0.77 0.00 0.77 0.57 0.00 0.27 0.75 0.75 0.63 0.51 0.29 Avail Cap(c_a), veh/h 548 1305 0 487 1254 391 335 1200 593 444 1991 620 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) 0.56 0.56 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 45.4 38.2 0.0 45.4 35.9 0.0 46.3 30.6 30.6 45.2 24.7 8.3 Incr Delay (d2), s/veh 2.2 1.4 0.0 6.3 0.4 0.0 0.2 4.4 8.5 2.2 0.9 1.2 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(-26165%),veh/ln 5.3 9.2 0.0 5.8 6.4 0.0 1.2 12.6 13.2 4.2 7.8 2.4 LnGrp Delay(d),s/veh 47.6 39.6 0.0 51.7 36.3 0.0 46.5 35.0 39.2 47.3 25.6 9.4 LnGrp LOS D D D D DCDDCA Approach Vol, veh/h 1317 1086 1433 1468 Approach Delay, s/veh 41.7 41.5 37.0 27.8 Approach LOS DDDC Timer 12345678 Assigned Phs 12345678 Phs Duration (G+Y+Rc), s 18.5 30.9 13.3 47.2 18.7 30.7 17.6 43.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 16.0 25.0 9.0 40.0 14.0 27.0 11.0 38.0 Max Q Clear Time (g_c+I1), s 13.2 16.0 4.6 18.9 13.6 21.8 10.7 28.3 Green Ext Time (p_c), s 0.4 4.7 0.1 10.2 0.1 3.2 0.0 6.9 Intersection Summary HCM 2010 Ctrl Delay 36.5 HCM 2010 LOS D Notes User approved pedestrian interval to be less than phase max green.