Agenda packet — Rancho Cordova City Council, April 4, 2022 (part 16 of 24)

The Preserve Existing Conditions
14: Sunrise Blvd & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 460 373 109 138 144 210 538 81 262 1633 131 Future Volume (veh/h) 161 460 373 109 138 144 210 538 81 262 1633 131 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 183 523 424 120 152 158 228 585 88 285 1775 142 Peak Hour Factor 0.88 0.88 0.88 0.91 0.91 0.91 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 239 1410 438 174 914 403 284 1869 573 341 1953 606 Arrive On Green 0.07 0.28 0.28 0.05 0.26 0.26 0.08 0.37 0.37 0.10 0.38 0.38 Sat Flow, veh/h 3456 5106 1585 3456 3554 1565 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 183 523 424 120 152 158 228 585 88 285 1775 142 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1777 1565 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 6.3 10.0 31.9 4.1 4.0 10.1 7.8 9.9 4.6 9.8 39.7 7.3 Cycle Q Clear(g_c), s 6.3 10.0 31.9 4.1 4.0 10.1 7.8 9.9 4.6 9.8 39.7 7.3 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 239 1410 438 174 914 403 284 1869 573 341 1953 606 V/C Ratio(X) 0.77 0.37 0.97 0.69 0.17 0.39 0.80 0.31 0.15 0.84 0.91 0.23 Avail Cap(c_a), veh/h 559 1410 438 559 978 431 559 2655 814 559 2651 823 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 55.2 35.2 43.1 56.3 34.7 37.0 54.4 27.4 25.7 53.4 35.3 25.3 Incr Delay (d2), s/veh 1.9 0.1 34.6 1.8 0.0 0.2 2.0 0.0 0.0 2.6 3.3 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(50%),veh/ln2.7 3.9 15.9 1.8 1.7 3.7 3.3 3.8 1.6 4.2 15.7 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 35.3 77.8 58.2 34.8 37.2 56.4 27.4 25.7 56.0 38.6 25.3 LnGrp LOS E D E E C D E C C E D C
Approach Vol, veh/h 1130 430 901 2202
Approach Delay, s/veh 54.7 42.2 34.6 40.0
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.4 51.5 11.6 40.1 15.4 53.5 13.8 37.8 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s19.5 * 63 19.5 * 33 19.5 * 63 19.5 33.2 Max Q Clear Time (g_c+I1), s11.8 11.9 6.1 33.9 9.8 41.7 8.3 12.1 Green Ext Time (p_c), s 0.1 1.2 0.0 0.0 0.1 4.4 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 42.7
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2515 of 3764 ends

The Preserve Existing Conditions
15: Douglas Road & Americano Boulevard PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 98 310 177 1 5 53
Future Volume (veh/h) 98 310 177 1 5 53
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 117 369 239 1 7 74
Peak Hour Factor 0.84 0.84 0.74 0.74 0.72 0.72
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 145 1586 546 244 219 195
Arrive On Green 0.08 0.45 0.15 0.15 0.12 0.12
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 117 369 239 1 7 74
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 1.6 1.6 1.6 0.0 0.1 1.1
Cycle Q Clear(g_c), s 1.6 1.6 1.6 0.0 0.1 1.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 145 1586 546 244 219 195
V/C Ratio(X) 0.81 0.23 0.44 0.00 0.03 0.38
Avail Cap(c_a), veh/h 1367 8974 8988 4009 2371 2110
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 11.5 4.4 9.8 9.2 9.9 10.3
Incr Delay (d2), s/veh 4.0 0.0 0.2 0.0 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.5 0.0 0.3 0.0 0.0 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.6 4.4 10.0 9.2 9.9 10.8
LnGrp LOS B A B A A B
Approach Vol, veh/h 486 240 81
Approach Delay, s/veh 7.1 10.0 10.7
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s7.5 9.4 8.6 16.9
Change Period (Y+Rc), s* 5.4 * 5.5 5.5 * 5.5
Max Green Setting (Gmax), s* 20 * 65 34.0 * 65
Max Q Clear Time (g_c+I1), s3.6 3.6 3.1 3.6
Green Ext Time (p_c), s 0.0 0.4 0.0 0.7
Intersection Summary
HCM 6th Ctrl Delay 8.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2516 of 3764 ends

The Preserve Existing Conditions
16: Sunrise Blvd & Jackson Rd/SR-16 PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 414 6 36 222 120 3 337 62 277 947 75 Future Volume (veh/h) 85 414 6 36 222 120 3 337 62 277 947 75 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 436 6 45 278 150 3 370 68 295 1007 80 Peak Hour Factor 0.95 0.95 0.95 0.80 0.80 0.80 0.91 0.91 0.91 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 111 464 393 58 408 346 43 555 102 319 965 917 Arrive On Green 0.06 0.25 0.25 0.03 0.22 0.22 0.02 0.36 0.36 0.18 0.52 0.52 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1537 282 1781 1870 1585 Grp Volume(v), veh/h 89 436 6 45 278 150 3 0 438 295 1007 80 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 0 1820 1781 1870 1585 Q Serve(g_s), s 6.1 28.3 0.4 3.1 16.9 10.1 0.2 0.0 25.1 20.2 64.0 2.8 Cycle Q Clear(g_c), s 6.1 28.3 0.4 3.1 16.9 10.1 0.2 0.0 25.1 20.2 64.0 2.8 Prop In Lane 1.00 1.00 1.00 1.00 1.00 0.16 1.00 1.00
Lane Grp Cap(c), veh/h 111 464 393 58 408 346 43 0 657 319 965 917 V/C Ratio(X) 0.80 0.94 0.02 0.78 0.68 0.43 0.07 0.00 0.67 0.92 1.04 0.09 Avail Cap(c_a), veh/h 294 501 424 294 501 424 294 0 933 352 965 917 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 0.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 57.4 45.7 35.2 59.5 44.5 41.9 59.1 0.0 33.3 50.1 30.0 11.6 Incr Delay (d2), s/veh 4.9 24.2 0.0 8.0 1.7 0.3 0.2 0.0 0.4 26.9 40.9 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(50%),veh/ln2.8 15.6 0.1 1.5 7.7 3.8 0.1 0.0 10.5 11.0 36.2 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.2 69.9 35.2 67.6 46.2 42.2 59.4 0.0 33.8 76.9 70.9 11.6 LnGrp LOS E E D E D D E A C E F B
Approach Vol, veh/h 531 473 441 1382
Approach Delay, s/veh 68.2 47.0 34.0 68.7
Approach LOS E D C E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.3 33.9 7.5 70.4 8.5 37.6 26.7 51.2 Change Period (Y+Rc), s 4.5 6.8 4.5 * 6.4 4.5 6.8 4.5 6.4 Max Green Setting (Gmax), s20.5 33.2 20.5 * 64 20.5 33.2 24.5 63.6 Max Q Clear Time (g_c+I1), s8.1 18.9 2.2 66.0 5.1 30.3 22.2 27.1 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 0.4 0.0 1.4 Intersection Summary
HCM 6th Ctrl Delay 59.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2517 of 3764 ends

The Preserve Existing Conditions
17: Grant Line Rd & Jackson Rd/SR-16 PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 59 684 0 57 334 40 3 273 58 37 323 51 Future Volume (veh/h) 59 684 0 57 334 40 3 273 58 37 323 51 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 64 743 0 67 393 47 4 329 70 42 363 57 Peak Hour Factor 0.92 0.92 0.92 0.85 0.85 0.85 0.83 0.83 0.83 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 80 688 0 84 604 72 4 325 69 37 316 50
Arrive On Green 0.05 0.37 0.00 0.05 0.37 0.37 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 1870 0 1781 1635 196 18 1480 315 166 1431 225 Grp Volume(v), veh/h 64 743 0 67 0 440 403 0 0 462 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 0 1830 1813 0 0 1822 0 0 Q Serve(g_s), s 6.2 63.6 0.0 6.4 0.0 34.5 38.0 0.0 0.0 38.2 0.0 0.0 Cycle Q Clear(g_c), s 6.2 63.6 0.0 6.4 0.0 34.5 38.0 0.0 0.0 38.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.11 0.01 0.17 0.09 0.12
Lane Grp Cap(c), veh/h 80 688 0 84 0 676 398 0 0 402 0 0 V/C Ratio(X) 0.80 1.08 0.00 0.80 0.00 0.65 1.01 0.00 0.00 1.15 0.00 0.00 Avail Cap(c_a), veh/h 263 688 0 211 0 676 398 0 0 402 0 0 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 81.8 54.7 0.0 81.7 0.0 45.3 67.5 0.0 0.0 67.4 0.0 0.0 Incr Delay (d2), s/veh 6.6 58.2 0.0 6.5 0.0 1.8 48.2 0.0 0.0 92.1 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(50%),veh/ln2.9 39.8 0.0 3.1 0.0 15.5 22.4 0.0 0.0 27.5 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 88.4 112.9 0.0 88.1 0.0 47.0 115.7 0.0 0.0 159.5 0.0 0.0 LnGrp LOS F F A F A D F A A F A A
Approach Vol, veh/h 807 507 403 462
Approach Delay, s/veh 111.0 52.5 115.7 159.5
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.3 70.7 45.0 12.6 70.4 45.0
Change Period (Y+Rc), s 4.5 6.8 6.8 4.5 * 6.8 7.0
Max Green Setting (Gmax), s25.5 63.2 38.2 20.5 * 64 38.0 Max Q Clear Time (g_c+I1), s8.2 36.5 40.2 8.4 65.6 40.0 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 108.5
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2518 of 3764 ends

The Preserve Existing Conditions
18: Grant Line Rd & Kiefer Blvd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th AWSC Page 18
Intersection
Intersection Delay, s/veh17.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 2 0 23 0 33 2 356 0 145 393 4
Future Vol, veh/h 2 2 0 23 0 33 2 356 0 145 393 4
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.91 0.91 0.91 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 3 0 33 0 47 2 391 0 156 423 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.6 9.8 13.2 20.8

HCM LOS A A B C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 1% 50% 41% 27%
Vol Thru, % 99% 50% 0% 73%
Vol Right, % 0% 0% 59% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 358 4 56 542
LT Vol 2 2 23 145
Through Vol 356 2 0 393
RT Vol 0 0 33 4
Lane Flow Rate 393 6 80 583
Geometry Grp 1 1 1 1
Degree of Util (X) 0.526 0.01 0.131 0.756
Departure Headway (Hd) 4.817 6.504 5.913 4.667
Convergence, Y/N Yes Yes Yes Yes
Cap 744 553 610 769
Service Time 2.888 4.508 3.913 2.73
HCM Lane V/C Ratio 0.528 0.011 0.131 0.758
HCM Control Delay 13.2 9.6 9.8 20.8
HCM Lane LOS B A A C
HCM 95th-tile Q 3.1 0 0.4 7.1
ITEM 11.1. ATTACHMENT 4

Page 2519 of 3764 ends

The Preserve Existing Conditions
19: Grant Line Rd & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 19
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 144 101 20 365 432 163
Future Volume (veh/h) 144 101 20 365 432 163
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 176 123 24 435 480 181
Peak Hour Factor 0.82 0.82 0.84 0.84 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 267 237 32 924 606 513
Arrive On Green 0.15 0.15 0.02 0.49 0.32 0.32
Sat Flow, veh/h 1781 1585 1781 1870 1870 1585
Grp Volume(v), veh/h 176 123 24 435 480 181
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1870 1870 1585
Q Serve(g_s), s 2.8 2.2 0.4 4.6 7.1 2.6
Cycle Q Clear(g_c), s 2.8 2.2 0.4 4.6 7.1 2.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 267 237 32 924 606 513
V/C Ratio(X) 0.66 0.52 0.74 0.47 0.79 0.35
Avail Cap(c_a), veh/h 2075 1847 1199 3963 3944 3343
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 12.2 11.9 14.8 5.1 9.3 7.8
Incr Delay (d2), s/veh 1.0 0.7 11.8 0.1 0.9 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.7 0.5 0.2 0.2 1.2 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.2 12.5 26.6 5.2 10.2 8.0
LnGrp LOS B B C A B A
Approach Vol, veh/h 299 459 661
Approach Delay, s/veh 12.9 6.3 9.6
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s5.1 15.9 21.1 9.2
Change Period (Y+Rc), s* 4.6 * 6.1 * 6.1 4.7
Max Green Setting (Gmax), s* 20 * 64 * 64 35.3
Max Q Clear Time (g_c+I1), s2.4 9.1 6.6 4.8
Green Ext Time (p_c), s 0.0 0.7 0.6 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.2
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2520 of 3764 ends

The Preserve Existing Conditions
20: Grant Line Rd & Raymer Way PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th TWSC Page 20
Intersection
Int Delay, s/veh 0.7
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 16 2 3 542 670 29
Future Vol, veh/h 16 2 3 542 670 29
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 56 56 98 98 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 29 4 3 553 728 32
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1303 744 760 0 - 0
Stage 1 744 - - - - -
Stage 2 559 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver 177 415 852 - - -
Stage 1 470 - - - - -
Stage 2 572 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 176 415 852 - - -
Mov Cap-2 Maneuver 176 - - - - -
Stage 1 468 - - - - -
Stage 2 572 - - - - -
Approach EB NB SB
HCM Control Delay, s 28.1 0.1 0

HCM LOS D
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 852 - 188 - -
HCM Lane V/C Ratio 0.004 - 0.171 - -
HCM Control Delay (s) 9.2 - 28.1 - -
HCM Lane LOS A - D - -
HCM 95th %tile Q(veh) 0 - 0.6 - -
ITEM 11.1. ATTACHMENT 4

Page 2521 of 3764 ends

The Preserve Existing Conditions
21: Grant Line Rd/White Rock Rd & White Rock Road PM Peak Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 21
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 601 18 8 564 0 673 51
Future Volume (veh/h) 601 18 8 564 0 673 51
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 724 22 9 606 716 54
Peak Hour Factor 0.83 0.83 0.93 0.93 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 903 426 13 1491 963 844
Arrive On Green 0.26 0.26 0.01 0.42 0.27 0.27
Sat Flow, veh/h 3456 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 724 22 9 606 716 54
Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1777 1777 1585
Q Serve(g_s), s 7.6 0.4 0.2 4.6 7.2 0.6
Cycle Q Clear(g_c), s 7.6 0.4 0.2 4.6 7.2 0.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 903 426 13 1491 963 844
V/C Ratio(X) 0.80 0.05 0.71 0.41 0.74 0.06
Avail Cap(c_a), veh/h 4845 2234 894 4882 4854 2580
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 13.4 10.5 19.3 7.9 12.9 4.4
Incr Delay (d2), s/veh 0.6 0.0 23.2 0.1 0.4 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.4 0.4 0.1 0.8 1.8 0.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.1 10.6 42.5 8.0 13.4 4.4
LnGrp LOS B B D A B A
Approach Vol, veh/h 746 615 770
Approach Delay, s/veh 13.9 8.5 12.7
Approach LOS B A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 5.8 17.4 15.7 23.2
Change Period (Y+Rc), s 5.5 * 6.9 5.5 * 6.9
Max Green Setting (Gmax), s 19.5 * 53 54.5 * 53
Max Q Clear Time (g_c+I1), s 2.2 9.2 9.6 6.6
Green Ext Time (p_c), s 0.0 1.4 0.6 1.1
Intersection Summary
HCM 6th Ctrl Delay 11.9
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2522 of 3764 ends

The Preserve Existing Conditions
22: White Rock Rd & Prairie City Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 22
Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 387 789 0 340 96 104 375
Future Volume (veh/h) 387 789 0 340 96 104 375
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 450 917 362 102 114 412
Peak Hour Factor 0.86 0.86 0.94 0.94 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 497 1806 504 225 512 456
Arrive On Green 0.28 0.51 0.14 0.14 0.29 0.29
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 450 917 362 102 114 412
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 14.6 10.2 5.8 3.5 2.9 14.9
Cycle Q Clear(g_c), s 14.6 10.2 5.8 3.5 2.9 14.9
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 497 1806 504 225 512 456
V/C Ratio(X) 0.90 0.51 0.72 0.45 0.22 0.90
Avail Cap(c_a), veh/h 888 3771 3765 1679 1029 915
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 20.8 9.7 24.5 23.5 16.2 20.5
Incr Delay (d2), s/veh 3.0 0.1 0.7 0.5 0.1 2.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln5.2 2.6 2.1 1.1 1.0 4.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 23.7 9.8 25.2 24.0 16.3 23.3
LnGrp LOS C A C C B C
Approach Vol, veh/h 1367 464 526
Approach Delay, s/veh 14.4 25.0 21.8
Approach LOS B C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s21.9 15.2 37.1 22.7
Change Period (Y+Rc), s* 5.2 * 6.7 * 6.7 5.5
Max Green Setting (Gmax), s* 30 * 63 * 63 34.5
Max Q Clear Time (g_c+I1), s16.6 7.8 12.2 16.9
Green Ext Time (p_c), s 0.1 0.7 1.9 0.2
Intersection Summary
HCM 6th Ctrl Delay 18.1
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2523 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California

Appendix C

Analysis Worksheets for
Existing (2019) plus Proposed Project Conditions
ITEM 11.1. ATTACHMENT 4

Page 2524 of 3764 ends

The Preserve Existing plus Project Conditions
1: Mather Field Rd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 978 0 240 0 740 450 0 755 390 Future Volume (veh/h) 0 0 0 978 0 240 0 740 450 0 755 390 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 700 594 276 0 771 0 0 803 0
Peak Hour Factor 0.87 0.87 0.87 0.96 0.96 0.96 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 568 384 178 0 2869 0 2869
Arrive On Green 0.32 0.32 0.32 0.00 0.81 0.00 0.00 0.81 0.00 Sat Flow, veh/h 1781 1203 559 0 3741 0 0 3741 0
Grp Volume(v), veh/h 700 0 870 0 771 0 0 803 0
Grp Sat Flow(s),veh/h/ln 1781 0 1762 0 1777 0 0 1777 0
Q Serve(g_s), s 35.1 0.0 35.1 0.0 5.9 0.0 0.0 6.2 0.0
Cycle Q Clear(g_c), s 35.1 0.0 35.1 0.0 5.9 0.0 0.0 6.2 0.0 Prop In Lane 1.00 0.32 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 568 0 562 0 2869 0 2869
V/C Ratio(X) 1.23 0.00 1.55 0.00 0.27 0.00 0.28
Avail Cap(c_a), veh/h 568 0 562 0 2869 0 2869
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 37.4 0.0 37.5 0.0 2.6 0.0 0.0 2.6 0.0 Incr Delay (d2), s/veh 118.9 0.0 255.2 0.0 0.2 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 33.7 0.0 54.6 0.0 1.2 0.0 0.0 1.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 156.4 0.0 292.7 0.0 2.8 0.0 0.0 2.9 0.0 LnGrp LOS F A F A A A A
Approach Vol, veh/h 1570 771 A 803 A
Approach Delay, s/veh 231.9 2.8 2.9
Approach LOS F A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 94.5 94.5 40.0
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 66 65.0 35.1
Max Q Clear Time (g_c+I1), s 8.2 7.9 37.1
Green Ext Time (p_c), s 1.8 1.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 117.2
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2525 of 3764 ends

The Preserve Existing plus Project Conditions
2: Mather Field Rd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 312 0 1173 0 0 0 0 880 333 0 1419 317 Future Volume (veh/h) 312 0 1173 0 0 0 0 880 333 0 1419 317 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 219 0 1352 0 926 0 0 1526 0
Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 560 0 994 0 3806 0 2649
Arrive On Green 0.31 0.00 0.31 0.00 0.75 0.00 0.00 0.75 0.00 Sat Flow, veh/h 1781 0 3160 0 5443 0 0 3647 1585
Grp Volume(v), veh/h 219 0 1352 0 926 0 0 1526 0
Grp Sat Flow(s),veh/h/ln1781 0 1580 0 1702 0 0 1777 1585 Q Serve(g_s), s 10.6 0.0 34.6 0.0 6.2 0.0 0.0 21.1 0.0
Cycle Q Clear(g_c), s 10.6 0.0 34.6 0.0 6.2 0.0 0.0 21.1 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 560 0 994 0 3806 0 2649
V/C Ratio(X) 0.39 0.00 1.36 0.00 0.24 0.00 0.58
Avail Cap(c_a), veh/h 560 0 994 0 3806 0 2649
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 29.5 0.0 37.7 0.0 4.4 0.0 0.0 6.2 0.0 Incr Delay (d2), s/veh 0.2 0.0 168.7 0.0 0.2 0.0 0.0 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(50%),veh/ln4.5 0.0 36.4 0.0 1.6 0.0 0.0 6.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.6 0.0 206.4 0.0 4.5 0.0 0.0 7.2 0.0 LnGrp LOS C A F A A A A
Approach Vol, veh/h 1571 926 A 1526 A
Approach Delay, s/veh 181.7 4.5 7.2
Approach LOS F A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 87.5 40.0 87.5
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 66 * 35 65.0
Max Q Clear Time (g_c+I1), s 23.1 36.6 8.2
Green Ext Time (p_c), s 4.3 0.0 2.2
Intersection Summary
HCM 6th Ctrl Delay 74.7
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2526 of 3764 ends

The Preserve Existing plus Project Conditions
3: Mather Field Rd & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 931 819 116 672 279 47
Future Volume (veh/h) 931 819 116 672 279 47
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1108 0 141 820 317 53
Peak Hour Factor 0.84 0.84 0.82 0.82 0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2661 180 3655 443 203
Arrive On Green 0.52 0.00 0.10 0.72 0.13 0.13
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 1108 0 141 820 317 53
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 7.2 0.0 4.2 3.0 4.8 1.6
Cycle Q Clear(g_c), s 7.2 0.0 4.2 3.0 4.8 1.6
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2661 180 3655 443 203
V/C Ratio(X) 0.42 0.78 0.22 0.72 0.26
Avail Cap(c_a), veh/h 6088 650 6088 2314 1061
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 8.0 0.0 23.9 2.6 22.8 21.4
Incr Delay (d2), s/veh 0.2 0.0 2.8 0.1 0.8 0.2
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.8 0.0 1.7 0.3 1.7 0.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 8.2 0.0 26.7 2.7 23.6 21.7
LnGrp LOS A C A C C
Approach Vol, veh/h 1108 A 961 370
Approach Delay, s/veh 8.2 6.2 23.3
Approach LOS A A C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 44.0 10.6 33.4 10.5
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 65.0 * 20 65.0 36.5
Max Q Clear Time (g_c+I1), s 5.0 6.2 9.2 6.8
Green Ext Time (p_c), s 12.7 0.0 19.2 0.2
Intersection Summary
HCM 6th Ctrl Delay 9.7
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2527 of 3764 ends

The Preserve Existing plus Project Conditions
4: Zinfandel Dr & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1073 0 212 0 963 564 0 728 330 Future Volume (veh/h) 0 0 0 1073 0 212 0 963 564 0 728 330 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1248 0 247 0 1024 0 0 751 0
Peak Hour Factor 0.86 0.86 0.86 0.94 0.94 0.94 0.97 0.97 0.97 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 1292 0 593 0 2731 0 1900
Arrive On Green 0.37 0.00 0.37 0.00 0.53 0.00 0.00 0.53 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 3647 1585
Grp Volume(v), veh/h 1248 0 247 0 1024 0 0 751 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1777 1585 Q Serve(g_s), s 44.2 0.0 14.4 0.0 14.6 0.0 0.0 15.6 0.0 Cycle Q Clear(g_c), s 44.2 0.0 14.4 0.0 14.6 0.0 0.0 15.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1292 0 593 0 2731 0 1900
V/C Ratio(X) 0.97 0.00 0.42 0.00 0.38 0.00 0.40
Avail Cap(c_a), veh/h 1333 0 611 0 2731 0 1900
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.3 0.0 29.0 0.0 16.9 0.0 0.0 17.2 0.0 Incr Delay (d2), s/veh 16.6 0.0 0.2 0.0 0.4 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 21.4 0.0 5.5 0.0 5.5 0.0 0.0 6.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 55.0 0.0 29.2 0.0 17.3 0.0 0.0 17.8 0.0 LnGrp LOS D A C A B A B
Approach Vol, veh/h 1495 1024 A 751 A
Approach Delay, s/veh 50.7 17.3 17.8
Approach LOS D B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 71.4 71.4 53.6
Change Period (Y+Rc), s 4.6 4.6 6.8
Max Green Setting (Gmax), s 65.4 65.4 48.2
Max Q Clear Time (g_c+I1), s 17.6 16.6 46.2
Green Ext Time (p_c), s 1.7 2.5 0.5
Intersection Summary
HCM 6th Ctrl Delay 32.7
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2528 of 3764 ends

The Preserve Existing plus Project Conditions
5: Zinfandel Dr & US-50 EB Ramps/Gold Center Dr AM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 377 1 849 1103 102 27 1016 469 15 1686 201 Future Volume (vph) 377 1 849 1103 102 27 1016 469 15 1686 201 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.9 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.95 1.00
Frpb, ped/bikes 1.00 0.99 0.98 0.99 0.99 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 0.85 0.85 0.95 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1603 3008 1417 2747 6071 3539 1545
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1603 3008 1417 2747 6071 3539 1545
Peak-hour factor, PHF 0.87 0.92 0.87 0.87 0.90 0.92 0.89 0.92 0.89 0.91 0.91 Adj. Flow (vph) 433 1 976 1268 113 29 1142 510 17 1853 221 RTOR Reduction (vph) 0 0 5 9 16 0 1 0 0 0 0
Lane Group Flow (vph) 0 434 1542 688 126 0 1668 0 0 1853 221 Confl. Peds. (#/hr) 6 6 3 3 6
Confl. Bikes (#/hr) 2 3
Turn Type Split Perm NA Perm Perm NA NA Free
Protected Phases 4 4 6 2
Permitted Phases 4 4 8 Free
Actuated Green, G (s) 48.2 48.2 48.2 50.1 65.4 65.4 125.0 Effective Green, g (s) 48.2 48.2 48.2 50.1 65.4 65.4 125.0 Actuated g/C Ratio 0.39 0.39 0.39 0.40 0.52 0.52 1.00
Clearance Time (s) 6.8 6.8 6.8 4.9 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 3.0 1.0 1.0
Lane Grp Cap (vph) 618 1159 546 1100 3176 1851 1545
v/s Ratio Prot 0.27 c0.52
v/s Ratio Perm 0.27 0.51 0.49 0.05 0.14
v/c Ratio 0.70 1.33 1.26 0.11 0.53 1.00 0.14
Uniform Delay, d1 32.4 38.4 38.4 23.5 19.6 29.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.25 1.00
Incremental Delay, d2 3.0 154.7 131.6 0.0 0.6 17.6 0.1
Delay (s) 35.3 193.1 170.0 23.6 20.2 54.8 0.1
Level of Service D F F C C D A
Approach Delay (s) 161.5 20.2 48.9
Approach LOS F C D
Intersection Summary
HCM 2000 Control Delay 87.0 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.14
Actuated Cycle Length (s) 125.0 Sum of lost time (s) 11.4 Intersection Capacity Utilization 102.3% ICU Level of Service G Analysis Period (min) 15
c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2529 of 3764 ends

The Preserve Existing plus Project Conditions
6: Zinfandel Dr & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 215 101 30 25 87 272 40 1008 18 760 1373 658 Future Volume (veh/h) 215 101 30 25 87 272 40 1008 18 760 1373 658 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 250 117 35 29 101 316 44 1108 20 817 1476 708 Peak Hour Factor 0.86 0.86 0.86 0.86 0.86 0.86 0.91 0.91 0.91 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 319 933 255 60 299 1286 80 1364 25 868 2512 766 Arrive On Green 0.09 0.24 0.24 0.02 0.16 0.16 0.02 0.26 0.26 0.25 0.49 0.49 Sat Flow, veh/h 3456 3961 1085 3563 1870 3069 3456 5163 93 3456 5106 1557 Grp Volume(v), veh/h 250 99 53 29 101 316 44 730 398 817 1476 708 Grp Sat Flow(s),veh/h/ln1728 1702 1642 1781 1870 1535 1728 1702 1852 1728 1702 1557 Q Serve(g_s), s 6.9 2.2 2.5 0.8 4.7 6.6 1.2 19.6 19.6 22.6 20.2 41.3 Cycle Q Clear(g_c), s 6.9 2.2 2.5 0.8 4.7 6.6 1.2 19.6 19.6 22.6 20.2 41.3 Prop In Lane 1.00 0.66 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 319 802 387 60 299 1286 80 899 489 868 2512 766 V/C Ratio(X) 0.78 0.12 0.14 0.49 0.34 0.25 0.55 0.81 0.81 0.94 0.59 0.92 Avail Cap(c_a), veh/h 691 2233 1077 712 1236 2825 691 2264 1232 868 3365 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 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 43.3 29.4 29.5 47.6 36.4 18.9 47.2 33.6 33.6 35.8 17.7 23.1 Incr Delay (d2), s/veh 1.6 0.0 0.1 2.3 0.2 0.0 2.2 0.7 1.3 17.8 0.1 9.6 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(50%),veh/ln2.9 0.9 0.9 0.4 2.1 2.2 0.5 7.8 8.6 11.1 7.1 15.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.9 29.4 29.5 49.8 36.7 18.9 49.3 34.3 34.9 53.6 17.8 32.7 LnGrp LOS D C C D D B D C C D B C
Approach Vol, veh/h 402 446 1172 3001
Approach Delay, s/veh 39.1 24.9 35.1 31.1
Approach LOS D C D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s7.8 53.7 14.5 21.6 30.0 31.5 7.1 29.0 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 * 65 24.5 * 65 19.5 * 64 Max Q Clear Time (g_c+I1), s3.2 43.3 8.9 8.6 24.6 21.6 2.8 4.5 Green Ext Time (p_c), s 0.0 4.3 0.1 0.4 0.0 2.6 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 32.1
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2530 of 3764 ends

The Preserve Existing plus Project Conditions
7: Zinfandel Dr & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 116 337 63 92 367 101 266 872 102 148 426 259 Future Volume (veh/h) 116 337 63 92 367 101 266 872 102 148 426 259 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 132 383 72 108 432 119 274 899 105 174 501 305 Peak Hour Factor 0.88 0.88 0.88 0.85 0.85 0.85 0.97 0.97 0.97 0.85 0.85 0.85 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 218 653 119 185 722 220 655 1841 570 270 848 389 Arrive On Green 0.06 0.15 0.15 0.05 0.14 0.14 0.19 0.36 0.36 0.08 0.25 0.25 Sat Flow, veh/h 3456 4328 788 3456 5106 1554 3456 5106 1581 3456 3404 1563 Grp Volume(v), veh/h 132 299 156 108 432 119 274 899 105 174 501 305 Grp Sat Flow(s),veh/h/ln1728 1702 1712 1728 1702 1554 1728 1702 1581 1728 1702 1563 Q Serve(g_s), s 2.3 5.1 5.4 1.9 5.0 4.5 4.4 8.6 2.9 3.1 8.1 11.4 Cycle Q Clear(g_c), s 2.3 5.1 5.4 1.9 5.0 4.5 4.4 8.6 2.9 3.1 8.1 11.4 Prop In Lane 1.00 0.46 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 218 514 258 185 722 220 655 1841 570 270 848 389 V/C Ratio(X) 0.61 0.58 0.61 0.58 0.60 0.54 0.42 0.49 0.18 0.64 0.59 0.78 Avail Cap(c_a), veh/h 1074 1855 933 1074 2782 847 1074 5239 1622 1074 3492 1603 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 28.6 24.8 24.9 29.0 25.3 25.1 22.4 15.6 13.7 28.1 20.8 22.0 Incr Delay (d2), s/veh 1.0 0.4 0.9 1.1 0.3 0.8 0.2 0.1 0.1 1.0 0.2 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(50%),veh/ln0.9 1.9 2.0 0.8 1.8 1.5 1.6 2.8 0.9 1.2 2.8 3.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.7 25.2 25.8 30.1 25.6 25.8 22.5 15.7 13.8 29.0 21.0 23.3 LnGrp LOS C C C C C C C B B C C C
Approach Vol, veh/h 587 659 1278 980
Approach Delay, s/veh 26.3 26.4 17.0 23.1
Approach LOS C C B C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.4 21.2 9.5 14.7 10.4 28.2 8.9 15.3 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s19.5 * 64 19.5 34.2 19.5 * 64 19.5 34.2 Max Q Clear Time (g_c+I1), s6.4 13.4 4.3 7.0 5.1 10.6 3.9 7.4 Green Ext Time (p_c), s 0.1 1.8 0.1 1.0 0.1 2.2 0.0 0.9 Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2531 of 3764 ends

The Preserve Existing plus Project Conditions
8: Sunrise Blvd & Zinfandel Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 111 14 263 37 20 32 302 2230 10 32 3207 77 Future Volume (veh/h) 111 14 263 37 20 32 302 2230 10 32 3207 77 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 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 128 134 223 45 24 39 311 2299 10 35 3486 84 Peak Hour Factor 0.87 0.87 0.87 0.82 0.82 0.82 0.97 0.97 0.97 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 148 155 262 100 36 58 363 3102 13 45 2598 786 Arrive On Green 0.17 0.17 0.17 0.06 0.06 0.06 0.11 0.59 0.59 0.03 0.51 0.51 Sat Flow, veh/h 892 934 1574 1781 639 1038 3456 5247 23 1781 5106 1545 Grp Volume(v), veh/h 262 0 223 45 0 63 311 1491 818 35 3486 84 Grp Sat Flow(s),veh/h/ln1826 0 1574 1781 0 1677 1728 1702 1866 1781 1702 1545 Q Serve(g_s), s 17.9 0.0 17.6 3.1 0.0 4.7 11.3 40.8 40.9 2.5 65.2 3.6 Cycle Q Clear(g_c), s 17.9 0.0 17.6 3.1 0.0 4.7 11.3 40.8 40.9 2.5 65.2 3.6 Prop In Lane 0.49 1.00 1.00 0.62 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 304 0 262 100 0 94 363 2013 1103 45 2598 786 V/C Ratio(X) 0.86 0.00 0.85 0.45 0.00 0.67 0.86 0.74 0.74 0.78 1.34 0.11 Avail Cap(c_a), veh/h 492 0 424 480 0 451 537 2013 1103 281 2598 786 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 52.0 0.0 51.9 58.6 0.0 59.3 56.4 19.1 19.1 62.1 31.5 16.3 Incr Delay (d2), s/veh 4.9 0.0 4.8 1.2 0.0 3.1 6.1 1.3 2.4 10.5 156.5 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln8.6 0.0 7.3 1.5 0.0 2.1 5.1 14.9 16.7 1.2 62.2 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 56.9 0.0 56.6 59.8 0.0 62.4 62.5 20.4 21.5 72.7 187.9 16.4 LnGrp LOS E A E E A E E C C E F B
Approach Vol, veh/h 485 108 2620 3605
Approach Delay, s/veh 56.8 61.3 25.7 182.8
Approach LOS E E C F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s18.6 70.1 26.8 8.0 80.7 12.7
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 20 * 65 34.5 * 20 * 65 34.5 Max Q Clear Time (g_c+I1), s13.3 67.2 19.9 4.5 42.9 6.7 Green Ext Time (p_c), s 0.1 0.0 0.6 0.0 6.3 0.1
Intersection Summary
HCM 6th Ctrl Delay 111.6
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2532 of 3764 ends

The Preserve Existing plus Project Conditions
9: Sunrise Blvd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 501 0 440 0 2078 269 0 1958 1594 Future Volume (veh/h) 0 0 0 501 0 440 0 2078 269 0 1958 1594 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 589 0 518 0 2165 0 0 1998 0
Peak Hour Factor 0.85 0.85 0.85 0.96 0.96 0.96 0.98 0.98 0.98 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 716 0 578 0 3837 0 3491
Arrive On Green 0.21 0.00 0.21 0.00 0.68 0.00 0.00 0.68 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 589 0 518 0 2165 0 0 1998 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 17.9 0.0 19.9 0.0 21.9 0.0 0.0 22.4 0.0 Cycle Q Clear(g_c), s 17.9 0.0 19.9 0.0 21.9 0.0 0.0 22.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 716 0 578 0 3837 0 3491
V/C Ratio(X) 0.82 0.00 0.90 0.00 0.56 0.00 0.57
Avail Cap(c_a), veh/h 1037 0 837 0 3837 0 3491
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 41.7 0.0 42.5 0.0 9.0 0.0 0.0 9.0 0.0 Incr Delay (d2), s/veh 2.3 0.0 7.0 0.0 0.6 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 7.8 0.0 7.4 0.0 7.4 0.0 0.0 6.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.0 0.0 49.5 0.0 9.6 0.0 0.0 9.7 0.0 LnGrp LOS D A D A A A A
Approach Vol, veh/h 1107 2165 A 1998 A
Approach Delay, s/veh 46.6 9.6 9.7
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 80.2 80.2 29.8
Change Period (Y+Rc), s * 5 5.0 7.0
Max Green Setting (Gmax), s * 65 65.0 33.0
Max Q Clear Time (g_c+I1), s 24.4 23.9 21.9
Green Ext Time (p_c), s 6.5 7.5 0.9
Intersection Summary
HCM 6th Ctrl Delay 17.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2533 of 3764 ends

The Preserve Existing plus Project Conditions
10: Sunrise Blvd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1198 0 601 0 0 0 0 1132 459 0 2109 362 Future Volume (veh/h) 1198 0 601 0 0 0 0 1132 459 0 2109 362 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1235 0 620 0 1384 0 0 2152 0
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97 0.98 0.98 0.98 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 1349 0 749 0 4696 0 3522
Arrive On Green 0.27 0.00 0.27 0.00 0.63 0.00 0.00 0.63 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1235 0 620 0 1384 0 0 2152 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 26.2 0.0 23.0 0.0 9.3 0.0 0.0 25.5 0.0
Cycle Q Clear(g_c), s 26.2 0.0 23.0 0.0 9.3 0.0 0.0 25.5 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1349 0 749 0 4696 0 3522
V/C Ratio(X) 0.92 0.00 0.83 0.00 0.29 0.00 0.61
Avail Cap(c_a), veh/h 1521 0 845 0 4696 0 3522
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 39.0 0.0 37.8 0.0 9.4 0.0 0.0 12.4 0.0 Incr Delay (d2), s/veh 7.8 0.0 5.5 0.0 0.2 0.0 0.0 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(50%),veh/ln11.6 0.0 8.3 0.0 3.4 0.0 0.0 9.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.8 0.0 43.3 0.0 9.5 0.0 0.0 13.2 0.0 LnGrp LOS D A D A A A B
Approach Vol, veh/h 1855 1384 A 2152 A
Approach Delay, s/veh 45.7 9.5 13.2
Approach LOS D A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 73.7 36.3 73.7
Change Period (Y+Rc), s * 4.7 6.7 4.7
Max Green Setting (Gmax), s * 66 33.3 65.3
Max Q Clear Time (g_c+I1), s 27.5 28.2 11.3
Green Ext Time (p_c), s 7.4 1.3 3.7
Intersection Summary
HCM 6th Ctrl Delay 23.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2534 of 3764 ends

The Preserve Existing plus Project Conditions
11: Sunrise Blvd & Folsom Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 213 171 93 274 216 129 72 1272 108 230 2138 309 Future Volume (veh/h) 213 171 93 274 216 129 72 1272 108 230 2138 309 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 239 192 104 308 266 129 76 1339 114 240 2227 322 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.95 0.95 0.95 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 295 561 244 365 655 267 124 3016 741 295 2647 814 Arrive On Green 0.09 0.16 0.16 0.10 0.18 0.18 0.04 0.47 0.47 0.09 0.52 0.52 Sat Flow, veh/h 3456 3554 1546 3563 3741 1524 3456 6434 1581 3456 5106 1571 Grp Volume(v), veh/h 239 192 104 308 266 129 76 1339 114 240 2227 322 Grp Sat Flow(s),veh/h/ln1728 1777 1546 1781 1870 1524 1728 1609 1581 1728 1702 1571 Q Serve(g_s), s 8.4 5.9 7.5 10.4 7.8 9.4 2.7 17.2 5.1 8.4 45.8 15.3 Cycle Q Clear(g_c), s 8.4 5.9 7.5 10.4 7.8 9.4 2.7 17.2 5.1 8.4 45.8 15.3 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 295 561 244 365 655 267 124 3016 741 295 2647 814 V/C Ratio(X) 0.81 0.34 0.43 0.84 0.41 0.48 0.61 0.44 0.15 0.81 0.84 0.40 Avail Cap(c_a), veh/h 548 986 429 565 1035 422 548 3361 826 548 2676 823 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 55.2 46.1 46.7 54.2 45.0 45.7 58.4 21.9 18.7 55.2 25.3 17.9 Incr Delay (d2), s/veh 2.1 0.5 1.7 4.1 0.7 2.3 3.0 0.1 0.1 2.1 2.8 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(50%),veh/ln3.7 2.7 3.0 4.9 3.7 3.7 1.2 6.2 1.9 3.7 17.6 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.3 46.6 48.5 58.3 45.7 48.0 61.4 22.0 18.7 57.3 28.1 18.6 LnGrp LOS E D D E D D E C B E C B
Approach Vol, veh/h 535 703 1529 2789
Approach Delay, s/veh 51.7 51.6 23.7 29.5
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.9 69.5 16.0 27.5 16.0 63.4 18.1 25.4 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 * 34 Max Q Clear Time (g_c+I1), s4.7 47.8 10.4 11.4 10.4 19.2 12.4 9.5 Green Ext Time (p_c), s 0.1 15.9 0.1 3.6 0.1 8.7 0.2 2.3 Intersection Summary
HCM 6th Ctrl Delay 32.9
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2535 of 3764 ends

The Preserve Existing plus Project Conditions
12: Sunrise Blvd & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 166 219 75 148 306 151 333 1085 82 264 851 254 Future Volume (veh/h) 166 219 75 148 306 151 333 1085 82 264 851 254 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 173 228 78 163 336 166 362 1179 89 275 886 265 Peak Hour Factor 0.96 0.96 0.96 0.91 0.91 0.91 0.92 0.92 0.92 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 230 612 268 220 865 267 419 1893 579 333 1766 540 Arrive On Green 0.07 0.19 0.19 0.07 0.19 0.19 0.13 0.41 0.41 0.11 0.38 0.38 Sat Flow, veh/h 3110 3198 1400 3110 4595 1420 3110 4595 1407 3110 4595 1404 Grp Volume(v), veh/h 173 228 78 163 336 166 362 1179 89 275 886 265 Grp Sat Flow(s),veh/h/ln1555 1599 1400 1555 1532 1420 1555 1532 1407 1555 1532 1404 Q Serve(g_s), s 5.7 6.5 5.0 5.4 6.7 11.2 11.9 21.1 4.1 9.0 15.3 14.9 Cycle Q Clear(g_c), s 5.7 6.5 5.0 5.4 6.7 11.2 11.9 21.1 4.1 9.0 15.3 14.9 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 230 612 268 220 865 267 419 1893 579 333 1766 540 V/C Ratio(X) 0.75 0.37 0.29 0.74 0.39 0.62 0.86 0.62 0.15 0.83 0.50 0.49 Avail Cap(c_a), veh/h 582 1965 860 582 1500 463 582 2841 870 582 2832 866 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 47.3 36.7 36.1 47.5 37.0 38.9 44.1 24.2 19.2 45.6 24.5 24.3 Incr Delay (d2), s/veh 1.9 0.8 1.2 1.8 1.0 7.9 7.4 0.7 0.2 2.0 0.5 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(50%),veh/ln2.2 2.5 1.7 2.1 2.5 4.3 4.8 7.2 1.3 3.5 5.3 4.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 49.1 37.4 37.3 49.3 38.0 46.7 51.6 24.9 19.5 47.6 24.9 25.7 LnGrp LOS D D D D D D D C B D C C
Approach Vol, veh/h 479 665 1630 1426
Approach Delay, s/veh 41.6 43.0 30.5 29.4
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.5 45.8 13.2 25.6 16.6 48.7 12.9 25.9 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 64.0 Max Q Clear Time (g_c+I1), s13.9 17.3 7.7 13.2 11.0 23.1 7.4 8.5 Green Ext Time (p_c), s 0.1 17.0 0.1 5.9 0.1 19.8 0.1 3.4 Intersection Summary
HCM 6th Ctrl Delay 33.4
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2536 of 3764 ends

The Preserve Existing plus Project Conditions
13: Zinfandel Dr & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 304 186 2 15 341 444 6 179 45 175 27 72 Future Volume (veh/h) 304 186 2 15 341 444 6 179 45 175 27 72 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 323 198 2 18 406 529 7 218 55 194 30 80 Peak Hour Factor 0.94 0.94 0.94 0.84 0.84 0.84 0.82 0.82 0.82 0.90 0.90 0.90 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 338 1950 20 21 672 557 9 247 62 259 451 383
Arrive On Green 0.19 0.54 0.54 0.01 0.36 0.36 0.01 0.17 0.17 0.08 0.24 0.24 Sat Flow, veh/h 1781 3604 36 1781 1870 1550 1781 1441 364 3456 1870 1585 Grp Volume(v), veh/h 323 98 102 18 406 529 7 0 273 194 30 80 Grp Sat Flow(s),veh/h/ln1781 1777 1864 1781 1870 1550 1781 0 1805 1728 1870 1585 Q Serve(g_s), s 18.4 2.7 2.7 1.0 18.3 34.1 0.4 0.0 15.2 5.7 1.3 4.1 Cycle Q Clear(g_c), s 18.4 2.7 2.7 1.0 18.3 34.1 0.4 0.0 15.2 5.7 1.3 4.1 Prop In Lane 1.00 0.02 1.00 1.00 1.00 0.20 1.00 1.00
Lane Grp Cap(c), veh/h 338 961 1008 21 672 557 9 0 310 259 451 383 V/C Ratio(X) 0.96 0.10 0.10 0.85 0.60 0.95 0.74 0.00 0.88 0.75 0.07 0.21 Avail Cap(c_a), veh/h 338 1125 1180 345 1186 983 338 0 1145 656 1181 1001 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 41.2 11.5 11.5 50.7 26.9 32.0 51.0 0.0 41.6 46.6 30.1 31.2 Incr Delay (d2), s/veh 37.0 0.0 0.0 27.5 0.3 7.0 34.2 0.0 3.3 1.6 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(50%),veh/ln11.0 0.9 1.0 0.6 7.5 12.9 0.3 0.0 6.7 2.4 0.6 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 78.2 11.5 11.5 78.2 27.3 39.0 85.2 0.0 44.8 48.2 30.1 31.3 LnGrp LOS E B B E C D F A D D C C
Approach Vol, veh/h 523 953 280 304
Approach Delay, s/veh 52.7 34.7 45.8 42.0
Approach LOS D C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.0 41.8 6.0 29.9 6.3 60.5 13.2 22.7 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s19.5 * 65 19.5 * 65 * 20 * 65 19.5 * 65 Max Q Clear Time (g_c+I1), s20.4 36.1 2.4 6.1 3.0 4.7 7.7 17.2 Green Ext Time (p_c), s 0.0 0.8 0.0 0.1 0.0 0.3 0.1 0.5 Intersection Summary
HCM 6th Ctrl Delay 41.9
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2537 of 3764 ends

The Preserve Existing plus Project Conditions
14: Sunrise Blvd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 256 113 129 84 318 217 456 1398 64 89 487 58 Future Volume (veh/h) 256 113 129 84 318 217 456 1398 64 89 487 58 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 261 115 132 95 361 247 518 1589 73 100 547 65 Peak Hour Factor 0.98 0.98 0.98 0.88 0.88 0.88 0.88 0.88 0.88 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 343 1210 376 159 653 291 598 1843 565 165 1204 374 Arrive On Green 0.10 0.24 0.24 0.05 0.18 0.18 0.17 0.36 0.36 0.05 0.24 0.24 Sat Flow, veh/h 3456 5106 1585 3456 3554 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 261 115 132 95 361 247 518 1589 73 100 547 65 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1777 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 6.0 1.4 5.7 2.2 7.5 12.3 11.9 23.6 2.6 2.3 7.5 2.7 Cycle Q Clear(g_c), s 6.0 1.4 5.7 2.2 7.5 12.3 11.9 23.6 2.6 2.3 7.5 2.7 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 343 1210 376 159 653 291 598 1843 565 165 1204 374 V/C Ratio(X) 0.76 0.10 0.35 0.60 0.55 0.85 0.87 0.86 0.13 0.60 0.45 0.17 Avail Cap(c_a), veh/h 824 2079 645 824 1443 644 824 3915 1200 824 3909 1213 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 35.9 24.3 26.0 38.3 30.3 32.3 32.9 24.2 17.5 38.2 26.7 24.9 Incr Delay (d2), s/veh 1.3 0.0 0.2 1.3 0.3 2.7 5.7 0.5 0.0 1.3 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(50%),veh/ln2.4 0.5 1.9 0.9 2.9 4.5 5.0 8.2 0.8 0.9 2.7 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.2 24.4 26.2 39.6 30.6 34.9 38.5 24.7 17.5 39.5 26.8 25.0 LnGrp LOS D C C D C C D C B D C C
Approach Vol, veh/h 508 703 2180 712
Approach Delay, s/veh 31.4 33.3 27.8 28.4
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.4 36.9 9.3 26.2 19.6 26.7 13.6 21.8 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s19.5 * 63 19.5 * 33 19.5 * 63 19.5 33.2 Max Q Clear Time (g_c+I1), s4.3 25.6 4.2 7.7 13.9 9.5 8.0 14.3 Green Ext Time (p_c), s 0.0 3.9 0.0 0.2 0.2 1.1 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 29.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2538 of 3764 ends

The Preserve Existing plus Project Conditions
15: Douglas Road & Americano Boulevard AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 63 197 89 5 5 91
Future Volume (veh/h) 63 197 89 5 5 91
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 72 226 99 6 6 118
Peak Hour Factor 0.87 0.87 0.90 0.90 0.77 0.77
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 85 1369 396 177 275 245
Arrive On Green 0.05 0.39 0.11 0.11 0.15 0.15
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 72 226 99 6 6 118
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 1.0 1.0 0.6 0.1 0.1 1.6
Cycle Q Clear(g_c), s 1.0 1.0 0.6 0.1 0.1 1.6
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 85 1369 396 177 275 245
V/C Ratio(X) 0.85 0.17 0.25 0.03 0.02 0.48
Avail Cap(c_a), veh/h 1461 9590 9605 4284 2534 2255
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 11.3 4.8 9.7 9.5 8.6 9.2
Incr Delay (d2), s/veh 8.4 0.0 0.1 0.0 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.4 0.0 0.1 0.0 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 19.7 4.8 9.8 9.5 8.6 9.8
LnGrp LOS B A A A A A
Approach Vol, veh/h 298 105 124
Approach Delay, s/veh 8.4 9.8 9.7
Approach LOS A A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s6.5 8.2 9.2 14.7
Change Period (Y+Rc), s* 5.4 * 5.5 5.5 * 5.5
Max Green Setting (Gmax), s* 20 * 65 34.0 * 65
Max Q Clear Time (g_c+I1), s3.0 2.6 3.6 3.0
Green Ext Time (p_c), s 0.0 0.2 0.1 0.4
Intersection Summary
HCM 6th Ctrl Delay 9.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2539 of 3764 ends

The Preserve Existing plus Project Conditions
16: Sunrise Blvd & Jackson Rd/SR-16 AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 73 194 6 37 366 278 4 856 46 95 502 85 Future Volume (veh/h) 73 194 6 37 366 278 4 856 46 95 502 85 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 86 228 7 41 407 309 4 941 51 116 612 104 Peak Hour Factor 0.85 0.85 0.85 0.90 0.90 0.90 0.91 0.91 0.91 0.82 0.82 0.82 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 107 491 416 53 434 368 39 820 44 141 979 925 Arrive On Green 0.06 0.26 0.26 0.03 0.23 0.23 0.02 0.47 0.47 0.08 0.52 0.52 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1758 95 1781 1870 1585 Grp Volume(v), veh/h 86 228 7 41 407 309 4 0 992 116 612 104 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 0 1853 1781 1870 1585 Q Serve(g_s), s 6.5 14.0 0.4 3.1 29.1 25.4 0.3 0.0 63.6 8.8 31.6 4.0 Cycle Q Clear(g_c), s 6.5 14.0 0.4 3.1 29.1 25.4 0.3 0.0 63.6 8.8 31.6 4.0 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 107 491 416 53 434 368 39 0 864 141 979 925 V/C Ratio(X) 0.80 0.46 0.02 0.78 0.94 0.84 0.10 0.00 1.15 0.82 0.63 0.11 Avail Cap(c_a), veh/h 268 491 416 268 455 386 268 0 864 320 979 925 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 63.3 42.3 37.3 65.7 51.4 50.0 65.4 0.0 36.4 61.9 23.0 12.7 Incr Delay (d2), s/veh 5.2 0.3 0.0 8.7 26.2 13.7 0.4 0.0 80.1 4.5 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.0 6.2 0.2 1.5 16.2 11.0 0.1 0.0 45.5 4.0 13.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 68.5 42.5 37.3 74.5 77.6 63.7 65.8 0.0 116.5 66.4 24.0 12.7 LnGrp LOS E D D E E E E A F E C B
Approach Vol, veh/h 321 757 996 832
Approach Delay, s/veh 49.4 71.8 116.3 28.5
Approach LOS D E F C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.7 38.4 7.5 77.8 8.5 42.6 15.3 70.0 Change Period (Y+Rc), s 4.5 6.8 4.5 * 6.4 4.5 6.8 4.5 6.4 Max Green Setting (Gmax), s20.5 33.2 20.5 * 64 20.5 33.2 24.5 63.6 Max Q Clear Time (g_c+I1), s8.5 31.1 2.3 33.6 5.1 16.0 10.8 65.6 Green Ext Time (p_c), s 0.0 0.5 0.0 2.2 0.0 0.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 72.2
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2540 of 3764 ends

The Preserve Existing plus Project Conditions
17: Grant Line Rd & Jackson Rd/SR-16 AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 87 259 0 36 640 34 3 324 16 23 245 76 Future Volume (veh/h) 87 259 0 36 640 34 3 324 16 23 245 76 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 94 278 0 40 711 38 3 360 18 26 275 85 Peak Hour Factor 0.93 0.93 0.93 0.90 0.90 0.90 0.90 0.90 0.90 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 112 739 0 52 635 34 3 376 19 26 279 86
Arrive On Green 0.06 0.39 0.00 0.03 0.36 0.36 0.21 0.21 0.21 0.22 0.22 0.22 Sat Flow, veh/h 1781 1870 0 1781 1759 94 15 1752 88 121 1278 395 Grp Volume(v), veh/h 94 278 0 40 0 749 381 0 0 386 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 0 1853 1854 0 0 1793 0 0 Q Serve(g_s), s 9.1 18.5 0.0 3.9 0.0 63.2 35.6 0.0 0.0 37.6 0.0 0.0 Cycle Q Clear(g_c), s 9.1 18.5 0.0 3.9 0.0 63.2 35.6 0.0 0.0 37.6 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.05 0.01 0.05 0.07 0.22
Lane Grp Cap(c), veh/h 112 739 0 52 0 669 398 0 0 391 0 0 V/C Ratio(X) 0.84 0.38 0.00 0.78 0.00 1.12 0.96 0.00 0.00 0.99 0.00 0.00 Avail Cap(c_a), veh/h 259 739 0 208 0 669 402 0 0 391 0 0 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 81.2 37.7 0.0 84.5 0.0 56.0 68.0 0.0 0.0 68.3 0.0 0.0 Incr Delay (d2), s/veh 6.1 0.1 0.0 8.9 0.0 72.8 33.3 0.0 0.0 41.9 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(50%),veh/ln4.3 8.3 0.0 1.9 0.0 41.9 20.1 0.0 0.0 21.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.2 37.8 0.0 93.4 0.0 128.8 101.2 0.0 0.0 110.2 0.0 0.0 LnGrp LOS F D A F A F F A A F A A
Approach Vol, veh/h 372 789 381 386
Approach Delay, s/veh 50.3 127.0 101.2 110.2
Approach LOS D F F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.6 70.0 45.0 9.6 76.0 44.6
Change Period (Y+Rc), s 4.5 6.8 6.8 4.5 * 6.8 7.0
Max Green Setting (Gmax), s25.5 63.2 38.2 20.5 * 64 38.0 Max Q Clear Time (g_c+I1), s11.1 65.2 39.6 5.9 20.5 37.6 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 103.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2541 of 3764 ends

The Preserve Existing plus Project Conditions
18: Grant Line Rd & Kiefer Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th AWSC Page 18
Intersection
Intersection Delay, s/veh19.1
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 0 0 13 0 170 1 451 15 61 326 0
Future Vol, veh/h 1 0 0 13 0 170 1 451 15 61 326 0
Peak Hour Factor 0.70 0.70 0.70 0.84 0.84 0.84 0.96 0.96 0.96 0.79 0.79 0.79 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 1 0 0 15 0 202 1 470 16 77 413 0
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 10.3 12 20.4 21.1

HCM LOS B B C C

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 0% 100% 7% 16%
Vol Thru, % 97% 0% 0% 84%
Vol Right, % 3% 0% 93% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 467 1 183 387
LT Vol 1 1 13 61
Through Vol 451 0 0 326
RT Vol 15 0 170 0
Lane Flow Rate 486 1 218 490
Geometry Grp 1 1 1 1
Degree of Util (X) 0.713 0.003 0.35 0.724
Departure Headway (Hd) 5.279 7.191 5.786 5.32
Convergence, Y/N Yes Yes Yes Yes
Cap 686 494 619 681
Service Time 3.322 5.285 3.845 3.362
HCM Lane V/C Ratio 0.708 0.002 0.352 0.72
HCM Control Delay 20.4 10.3 12 21.1
HCM Lane LOS C B B C
HCM 95th-tile Q 6 0 1.6 6.2
ITEM 11.1. ATTACHMENT 4

Page 2542 of 3764 ends

The Preserve Existing plus Project Conditions
19: Grant Line Rd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 19
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 196 22 94 497 349 72
Future Volume (veh/h) 196 22 94 497 349 72
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 280 31 108 571 397 82
Peak Hour Factor 0.70 0.70 0.87 0.87 0.88 0.88
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 356 317 136 904 508 431
Arrive On Green 0.20 0.20 0.08 0.48 0.27 0.27
Sat Flow, veh/h 1781 1585 1781 1870 1870 1585
Grp Volume(v), veh/h 280 31 108 571 397 82
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1870 1870 1585
Q Serve(g_s), s 5.1 0.5 2.0 7.7 6.7 1.4
Cycle Q Clear(g_c), s 5.1 0.5 2.0 7.7 6.7 1.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 356 317 136 904 508 431
V/C Ratio(X) 0.79 0.10 0.80 0.63 0.78 0.19
Avail Cap(c_a), veh/h 1846 1643 1067 3525 3509 2974
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 12.9 11.1 15.5 6.5 11.5 9.5
Incr Delay (d2), s/veh 1.5 0.0 3.9 0.3 1.0 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln1.3 0.1 0.7 0.8 1.6 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.4 11.2 19.4 6.8 12.5 9.6
LnGrp LOS B B B A B A
Approach Vol, veh/h 311 679 479
Approach Delay, s/veh 14.1 8.8 12.0
Approach LOS B A B
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s7.2 15.4 22.6 11.5
Change Period (Y+Rc), s* 4.6 * 6.1 * 6.1 4.7
Max Green Setting (Gmax), s* 20 * 64 * 64 35.3
Max Q Clear Time (g_c+I1), s4.0 8.7 9.7 7.1
Green Ext Time (p_c), s 0.0 0.6 0.8 0.1
Intersection Summary
HCM 6th Ctrl Delay 11.0
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2543 of 3764 ends

The Preserve Existing plus Project Conditions
20: Grant Line Rd & Raymer Way AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th TWSC Page 20
Intersection
Int Delay, s/veh 146.3
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 215 51 19 699 400 73
Future Vol, veh/h 215 51 19 699 400 73
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 62 62 86 86 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 347 82 22 813 435 79
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1332 475 514 0 - 0
Stage 1 475 - - - - -
Stage 2 857 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 170 590 1052 - - -
Stage 1 626 - - - - -
Stage 2 416 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 166 590 1052 - - -
Mov Cap-2 Maneuver ~ 166 - - - - -
Stage 1 613 - - - - -
Stage 2 416 - - - - -
Approach EB NB SB
HCM Control Delay, s $ 606 0.2 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 1052 - 193 - -
HCM Lane V/C Ratio 0.021 - 2.223 - -
HCM Control Delay (s) 8.5 - $ 606 - -
HCM Lane LOS A - F - -
HCM 95th %tile Q(veh) 0.1 - 34.2 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon ITEM 11.1. ATTACHMENT 4

Page 2544 of 3764 ends

The Preserve Existing plus Project Conditions
21: Grant Line Rd/White Rock Rd & White Rock Road AM Peak Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 21
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 42 41 108 870 0 429 296
Future Volume (veh/h) 42 41 108 870 0 429 296
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 53 52 123 989 452 312
Peak Hour Factor 0.79 0.79 0.88 0.88 0.95 0.95
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 201 230 155 1889 933 508
Arrive On Green 0.06 0.06 0.09 0.53 0.26 0.26
Sat Flow, veh/h 3456 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 53 52 123 989 452 312
Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1777 1777 1585
Q Serve(g_s), s 0.4 0.9 2.0 5.5 3.2 5.0
Cycle Q Clear(g_c), s 0.4 0.9 2.0 5.5 3.2 5.0
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 201 230 155 1889 933 508
V/C Ratio(X) 0.26 0.23 0.79 0.52 0.48 0.61
Avail Cap(c_a), veh/h 6233 2996 1149 6280 6245 2877
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 13.6 11.4 13.5 4.6 9.4 8.7
Incr Delay (d2), s/veh 0.3 0.2 3.5 0.1 0.1 0.4
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.1 0.0 0.6 0.0 0.6 0.9
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.9 11.6 17.0 4.7 9.6 9.1
LnGrp LOS B B B A A A
Approach Vol, veh/h 105 1112 764
Approach Delay, s/veh 12.7 6.0 9.4
Approach LOS B A A
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 8.1 14.8 7.3 23.0
Change Period (Y+Rc), s 5.5 * 6.9 5.5 * 6.9
Max Green Setting (Gmax), s 19.5 * 53 54.5 * 53
Max Q Clear Time (g_c+I1), s 4.0 7.0 2.9 7.5
Green Ext Time (p_c), s 0.0 0.9 0.1 2.0
Intersection Summary
HCM 6th Ctrl Delay 7.7
HCM 6th LOS A
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2545 of 3764 ends

The Preserve Existing plus Project Conditions
22: White Rock Rd & Prairie City Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 22
Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 486 410 0 426 109 31 263
Future Volume (veh/h) 486 410 0 426 109 31 263
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 534 451 520 133 37 313
Peak Hour Factor 0.91 0.91 0.82 0.82 0.84 0.84
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 575 2091 659 294 399 355
Arrive On Green 0.32 0.59 0.19 0.19 0.22 0.22
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 534 451 520 133 37 313
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 18.8 3.9 9.1 4.8 1.1 12.4
Cycle Q Clear(g_c), s 18.8 3.9 9.1 4.8 1.1 12.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 575 2091 659 294 399 355
V/C Ratio(X) 0.93 0.22 0.79 0.45 0.09 0.88
Avail Cap(c_a), veh/h 817 3466 3461 1544 945 841
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 21.3 6.3 25.3 23.5 20.0 24.4
Incr Delay (d2), s/veh 11.0 0.0 0.8 0.4 0.0 2.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln8.0 0.9 3.3 1.6 0.4 4.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.2 6.3 26.1 23.9 20.0 27.3
LnGrp LOS C A C C C C
Approach Vol, veh/h 985 653 350
Approach Delay, s/veh 20.4 25.6 26.5
Approach LOS C C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s26.2 18.8 45.0 20.0
Change Period (Y+Rc), s* 5.2 * 6.7 * 6.7 5.5
Max Green Setting (Gmax), s* 30 * 63 * 63 34.5
Max Q Clear Time (g_c+I1), s20.8 11.1 5.9 14.4
Green Ext Time (p_c), s 0.2 1.0 0.8 0.2
Intersection Summary
HCM 6th Ctrl Delay 23.2
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2546 of 3764 ends

The Preserve Existing plus Project Conditions
1: Mather Field Rd & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 401 0 353 0 1148 966 0 583 359 Future Volume (veh/h) 0 0 0 401 0 353 0 1148 966 0 583 359 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 448 40 420 0 1171 0 0 678 0
Peak Hour Factor 0.84 0.84 0.84 0.98 0.98 0.98 0.86 0.86 0.86 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 547 42 442 0 2143 0 2143
Arrive On Green 0.31 0.31 0.31 0.00 0.60 0.00 0.00 0.60 0.00 Sat Flow, veh/h 1781 137 1441 0 3741 0 0 3741 0
Grp Volume(v), veh/h 448 0 460 0 1171 0 0 678 0
Grp Sat Flow(s),veh/h/ln 1781 0 1579 0 1777 0 0 1777 0
Q Serve(g_s), s 25.6 0.0 31.4 0.0 21.5 0.0 0.0 10.3 0.0 Cycle Q Clear(g_c), s 25.6 0.0 31.4 0.0 21.5 0.0 0.0 10.3 0.0 Prop In Lane 1.00 0.91 0.00 0.00 0.00 0.00
Lane Grp Cap(c), veh/h 547 0 484 0 2143 0 2143
V/C Ratio(X) 0.82 0.00 0.95 0.00 0.55 0.00 0.32
Avail Cap(c_a), veh/h 568 0 504 0 2143 0 2143
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 35.3 0.0 37.3 0.0 12.9 0.0 0.0 10.7 0.0 Incr Delay (d2), s/veh 8.3 0.0 26.9 0.0 1.0 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 12.2 0.0 15.5 0.0 7.8 0.0 0.0 3.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 43.6 0.0 64.2 0.0 13.9 0.0 0.0 11.1 0.0 LnGrp LOS D A E A B A B
Approach Vol, veh/h 908 1171 A 678 A
Approach Delay, s/veh 54.0 13.9 11.1
Approach LOS D B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 71.3 71.3 38.7
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 66 65.0 35.1
Max Q Clear Time (g_c+I1), s 12.3 23.5 33.4
Green Ext Time (p_c), s 1.5 2.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 26.4
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2547 of 3764 ends

The Preserve Existing plus Project Conditions
2: Mather Field Rd & US-50 EB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 534 0 585 0 0 0 0 1571 715 0 744 231 Future Volume (veh/h) 534 0 585 0 0 0 0 1571 715 0 744 231 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 832 0 438 0 1689 0 0 800 0
Peak Hour Factor 0.87 0.87 0.87 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 0 2 2 0 2 2
Cap, veh/h 1047 0 464 0 3123 0 2174
Arrive On Green 0.29 0.00 0.29 0.00 0.61 0.00 0.00 0.61 0.00 Sat Flow, veh/h 3563 0 1580 0 5443 0 0 3647 1585
Grp Volume(v), veh/h 832 0 438 0 1689 0 0 800 0
Grp Sat Flow(s),veh/h/ln1781 0 1580 0 1702 0 0 1777 1585 Q Serve(g_s), s 23.7 0.0 29.8 0.0 21.1 0.0 0.0 12.4 0.0 Cycle Q Clear(g_c), s 23.7 0.0 29.8 0.0 21.1 0.0 0.0 12.4 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1047 0 464 0 3123 0 2174
V/C Ratio(X) 0.79 0.00 0.94 0.00 0.54 0.00 0.37
Avail Cap(c_a), veh/h 1121 0 497 0 3123 0 2174
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 35.8 0.0 38.0 0.0 12.4 0.0 0.0 10.7 0.0 Incr Delay (d2), s/veh 3.4 0.0 25.3 0.0 0.7 0.0 0.0 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 %ile BackOfQ(50%),veh/ln10.6 0.0 14.6 0.0 7.2 0.0 0.0 4.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 39.2 0.0 63.3 0.0 13.1 0.0 0.0 11.2 0.0 LnGrp LOS D A E A B A B
Approach Vol, veh/h 1270 1689 A 800 A
Approach Delay, s/veh 47.5 13.1 11.2
Approach LOS D B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 72.3 37.7 72.3
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 66 * 35 65.0
Max Q Clear Time (g_c+I1), s 14.4 31.8 23.1
Green Ext Time (p_c), s 1.8 0.5 5.0
Intersection Summary
HCM 6th Ctrl Delay 24.3
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2548 of 3764 ends

The Preserve Existing plus Project Conditions
3: Mather Field Rd & International Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 781 224 109 1047 677 96
Future Volume (veh/h) 781 224 109 1047 677 96
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 849 0 124 1190 967 137
Peak Hour Factor 0.92 0.92 0.88 0.88 0.70 0.70
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1912 159 2796 1079 495
Arrive On Green 0.37 0.00 0.09 0.55 0.31 0.31
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 849 0 124 1190 967 137
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 7.6 0.0 4.1 8.3 16.2 3.9
Cycle Q Clear(g_c), s 7.6 0.0 4.1 8.3 16.2 3.9
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1912 159 2796 1079 495
V/C Ratio(X) 0.44 0.78 0.43 0.90 0.28
Avail Cap(c_a), veh/h 5473 585 5473 2080 954
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 14.2 0.0 27.0 8.1 19.9 15.7
Incr Delay (d2), s/veh 0.3 0.0 3.1 0.2 1.1 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln2.4 0.0 1.7 2.1 5.6 1.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.6 0.0 30.2 8.3 21.0 15.8
LnGrp LOS B C A C B
Approach Vol, veh/h 849 A 1314 1104
Approach Delay, s/veh 14.6 10.4 20.4
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.2 10.5 27.7 22.4
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 65.0 * 20 65.0 36.5
Max Q Clear Time (g_c+I1), s 10.3 6.1 9.6 18.2
Green Ext Time (p_c), s 21.1 0.0 13.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 14.8
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2549 of 3764 ends

The Preserve Existing plus Project Conditions
4: Zinfandel Dr & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 394 0 310 0 1660 1740 0 783 567 Future Volume (veh/h) 0 0 0 394 0 310 0 1660 1740 0 783 567 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 464 0 365 0 1694 0 0 816 0
Peak Hour Factor 0.85 0.85 0.85 0.98 0.98 0.98 0.96 0.96 0.96 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 850 0 390 0 3384 0 2355
Arrive On Green 0.25 0.00 0.25 0.00 0.66 0.00 0.00 0.66 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 3647 1585
Grp Volume(v), veh/h 464 0 365 0 1694 0 0 816 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1777 1585 Q Serve(g_s), s 14.6 0.0 28.2 0.0 20.9 0.0 0.0 12.6 0.0 Cycle Q Clear(g_c), s 14.6 0.0 28.2 0.0 20.9 0.0 0.0 12.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 850 0 390 0 3384 0 2355
V/C Ratio(X) 0.55 0.00 0.94 0.00 0.50 0.00 0.35
Avail Cap(c_a), veh/h 1333 0 611 0 3384 0 2355
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 41.0 0.0 46.2 0.0 10.6 0.0 0.0 9.2 0.0 Incr Delay (d2), s/veh 0.2 0.0 12.2 0.0 0.5 0.0 0.0 0.4 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 6.3 0.0 12.4 0.0 7.1 0.0 0.0 4.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 41.2 0.0 58.4 0.0 11.2 0.0 0.0 9.6 0.0 LnGrp LOS D A E A B A A
Approach Vol, veh/h 829 1694 A 816 A
Approach Delay, s/veh 48.8 11.2 9.6
Approach LOS D B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 87.4 87.4 37.6
Change Period (Y+Rc), s 4.6 4.6 6.8
Max Green Setting (Gmax), s 65.4 65.4 48.2
Max Q Clear Time (g_c+I1), s 14.6 22.9 30.2
Green Ext Time (p_c), s 1.9 5.0 0.6
Intersection Summary
HCM 6th Ctrl Delay 20.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2550 of 3764 ends

The Preserve Existing plus Project Conditions
5: Zinfandel Dr & US-50 EB Ramps/Gold Center Dr PM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 702 0 130 702 736 127 1958 464 7 1065 114 Future Volume (vph) 702 0 130 702 736 127 1958 464 7 1065 114 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.6 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.95 1.00
Frpb, ped/bikes 1.00 0.99 0.98 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.89 0.85 0.85 0.97 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1610 2811 1411 2787 6187 3539 1540
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1610 2811 1411 2787 6187 3539 1540
Peak-hour factor, PHF 0.97 0.92 0.97 0.97 0.89 0.92 0.98 0.92 0.98 0.87 0.87 Adj. Flow (vph) 724 0 134 724 827 138 1998 504 7 1224 131 RTOR Reduction (vph) 0 0 27 27 16 0 0 0 0 0 0
Lane Group Flow (vph) 0 724 469 335 949 0 2509 0 0 1224 131 Confl. Peds. (#/hr) 11 11 3 3 11
Confl. Bikes (#/hr) 8 5
Turn Type Split Split NA Perm Prot NA NA Free
Protected Phases 4 4 4 2! 6! 2
Permitted Phases 4 2 Free
Actuated Green, G (s) 48.2 48.2 48.2 65.4 65.4 65.4 125.0 Effective Green, g (s) 48.2 48.2 48.2 65.4 65.4 65.4 125.0 Actuated g/C Ratio 0.39 0.39 0.39 0.52 0.52 0.52 1.00
Clearance Time (s) 6.8 6.8 6.8 4.6 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 1.0 1.0 1.0
Lane Grp Cap (vph) 620 1083 544 1458 3237 1851 1540
v/s Ratio Prot c0.45 0.17 0.34 c0.41 0.35
v/s Ratio Perm 0.24 0.09
v/c Ratio 1.17 0.43 0.62 0.65 0.77 0.66 0.09
Uniform Delay, d1 38.4 28.3 30.9 21.5 23.9 21.7 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.18 1.00
Incremental Delay, d2 92.1 0.1 1.5 2.3 1.9 1.8 0.1
Delay (s) 130.5 28.4 32.4 23.8 25.8 27.4 0.1
Level of Service F C C C C C A
Approach Delay (s) 76.0 25.8 24.7
Approach LOS E C C
Intersection Summary
HCM 2000 Control Delay 37.7 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.94
Actuated Cycle Length (s) 125.0 Sum of lost time (s) 11.4 Intersection Capacity Utilization 119.1% ICU Level of Service H Analysis Period (min) 15
! Phase conflict between lane groups.
c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2551 of 3764 ends

The Preserve Existing plus Project Conditions
6: Zinfandel Dr & White Rock Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 605 173 42 42 124 716 59 1128 19 390 1129 263 Future Volume (veh/h) 605 173 42 42 124 716 59 1128 19 390 1129 263 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 0.97 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 624 178 43 45 133 770 61 1163 20 406 1176 274 Peak Hour Factor 0.97 0.97 0.97 0.93 0.93 0.93 0.97 0.97 0.97 0.96 0.96 0.96 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 582 1608 366 81 453 1171 104 1338 23 464 1855 570 Arrive On Green 0.17 0.39 0.39 0.02 0.24 0.24 0.03 0.26 0.26 0.13 0.36 0.36 Sat Flow, veh/h 3456 4149 945 3563 1870 3077 3456 5168 89 3456 5106 1569 Grp Volume(v), veh/h 624 144 77 45 133 770 61 766 417 406 1176 274 Grp Sat Flow(s),veh/h/ln1728 1702 1690 1781 1870 1539 1728 1702 1852 1728 1702 1569 Q Serve(g_s), s 19.5 3.1 3.4 1.4 6.7 24.1 2.0 24.9 24.9 13.3 22.0 15.6 Cycle Q Clear(g_c), s 19.5 3.1 3.4 1.4 6.7 24.1 2.0 24.9 24.9 13.3 22.0 15.6 Prop In Lane 1.00 0.56 1.00 1.00 1.00 0.05 1.00 1.00
Lane Grp Cap(c), veh/h 582 1319 655 81 453 1171 104 882 480 464 1855 570 V/C Ratio(X) 1.07 0.11 0.12 0.55 0.29 0.66 0.59 0.87 0.87 0.87 0.63 0.48 Avail Cap(c_a), veh/h 582 1883 935 600 1043 2141 582 1909 1039 732 2837 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 48.1 22.7 22.7 55.9 35.8 30.0 55.4 41.0 41.0 49.1 30.5 28.4 Incr Delay (d2), s/veh 57.9 0.0 0.0 2.2 0.1 0.2 2.0 1.1 1.9 4.5 0.1 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln12.8 1.2 1.3 0.7 3.0 8.5 0.9 10.2 11.3 5.9 8.6 5.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 106.0 22.7 22.8 58.1 35.9 30.3 57.4 42.1 42.9 53.6 30.6 28.6 LnGrp LOS F C C E D C E D D D C C
Approach Vol, veh/h 845 948 1244 1856
Approach Delay, s/veh 84.2 32.4 43.1 35.4
Approach LOS F C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 47.7 25.0 34.0 21.0 35.7 8.1 50.9 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 * 65 24.5 * 65 19.5 * 64 Max Q Clear Time (g_c+I1), s4.0 24.0 21.5 26.1 15.3 26.9 3.4 5.4 Green Ext Time (p_c), s 0.0 3.1 0.0 1.0 0.2 2.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 45.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2552 of 3764 ends

The Preserve Existing plus Project Conditions
7: Zinfandel Dr & International Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 305 498 232 181 354 115 124 448 54 175 864 128 Future Volume (veh/h) 305 498 232 181 354 115 124 448 54 175 864 128 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.97 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 332 541 252 218 427 139 133 482 58 199 982 145 Peak Hour Factor 0.92 0.92 0.92 0.83 0.83 0.83 0.93 0.93 0.93 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 411 808 362 297 1040 309 466 1706 515 277 1249 184 Arrive On Green 0.12 0.24 0.24 0.09 0.20 0.20 0.13 0.33 0.33 0.08 0.28 0.28 Sat Flow, veh/h 3456 3411 1530 3456 5106 1519 3456 5106 1543 3456 4473 658 Grp Volume(v), veh/h 332 540 253 218 427 139 133 482 58 199 747 380 Grp Sat Flow(s),veh/h/ln1728 1702 1536 1728 1702 1519 1728 1702 1543 1728 1702 1727 Q Serve(g_s), s 8.0 12.2 12.8 5.2 6.2 6.8 2.9 5.9 2.2 4.8 17.2 17.3 Cycle Q Clear(g_c), s 8.0 12.2 12.8 5.2 6.2 6.8 2.9 5.9 2.2 4.8 17.2 17.3 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.38
Lane Grp Cap(c), veh/h 411 807 364 297 1040 309 466 1706 515 277 951 482 V/C Ratio(X) 0.81 0.67 0.70 0.73 0.41 0.45 0.29 0.28 0.11 0.72 0.79 0.79 Avail Cap(c_a), veh/h 791 1367 617 791 2051 610 791 3861 1167 791 2574 1306 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 36.6 29.5 29.7 38.0 29.5 29.7 33.1 20.9 19.6 38.2 28.3 28.4 Incr Delay (d2), s/veh 1.4 0.4 0.9 1.3 0.1 0.4 0.1 0.0 0.0 1.3 0.6 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(50%),veh/ln3.3 4.7 4.5 2.2 2.4 2.4 1.2 2.2 0.7 2.0 6.5 6.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.0 29.8 30.6 39.3 29.6 30.1 33.3 20.9 19.7 39.5 28.9 29.5 LnGrp LOS D C C D C C C C B D C C
Approach Vol, veh/h 1125 784 673 1326
Approach Delay, s/veh 32.4 32.4 23.2 30.6
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.0 29.4 15.6 23.2 12.3 34.0 12.8 26.0 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s19.5 * 64 19.5 34.2 19.5 * 64 19.5 34.2 Max Q Clear Time (g_c+I1), s4.9 19.3 10.0 8.8 6.8 7.9 7.2 14.8 Green Ext Time (p_c), s 0.1 2.5 0.2 1.0 0.1 1.1 0.1 1.7 Intersection Summary
HCM 6th Ctrl Delay 30.2
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2553 of 3764 ends

The Preserve Existing plus Project Conditions
8: Sunrise Blvd & Zinfandel Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 191 32 176 59 24 60 214 2777 22 52 2148 97 Future Volume (veh/h) 191 32 176 59 24 60 214 2777 22 52 2148 97 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 0.96 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 212 36 196 71 29 72 228 2954 23 60 2469 111 Peak Hour Factor 0.90 0.90 0.90 0.83 0.83 0.83 0.94 0.94 0.94 0.87 0.87 0.87 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 251 43 256 178 46 115 280 2798 22 77 2530 779 Arrive On Green 0.16 0.16 0.16 0.10 0.10 0.10 0.08 0.54 0.54 0.04 0.50 0.50 Sat Flow, veh/h 1533 260 1568 1781 462 1148 3456 5226 41 1781 5106 1572 Grp Volume(v), veh/h 248 0 196 71 0 101 228 1921 1056 60 2469 111 Grp Sat Flow(s),veh/h/ln1794 0 1568 1781 0 1611 1728 1702 1862 1781 1702 1572 Q Serve(g_s), s 17.6 0.0 15.7 4.9 0.0 7.9 8.5 70.2 70.2 4.4 61.9 5.0 Cycle Q Clear(g_c), s 17.6 0.0 15.7 4.9 0.0 7.9 8.5 70.2 70.2 4.4 61.9 5.0 Prop In Lane 0.85 1.00 1.00 0.71 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 293 0 256 178 0 161 280 1823 997 77 2530 779 V/C Ratio(X) 0.85 0.00 0.77 0.40 0.00 0.63 0.82 1.05 1.06 0.78 0.98 0.14 Avail Cap(c_a), veh/h 472 0 413 469 0 424 525 1823 997 274 2539 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 53.2 0.0 52.4 55.3 0.0 56.6 59.3 30.5 30.5 62.1 32.3 18.0 Incr Delay (d2), s/veh 4.0 0.0 1.8 0.5 0.0 1.5 2.2 37.0 45.4 6.2 12.7 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(50%),veh/ln8.3 0.0 6.3 2.2 0.0 3.3 3.7 35.6 41.3 2.1 26.6 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.3 0.0 54.2 55.8 0.0 58.1 61.5 67.5 75.8 68.3 45.0 18.0 LnGrp LOS E A D E A E E F F E D B
Approach Vol, veh/h 444 172 3205 2640
Approach Delay, s/veh 55.9 57.2 69.8 44.4
Approach LOS E E E D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.7 69.8 26.9 10.5 75.1 18.6
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 20 * 65 34.5 * 20 * 65 34.5 Max Q Clear Time (g_c+I1), s10.5 63.9 19.6 6.4 72.2 9.9 Green Ext Time (p_c), s 0.1 1.0 0.6 0.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 58.1
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2554 of 3764 ends

The Preserve Existing plus Project Conditions
9: Sunrise Blvd & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 315 0 312 0 2676 458 0 1313 1099 Future Volume (veh/h) 0 0 0 315 0 312 0 2676 458 0 1313 1099 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 354 0 351 0 2909 0 0 1382 0
Peak Hour Factor 0.89 0.89 0.89 0.92 0.92 0.92 0.95 0.95 0.95 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 506 0 408 0 4178 0 3802
Arrive On Green 0.15 0.00 0.15 0.00 0.74 0.00 0.00 0.74 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 354 0 351 0 2909 0 0 1382 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 10.7 0.0 13.5 0.0 30.2 0.0 0.0 10.4 0.0 Cycle Q Clear(g_c), s 10.7 0.0 13.5 0.0 30.2 0.0 0.0 10.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 506 0 408 0 4178 0 3802
V/C Ratio(X) 0.70 0.00 0.86 0.00 0.70 0.00 0.36
Avail Cap(c_a), veh/h 1037 0 837 0 4178 0 3802
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 44.7 0.0 45.9 0.0 7.4 0.0 0.0 4.9 0.0 Incr Delay (d2), s/veh 0.7 0.0 2.1 0.0 1.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 4.6 0.0 4.8 0.0 8.9 0.0 0.0 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 45.3 0.0 48.0 0.0 8.4 0.0 0.0 5.2 0.0 LnGrp LOS D A D A A A A
Approach Vol, veh/h 705 2909 A 1382 A
Approach Delay, s/veh 46.6 8.4 5.2
Approach LOS D A A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 86.9 86.9 23.1
Change Period (Y+Rc), s * 5 5.0 7.0
Max Green Setting (Gmax), s * 65 65.0 33.0
Max Q Clear Time (g_c+I1), s 12.4 32.2 15.5
Green Ext Time (p_c), s 3.7 13.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 12.9
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2555 of 3764 ends

The Preserve Existing plus Project Conditions
10: Sunrise Blvd & US-50 EB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1163 0 327 0 0 0 0 2007 432 0 1285 347 Future Volume (veh/h) 1163 0 327 0 0 0 0 2007 432 0 1285 347 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1292 0 363 0 2205 0 0 1325 0
Peak Hour Factor 0.90 0.90 0.90 0.91 0.91 0.91 0.97 0.97 0.97 Percent Heavy Veh, % 2 0 2 0 2 2 0 2 2
Cap, veh/h 1393 0 774 0 4631 0 3473
Arrive On Green 0.28 0.00 0.28 0.00 0.62 0.00 0.00 0.62 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1292 0 363 0 2205 0 0 1325 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 27.5 0.0 11.9 0.0 17.5 0.0 0.0 13.0 0.0 Cycle Q Clear(g_c), s 27.5 0.0 11.9 0.0 17.5 0.0 0.0 13.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1393 0 774 0 4631 0 3473
V/C Ratio(X) 0.93 0.00 0.47 0.00 0.48 0.00 0.38
Avail Cap(c_a), veh/h 1521 0 845 0 4631 0 3473
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 38.7 0.0 33.0 0.0 11.3 0.0 0.0 10.5 0.0 Incr Delay (d2), s/veh 9.3 0.0 0.2 0.0 0.4 0.0 0.0 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 %ile BackOfQ(50%),veh/ln12.3 0.0 4.0 0.0 6.4 0.0 0.0 4.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 47.9 0.0 33.2 0.0 11.7 0.0 0.0 10.8 0.0 LnGrp LOS D A C A B A B
Approach Vol, veh/h 1655 2205 A 1325 A
Approach Delay, s/veh 44.7 11.7 10.8
Approach LOS D B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 72.8 37.2 72.8
Change Period (Y+Rc), s * 4.7 6.7 4.7
Max Green Setting (Gmax), s * 66 33.3 65.3
Max Q Clear Time (g_c+I1), s 15.0 29.5 19.5
Green Ext Time (p_c), s 3.5 1.0 7.9
Intersection Summary
HCM 6th Ctrl Delay 22.0
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2556 of 3764 ends

The Preserve Existing plus Project Conditions
11: Sunrise Blvd & Folsom Blvd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 422 347 107 211 244 252 121 1656 228 241 1151 245 Future Volume (veh/h) 422 347 107 211 244 252 121 1656 228 241 1151 245 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 431 354 109 237 234 309 132 1800 248 265 1265 269 Peak Hour Factor 0.98 0.98 0.98 0.89 0.89 0.89 0.92 0.92 0.92 0.91 0.91 0.91 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 488 870 381 299 351 580 193 2435 592 324 2126 658 Arrive On Green 0.14 0.24 0.24 0.08 0.19 0.19 0.06 0.38 0.38 0.09 0.42 0.42 Sat Flow, veh/h 3456 3554 1555 3563 1870 3096 3456 6434 1564 3456 5106 1579 Grp Volume(v), veh/h 431 354 109 237 234 309 132 1800 248 265 1265 269 Grp Sat Flow(s),veh/h/ln1728 1777 1555 1781 1870 1548 1728 1609 1564 1728 1702 1579 Q Serve(g_s), s 14.0 9.6 6.5 7.5 13.3 10.3 4.3 27.6 13.4 8.6 22.0 13.7 Cycle Q Clear(g_c), s 14.0 9.6 6.5 7.5 13.3 10.3 4.3 27.6 13.4 8.6 22.0 13.7 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 488 870 381 299 351 580 193 2435 592 324 2126 658 V/C Ratio(X) 0.88 0.41 0.29 0.79 0.67 0.53 0.68 0.74 0.42 0.82 0.59 0.41 Avail Cap(c_a), veh/h 589 1058 463 607 555 919 589 3608 877 589 2872 888 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 48.2 36.3 35.1 51.5 43.2 42.0 53.1 30.7 26.3 50.9 25.9 23.5 Incr Delay (d2), s/veh 11.6 0.5 0.6 1.8 3.7 1.3 2.6 0.3 0.3 1.9 0.5 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(50%),veh/ln6.8 4.2 2.5 3.4 6.5 4.0 1.9 10.2 5.0 3.7 8.5 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 59.8 36.7 35.7 53.3 46.9 43.3 55.7 31.0 26.6 52.9 26.5 24.3 LnGrp LOS E D D D D D E C C D C C
Approach Vol, veh/h 894 780 2180 1799
Approach Delay, s/veh 47.7 47.4 32.0 30.0
Approach LOS D D C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s11.9 53.5 21.7 27.5 16.2 49.1 15.1 34.0 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 * 34 Max Q Clear Time (g_c+I1), s6.3 24.0 16.0 15.3 10.6 29.6 9.5 11.6 Green Ext Time (p_c), s 0.2 23.5 0.2 4.3 0.1 13.7 0.1 3.9 Intersection Summary
HCM 6th Ctrl Delay 36.0
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2557 of 3764 ends

The Preserve Existing plus Project Conditions
12: Sunrise Blvd & White Rock Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 308 593 226 208 359 235 303 939 197 292 1230 118 Future Volume (veh/h) 308 593 226 208 359 235 303 939 197 292 1230 118 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 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 380 732 279 267 460 301 340 1055 221 301 1268 122 Peak Hour Factor 0.81 0.81 0.81 0.78 0.78 0.78 0.89 0.89 0.89 0.97 0.97 0.97 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 372 939 416 303 1248 386 372 1659 513 336 1607 496 Arrive On Green 0.12 0.29 0.29 0.10 0.27 0.27 0.12 0.36 0.36 0.11 0.35 0.35 Sat Flow, veh/h 3110 3198 1418 3110 4595 1423 3110 4595 1419 3110 4595 1419 Grp Volume(v), veh/h 380 732 279 267 460 301 340 1055 221 301 1268 122 Grp Sat Flow(s),veh/h/ln1555 1599 1418 1555 1532 1423 1555 1532 1419 1555 1532 1419 Q Serve(g_s), s 19.5 34.2 28.2 13.8 13.2 31.9 17.6 31.1 19.2 15.6 40.4 10.0 Cycle Q Clear(g_c), s 19.5 34.2 28.2 13.8 13.2 31.9 17.6 31.1 19.2 15.6 40.4 10.0 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 372 939 416 303 1248 386 372 1659 513 336 1607 496 V/C Ratio(X) 1.02 0.78 0.67 0.88 0.37 0.78 0.91 0.64 0.43 0.89 0.79 0.25 Avail Cap(c_a), veh/h 372 1255 556 372 1248 386 372 1814 560 372 1808 558 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 71.8 52.8 50.7 72.7 48.1 54.9 71.0 43.2 39.4 71.8 47.6 37.7 Incr Delay (d2), s/veh 52.5 3.5 3.8 16.2 0.6 12.9 26.1 1.0 1.2 20.6 2.7 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(50%),veh/ln10.4 14.0 10.3 6.1 5.1 12.6 8.3 11.7 6.8 7.1 15.5 3.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 124.3 56.3 54.5 88.9 48.7 67.8 97.1 44.2 40.6 92.5 50.4 38.3 LnGrp LOS F E D F D E F D D F D D
Approach Vol, veh/h 1391 1028 1616 1691
Approach Delay, s/veh 74.5 64.8 54.8 57.0
Approach LOS E E D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s25.0 62.9 25.0 50.3 23.1 64.7 21.4 53.9 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s19.5 * 64 19.5 34.0 19.5 * 64 19.5 64.0 Max Q Clear Time (g_c+I1), s19.6 42.4 21.5 33.9 17.6 33.1 15.8 36.2 Green Ext Time (p_c), s 0.0 14.6 0.0 0.1 0.1 16.5 0.1 11.7 Intersection Summary
HCM 6th Ctrl Delay 62.0
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2558 of 3764 ends

The Preserve Existing plus Project Conditions
13: Zinfandel Dr & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 76 304 15 63 207 251 4 53 41 609 150 349 Future Volume (veh/h) 76 304 15 63 207 251 4 53 41 609 150 349 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 83 330 16 66 218 264 5 69 53 648 160 371 Peak Hour Factor 0.92 0.92 0.92 0.95 0.95 0.95 0.77 0.77 0.77 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 106 776 37 83 383 324 7 108 83 775 617 523
Arrive On Green 0.06 0.23 0.23 0.05 0.20 0.20 0.00 0.11 0.11 0.22 0.33 0.33 Sat Flow, veh/h 1781 3446 166 1781 1870 1585 1781 981 754 3456 1870 1585 Grp Volume(v), veh/h 83 170 176 66 218 264 5 0 122 648 160 371 Grp Sat Flow(s),veh/h/ln1781 1777 1836 1781 1870 1585 1781 0 1735 1728 1870 1585 Q Serve(g_s), s 2.4 4.3 4.3 1.9 5.5 8.3 0.1 0.0 3.5 9.3 3.3 10.7 Cycle Q Clear(g_c), s 2.4 4.3 4.3 1.9 5.5 8.3 0.1 0.0 3.5 9.3 3.3 10.7 Prop In Lane 1.00 0.09 1.00 1.00 1.00 0.43 1.00 1.00
Lane Grp Cap(c), veh/h 106 400 413 83 383 324 7 0 190 775 617 523 V/C Ratio(X) 0.79 0.42 0.43 0.80 0.57 0.81 0.70 0.00 0.64 0.84 0.26 0.71 Avail Cap(c_a), veh/h 665 2215 2288 679 2335 1979 665 0 2166 1290 2324 1970 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 24.2 17.3 17.3 24.7 18.7 19.8 26.0 0.0 22.3 19.3 12.8 15.3 Incr Delay (d2), s/veh 4.8 0.3 0.3 6.5 0.5 1.9 36.7 0.0 1.3 1.0 0.1 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(50%),veh/ln1.0 1.4 1.4 0.8 1.9 2.7 0.1 0.0 1.3 3.2 1.1 3.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 29.0 17.6 17.6 31.1 19.2 21.7 62.6 0.0 23.6 20.3 12.9 16.0 LnGrp LOS C B B C B C E A C C B B
Approach Vol, veh/h 429 548 127 1179
Approach Delay, s/veh 19.8 21.8 25.1 17.9
Approach LOS B C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.6 15.6 5.7 22.3 7.5 16.7 17.2 10.8 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s19.5 * 65 19.5 * 65 * 20 * 65 19.5 * 65 Max Q Clear Time (g_c+I1), s4.4 10.3 2.1 12.7 3.9 6.3 11.3 5.5 Green Ext Time (p_c), s 0.0 0.4 0.0 0.4 0.0 0.5 0.4 0.2 Intersection Summary
HCM 6th Ctrl Delay 19.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2559 of 3764 ends

The Preserve Existing plus Project Conditions
14: Sunrise Blvd & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 161 465 373 111 141 145 210 538 84 265 1633 131 Future Volume (veh/h) 161 465 373 111 141 145 210 538 84 265 1633 131 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 183 528 424 122 155 159 228 585 91 288 1775 142 Peak Hour Factor 0.88 0.88 0.88 0.91 0.91 0.91 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 239 1409 437 176 915 403 284 1864 571 344 1952 606 Arrive On Green 0.07 0.28 0.28 0.05 0.26 0.26 0.08 0.37 0.37 0.10 0.38 0.38 Sat Flow, veh/h 3456 5106 1585 3456 3554 1565 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 183 528 424 122 155 159 228 585 91 288 1775 142 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1777 1565 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 6.3 10.1 31.9 4.2 4.1 10.1 7.8 9.9 4.7 9.9 39.7 7.3 Cycle Q Clear(g_c), s 6.3 10.1 31.9 4.2 4.1 10.1 7.8 9.9 4.7 9.9 39.7 7.3 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 239 1409 437 176 915 403 284 1864 571 344 1952 606 V/C Ratio(X) 0.77 0.37 0.97 0.69 0.17 0.39 0.80 0.31 0.16 0.84 0.91 0.23 Avail Cap(c_a), veh/h 558 1409 437 558 977 430 558 2652 813 558 2648 822 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 55.2 35.3 43.2 56.4 34.8 37.0 54.4 27.5 25.8 53.4 35.3 25.3 Incr Delay (d2), s/veh 1.9 0.1 34.9 1.8 0.0 0.2 2.0 0.0 0.0 2.9 3.4 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(50%),veh/ln2.7 4.0 16.0 1.8 1.7 3.7 3.3 3.8 1.7 4.2 15.7 2.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.2 35.4 78.1 58.2 34.8 37.3 56.5 27.5 25.9 56.3 38.7 25.4 LnGrp LOS E D E E C D E C C E D C
Approach Vol, veh/h 1135 436 904 2205
Approach Delay, s/veh 54.9 42.3 34.6 40.1
Approach LOS D D C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.5 51.5 11.6 40.1 15.4 53.6 13.8 37.9 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s19.5 * 63 19.5 * 33 19.5 * 63 19.5 33.2 Max Q Clear Time (g_c+I1), s11.9 11.9 6.2 33.9 9.8 41.7 8.3 12.1 Green Ext Time (p_c), s 0.1 1.2 0.1 0.0 0.1 4.4 0.1 0.3 Intersection Summary
HCM 6th Ctrl Delay 42.8
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2560 of 3764 ends

The Preserve Existing plus Project Conditions
15: Douglas Road & Americano Boulevard PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 15
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 119 310 177 1 5 65
Future Volume (veh/h) 119 310 177 1 5 65
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 142 369 239 1 7 90
Peak Hour Factor 0.84 0.84 0.74 0.74 0.72 0.72
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 179 1617 536 239 231 206
Arrive On Green 0.10 0.46 0.15 0.15 0.13 0.13
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 142 369 239 1 7 90
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 2.1 1.7 1.6 0.0 0.1 1.4
Cycle Q Clear(g_c), s 2.1 1.7 1.6 0.0 0.1 1.4
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 179 1617 536 239 231 206
V/C Ratio(X) 0.79 0.23 0.45 0.00 0.03 0.44
Avail Cap(c_a), veh/h 1318 8650 8663 3864 2286 2034
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 11.7 4.4 10.2 9.6 10.1 10.6
Incr Delay (d2), s/veh 3.0 0.0 0.2 0.0 0.0 0.5
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.6 0.0 0.3 0.0 0.0 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.7 4.4 10.5 9.6 10.1 11.2
LnGrp LOS B A B A B B
Approach Vol, veh/h 511 240 97
Approach Delay, s/veh 7.3 10.5 11.1
Approach LOS A B B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s8.1 9.5 8.9 17.6
Change Period (Y+Rc), s* 5.4 * 5.5 5.5 * 5.5
Max Green Setting (Gmax), s* 20 * 65 34.0 * 65
Max Q Clear Time (g_c+I1), s4.1 3.6 3.4 3.7
Green Ext Time (p_c), s 0.0 0.4 0.1 0.7
Intersection Summary
HCM 6th Ctrl Delay 8.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2561 of 3764 ends

The Preserve Existing plus Project Conditions
16: Sunrise Blvd & Jackson Rd/SR-16 PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 85 419 6 41 225 120 3 337 70 277 947 75 Future Volume (veh/h) 85 419 6 41 225 120 3 337 70 277 947 75 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 89 441 6 51 281 150 3 370 77 295 1007 80 Peak Hour Factor 0.95 0.95 0.95 0.80 0.80 0.80 0.91 0.91 0.91 0.94 0.94 0.94 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 111 468 397 66 420 356 43 535 111 319 957 910 Arrive On Green 0.06 0.25 0.25 0.04 0.22 0.22 0.02 0.36 0.36 0.18 0.51 0.51 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 1502 312 1781 1870 1585 Grp Volume(v), veh/h 89 441 6 51 281 150 3 0 447 295 1007 80 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 0 1814 1781 1870 1585 Q Serve(g_s), s 6.2 28.9 0.4 3.6 17.2 10.1 0.2 0.0 26.3 20.4 64.0 2.8 Cycle Q Clear(g_c), s 6.2 28.9 0.4 3.6 17.2 10.1 0.2 0.0 26.3 20.4 64.0 2.8 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 111 468 397 66 420 356 43 0 646 319 957 910 V/C Ratio(X) 0.80 0.94 0.02 0.78 0.67 0.42 0.07 0.00 0.69 0.92 1.05 0.09 Avail Cap(c_a), veh/h 292 496 421 292 496 421 292 0 922 349 957 910 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 57.9 46.0 35.3 59.7 44.3 41.5 59.7 0.0 34.4 50.5 30.6 12.0 Incr Delay (d2), s/veh 4.9 25.3 0.0 7.1 1.7 0.3 0.3 0.0 0.5 27.4 44.0 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(50%),veh/ln2.8 16.0 0.1 1.7 7.8 3.8 0.1 0.0 11.0 11.1 37.1 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 62.8 71.3 35.3 66.8 46.0 41.8 60.0 0.0 34.9 77.9 74.5 12.0 LnGrp LOS E E D E D D E A C E F B
Approach Vol, veh/h 536 482 450 1382
Approach Delay, s/veh 69.5 46.9 35.1 71.6
Approach LOS E D D E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.3 34.9 7.5 70.4 9.1 38.1 26.9 51.0 Change Period (Y+Rc), s 4.5 6.8 4.5 * 6.4 4.5 6.8 4.5 6.4 Max Green Setting (Gmax), s20.5 33.2 20.5 * 64 20.5 33.2 24.5 63.6 Max Q Clear Time (g_c+I1), s8.2 19.2 2.2 66.0 5.6 30.9 22.4 28.3 Green Ext Time (p_c), s 0.0 0.9 0.0 0.0 0.0 0.4 0.0 1.5 Intersection Summary
HCM 6th Ctrl Delay 61.3
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2562 of 3764 ends

The Preserve Existing plus Project Conditions
17: Grant Line Rd & Jackson Rd/SR-16 PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 72 684 0 57 334 40 3 302 58 37 340 59 Future Volume (veh/h) 72 684 0 57 334 40 3 302 58 37 340 59 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 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 78 743 0 67 393 47 4 364 70 42 382 66 Peak Hour Factor 0.92 0.92 0.92 0.85 0.85 0.85 0.83 0.83 0.83 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 96 688 0 84 590 71 4 332 64 34 313 54
Arrive On Green 0.05 0.37 0.00 0.05 0.36 0.36 0.22 0.22 0.22 0.22 0.22 0.22 Sat Flow, veh/h 1781 1870 0 1781 1635 196 17 1510 290 156 1418 245 Grp Volume(v), veh/h 78 743 0 67 0 440 438 0 0 490 0 0
Grp Sat Flow(s),veh/h/ln1781 1870 0 1781 0 1830 1817 0 0 1818 0 0 Q Serve(g_s), s 7.5 63.6 0.0 6.4 0.0 35.0 38.0 0.0 0.0 38.2 0.0 0.0 Cycle Q Clear(g_c), s 7.5 63.6 0.0 6.4 0.0 35.0 38.0 0.0 0.0 38.2 0.0 0.0 Prop In Lane 1.00 0.00 1.00 0.11 0.01 0.16 0.09 0.13
Lane Grp Cap(c), veh/h 96 688 0 84 0 660 399 0 0 401 0 0 V/C Ratio(X) 0.82 1.08 0.00 0.80 0.00 0.67 1.10 0.00 0.00 1.22 0.00 0.00 Avail Cap(c_a), veh/h 263 688 0 211 0 669 399 0 0 401 0 0 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 0.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 81.0 54.7 0.0 81.7 0.0 46.5 67.5 0.0 0.0 67.4 0.0 0.0 Incr Delay (d2), s/veh 6.2 58.2 0.0 6.5 0.0 2.0 74.0 0.0 0.0 119.8 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(50%),veh/ln3.5 39.8 0.0 3.1 0.0 15.8 25.3 0.0 0.0 30.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.2 112.9 0.0 88.1 0.0 48.5 141.5 0.0 0.0 187.2 0.0 0.0 LnGrp LOS F F A F A D F A A F A A
Approach Vol, veh/h 821 507 438 490
Approach Delay, s/veh 110.5 53.8 141.5 187.2
Approach LOS F D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.8 69.2 45.0 12.6 70.4 45.0
Change Period (Y+Rc), s 4.5 6.8 6.8 4.5 * 6.8 7.0
Max Green Setting (Gmax), s25.5 63.2 38.2 20.5 * 64 38.0 Max Q Clear Time (g_c+I1), s9.5 37.0 40.2 8.4 65.6 40.0 Green Ext Time (p_c), s 0.0 1.4 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 120.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2563 of 3764 ends

The Preserve Existing plus Project Conditions
18: Grant Line Rd & Kiefer Blvd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th AWSC Page 18
Intersection
Intersection Delay, s/veh20.6
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 2 2 0 23 0 46 2 398 0 152 418 4
Future Vol, veh/h 2 2 0 23 0 46 2 398 0 152 418 4
Peak Hour Factor 0.70 0.70 0.70 0.70 0.70 0.70 0.91 0.91 0.91 0.93 0.93 0.93 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 3 3 0 33 0 66 2 437 0 163 449 4
Number of Lanes 0 1 0 0 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay 9.9 10.3 15.3 26.1

HCM LOS A B C D

Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 1% 50% 33% 26%
Vol Thru, % 99% 50% 0% 73%
Vol Right, % 0% 0% 67% 1%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 400 4 69 574
LT Vol 2 2 23 152
Through Vol 398 2 0 418
RT Vol 0 0 46 4
Lane Flow Rate 440 6 99 617
Geometry Grp 1 1 1 1
Degree of Util (X) 0.602 0.011 0.166 0.821
Departure Headway (Hd) 4.933 6.798 6.063 4.79
Convergence, Y/N Yes Yes Yes Yes
Cap 721 529 595 747
Service Time 3.029 4.805 4.063 2.878
HCM Lane V/C Ratio 0.61 0.011 0.166 0.826
HCM Control Delay 15.3 9.9 10.3 26.1
HCM Lane LOS C A B D
HCM 95th-tile Q 4.1 0 0.6 8.9
ITEM 11.1. ATTACHMENT 4

Page 2564 of 3764 ends

The Preserve Existing plus Project Conditions
19: Grant Line Rd & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 19
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 144 101 20 420 464 163
Future Volume (veh/h) 144 101 20 420 464 163
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 176 123 24 500 516 181
Peak Hour Factor 0.82 0.82 0.84 0.84 0.90 0.90
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 265 236 32 946 637 540
Arrive On Green 0.15 0.15 0.02 0.51 0.34 0.34
Sat Flow, veh/h 1781 1585 1781 1870 1870 1585
Grp Volume(v), veh/h 176 123 24 500 516 181
Grp Sat Flow(s),veh/h/ln1781 1585 1781 1870 1870 1585
Q Serve(g_s), s 2.9 2.2 0.4 5.6 7.9 2.7
Cycle Q Clear(g_c), s 2.9 2.2 0.4 5.6 7.9 2.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 265 236 32 946 637 540
V/C Ratio(X) 0.66 0.52 0.75 0.53 0.81 0.34
Avail Cap(c_a), veh/h 2010 1789 1162 3839 3821 3238
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 12.6 12.3 15.3 5.2 9.4 7.7
Incr Delay (d2), s/veh 1.1 0.7 11.9 0.2 0.9 0.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.7 0.5 0.2 0.2 1.4 0.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 13.6 12.9 27.2 5.4 10.3 7.8
LnGrp LOS B B C A B A
Approach Vol, veh/h 299 524 697
Approach Delay, s/veh 13.4 6.4 9.7
Approach LOS B A A
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s5.2 16.8 21.9 9.4
Change Period (Y+Rc), s* 4.6 * 6.1 * 6.1 4.7
Max Green Setting (Gmax), s* 20 * 64 * 64 35.3
Max Q Clear Time (g_c+I1), s2.4 9.9 7.6 4.9
Green Ext Time (p_c), s 0.0 0.8 0.7 0.1
Intersection Summary
HCM 6th Ctrl Delay 9.3
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2565 of 3764 ends

The Preserve Existing plus Project Conditions
20: Grant Line Rd & Raymer Way PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th TWSC Page 20
Intersection
Int Delay, s/veh 84.1
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 126 34 58 542 670 215
Future Vol, veh/h 126 34 58 542 670 215
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Stop Stop Free Free Free Free
RT Channelized - None - None - None
Storage Length 0 - 120 - - -
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 56 56 98 98 92 92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 225 61 59 553 728 234
Major/Minor Minor2 Major1 Major2
Conflicting Flow All 1516 845 962 0 - 0
Stage 1 845 - - - - -
Stage 2 671 - - - - -
Critical Hdwy 6.42 6.22 4.12 - - -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 2.218 - - -
Pot Cap-1 Maneuver ~ 131 363 715 - - -
Stage 1 421 - - - - -
Stage 2 508 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver ~ 120 363 715 - - -
Mov Cap-2 Maneuver ~ 120 - - - - -
Stage 1 386 - - - - -
Stage 2 508 - - - - -
Approach EB NB SB
HCM Control Delay, s $ 545 1 0

HCM LOS F
Minor Lane/Major Mvmt NBL NBT EBLn1 SBT SBR
Capacity (veh/h) 715 - 140 - -
HCM Lane V/C Ratio 0.083 - 2.041 - -
HCM Control Delay (s) 10.5 - $ 545 - -
HCM Lane LOS B - F - -
HCM 95th %tile Q(veh) 0.3 - 22.9 - -
Notes
~: Volume exceeds capacity $: Delay exceeds 300s +: Computation Not Defined *: All major volume in platoon ITEM 11.1. ATTACHMENT 4

Page 2566 of 3764 ends

The Preserve Existing plus Project Conditions
21: Grant Line Rd/White Rock Rd & White Rock Road PM Peak Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 21
Movement EBL EBR NBL NBT SBU SBT SBR
Lane Configurations
Traffic Volume (veh/h) 601 107 60 622 0 770 51
Future Volume (veh/h) 601 107 60 622 0 770 51
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 724 129 65 669 819 54
Peak Hour Factor 0.83 0.83 0.93 0.93 0.94 0.94
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 886 478 80 1645 1043 872
Arrive On Green 0.26 0.26 0.04 0.46 0.29 0.29
Sat Flow, veh/h 3456 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 724 129 65 669 819 54
Grp Sat Flow(s),veh/h/ln 1728 1585 1781 1777 1777 1585
Q Serve(g_s), s 8.7 2.7 1.6 5.5 9.3 0.7
Cycle Q Clear(g_c), s 8.7 2.7 1.6 5.5 9.3 0.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 886 478 80 1645 1043 872
V/C Ratio(X) 0.82 0.27 0.81 0.41 0.79 0.06
Avail Cap(c_a), veh/h 4263 2027 786 4296 4271 2312
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 15.5 11.7 20.9 7.8 14.3 4.6
Incr Delay (d2), s/veh 0.7 0.1 7.2 0.1 0.5 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 2.9 2.7 0.7 1.1 2.6 0.3
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.2 11.8 28.1 7.9 14.8 4.6
LnGrp LOS B B C A B A
Approach Vol, veh/h 853 734 873
Approach Delay, s/veh 15.5 9.7 14.2
Approach LOS B A B
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s 7.5 19.9 16.8 27.4
Change Period (Y+Rc), s 5.5 * 6.9 5.5 * 6.9
Max Green Setting (Gmax), s 19.5 * 53 54.5 * 53
Max Q Clear Time (g_c+I1), s 3.6 11.3 10.7 7.5
Green Ext Time (p_c), s 0.0 1.6 0.6 1.3
Intersection Summary
HCM 6th Ctrl Delay 13.3
HCM 6th LOS B
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2567 of 3764 ends

The Preserve Existing plus Project Conditions
22: White Rock Rd & Prairie City Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 22
Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 422 812 0 379 96 104 433
Future Volume (veh/h) 422 812 0 379 96 104 433
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 491 944 403 102 114 476
Peak Hour Factor 0.86 0.86 0.94 0.94 0.91 0.91
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 528 1824 520 232 573 510
Arrive On Green 0.30 0.51 0.15 0.15 0.32 0.32
Sat Flow, veh/h 1781 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 491 944 403 102 114 476
Grp Sat Flow(s),veh/h/ln1781 1777 1777 1585 1781 1585
Q Serve(g_s), s 19.8 13.0 8.1 4.3 3.4 21.5
Cycle Q Clear(g_c), s 19.8 13.0 8.1 4.3 3.4 21.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 528 1824 520 232 573 510
V/C Ratio(X) 0.93 0.52 0.77 0.44 0.20 0.93
Avail Cap(c_a), veh/h 718 3048 3043 1357 831 740
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 25.2 11.9 30.4 28.8 18.2 24.3
Incr Delay (d2), s/veh 13.2 0.1 0.9 0.5 0.1 12.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln9.0 3.9 3.1 1.5 1.2 8.5
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 12.0 31.3 29.3 18.2 36.4
LnGrp LOS D B C C B D
Approach Vol, veh/h 1435 505 590
Approach Delay, s/veh 21.1 30.9 32.9
Approach LOS C C C
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s27.1 17.5 44.6 29.3
Change Period (Y+Rc), s* 5.2 * 6.7 * 6.7 5.5
Max Green Setting (Gmax), s* 30 * 63 * 63 34.5
Max Q Clear Time (g_c+I1), s21.8 10.1 15.0 23.5
Green Ext Time (p_c), s 0.1 0.7 1.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 25.8
HCM 6th LOS C
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2568 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California

Appendix D

Analysis Worksheets for
Cumulative (2035) Conditions
ITEM 11.1. ATTACHMENT 4

Page 2569 of 3764 ends

The Preserve Cumulative Conditions
1: Mather Field Rd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1120 0 300 0 1230 1080 0 1460 650 Future Volume (veh/h) 0 0 0 1120 0 300 0 1230 1080 0 1460 650 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 772 624 326 0 1337 0 0 1587 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 0 2 2
Cap, veh/h 979 634 331 0 1531 0 1531
Arrive On Green 0.55 0.55 0.55 0.00 0.30 0.00 0.00 0.30 0.00 Sat Flow, veh/h 1781 1154 603 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 772 0 950 0 1337 0 0 1587 0
Grp Sat Flow(s),veh/h/ln 1781 0 1757 0 1702 1585 0 1702 1585 Q Serve(g_s), s 22.6 0.0 34.9 0.0 16.3 0.0 0.0 19.7 0.0 Cycle Q Clear(g_c), s 22.6 0.0 34.9 0.0 16.3 0.0 0.0 19.7 0.0 Prop In Lane 1.00 0.34 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 979 0 965 0 1531 0 1531
V/C Ratio(X) 0.79 0.00 0.98 0.00 0.87 0.00 1.04
Avail Cap(c_a), veh/h 979 0 965 0 1531 0 1531
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.8 0.0 14.5 0.0 21.8 0.0 0.0 23.0 0.0 Incr Delay (d2), s/veh 4.0 0.0 25.0 0.0 5.7 0.0 0.0 33.0 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(50%),veh/ln 8.3 0.0 17.7 0.0 6.4 0.0 0.0 11.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 0.0 39.5 0.0 27.5 0.0 0.0 56.0 0.0 LnGrp LOS B A D A C A F
Approach Vol, veh/h 1722 1337 A 1587 A
Approach Delay, s/veh 28.9 27.5 56.0
Approach LOS C C E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 24.7 24.7 41.0
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 20 19.0 36.1
Max Q Clear Time (g_c+I1), s 21.7 18.3 36.9
Green Ext Time (p_c), s 0.0 0.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2570 of 3764 ends

The Preserve Cumulative Conditions
2: Mather Field Rd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 0 1170 0 0 0 0 1670 420 0 2010 480 Future Volume (veh/h) 310 0 1170 0 0 0 0 1670 420 0 2010 480 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 225 0 1392 0 1815 0 0 2185 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 0 2 2
Cap, veh/h 784 0 1394 0 2322 0 2322
Arrive On Green 0.44 0.00 0.44 0.00 0.45 0.00 0.00 0.45 0.00 Sat Flow, veh/h 1781 0 3166 0 5443 0 0 5274 1585
Grp Volume(v), veh/h 225 0 1392 0 1815 0 0 2185 0
Grp Sat Flow(s),veh/h/ln1781 0 1583 0 1702 0 0 1702 1585 Q Serve(g_s), s 8.0 0.0 43.5 0.0 29.8 0.0 0.0 40.4 0.0
Cycle Q Clear(g_c), s 8.0 0.0 43.5 0.0 29.8 0.0 0.0 40.4 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 784 0 1394 0 2322 0 2322
V/C Ratio(X) 0.29 0.00 1.00 0.00 0.78 0.00 0.94
Avail Cap(c_a), veh/h 784 0 1394 0 2372 0 2398
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 17.8 0.0 27.7 0.0 22.8 0.0 0.0 25.7 0.0 Incr Delay (d2), s/veh 0.1 0.0 23.7 0.0 1.6 0.0 0.0 8.0 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(50%),veh/ln3.2 0.0 20.1 0.0 11.1 0.0 0.0 16.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.8 0.0 51.4 0.0 24.4 0.0 0.0 33.7 0.0 LnGrp LOS B A D A C A C
Approach Vol, veh/h 1617 1815 A 2185 A
Approach Delay, s/veh 46.8 24.4 33.7
Approach LOS D C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.0 49.0 50.0
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 47 * 44 46.0
Max Q Clear Time (g_c+I1), s 42.4 45.5 31.8
Green Ext Time (p_c), s 2.6 0.0 4.6
Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2571 of 3764 ends

The Preserve Cumulative Conditions
3: Mather Field Rd & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2110 1220 420 1910 450 70
Future Volume (veh/h) 2110 1220 420 1910 450 70
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 2293 0 457 2076 489 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2809 353 4005 537 246
Arrive On Green 0.55 0.00 0.20 0.78 0.16 0.16
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 2293 0 457 2076 489 76
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 51.7 0.0 27.9 20.8 19.6 6.0
Cycle Q Clear(g_c), s 51.7 0.0 27.9 20.8 19.6 6.0
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2809 353 4005 537 246
V/C Ratio(X) 0.82 1.30 0.52 0.91 0.31
Avail Cap(c_a), veh/h 2879 353 4075 711 326
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 25.9 0.0 56.5 5.5 58.6 52.8
Incr Delay (d2), s/veh 2.1 0.0 152.8 0.2 11.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln20.1 0.0 27.2 5.8 9.3 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 0.0 209.4 5.7 69.9 53.1
LnGrp LOS C F A E D
Approach Vol, veh/h 2293 A 2533 565
Approach Delay, s/veh 28.0 42.5 67.6
Approach LOS C D E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 115.6 33.0 82.6 25.4
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 112.5 * 28 79.5 29.0
Max Q Clear Time (g_c+I1), s 22.8 29.9 53.7 21.6
Green Ext Time (p_c), s 62.7 0.0 23.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 39.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2572 of 3764 ends

The Preserve Cumulative Conditions
4: Zinfandel Dr & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1570 0 370 0 1300 840 0 950 360 Future Volume (veh/h) 0 0 0 1570 0 370 0 1300 840 0 950 360 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1707 0 402 0 1413 0 0 1033 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 0 2 0 2 2 0 2 2
Cap, veh/h 1732 0 795 0 1667 0 1667
Arrive On Green 0.50 0.00 0.50 0.00 0.33 0.00 0.00 0.33 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 5274 1585
Grp Volume(v), veh/h 1707 0 402 0 1413 0 0 1033 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1702 1585 Q Serve(g_s), s 25.7 0.0 9.0 0.0 13.6 0.0 0.0 9.0 0.0
Cycle Q Clear(g_c), s 25.7 0.0 9.0 0.0 13.6 0.0 0.0 9.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1732 0 795 0 1667 0 1667
V/C Ratio(X) 0.99 0.00 0.51 0.00 0.85 0.00 0.62
Avail Cap(c_a), veh/h 1732 0 795 0 1874 0 1874
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 13.0 0.0 8.8 0.0 16.6 0.0 0.0 15.0 0.0 Incr Delay (d2), s/veh 18.2 0.0 0.5 0.0 3.1 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 11.9 0.0 2.5 0.0 4.6 0.0 0.0 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.1 0.0 9.3 0.0 19.7 0.0 0.0 15.3 0.0 LnGrp LOS C A A A B A B
Approach Vol, veh/h 2109 1413 A 1033 A
Approach Delay, s/veh 27.0 19.7 15.3
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 21.9 21.9 31.0
Change Period (Y+Rc), s 4.6 4.6 4.5
Max Green Setting (Gmax), s 19.4 19.4 26.5
Max Q Clear Time (g_c+I1), s 15.6 11.0 27.7
Green Ext Time (p_c), s 1.6 1.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2573 of 3764 ends

The Preserve Cumulative Conditions
5: Zinfandel Dr & US-50 EB Ramps & Gold Center Dr AM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 500 10 950 1270 100 30 1510 530 80 1770 230 Future Volume (vph) 500 10 950 1270 100 30 1510 530 80 1770 230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.5 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.91 1.00
Frpb, ped/bikes 1.00 0.99 0.98 1.00 0.99 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 0.85 0.85 0.96 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1610 3006 1418 2787 6100 5085 1545
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1610 3006 1418 2787 6100 5085 1545
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 543 11 1033 1380 109 33 1641 576 87 1924 250 RTOR Reduction (vph) 0 0 1 30 72 0 5 0 0 0 0
Lane Group Flow (vph) 0 553 1654 729 70 0 2299 0 0 1924 250 Confl. Peds. (#/hr) 6 6 3 3 6
Confl. Bikes (#/hr) 2 3
Turn Type Split Split NA Perm Prot NA NA Free
Protected Phases 4 4 4 5 6 2
Permitted Phases 4 Free
Actuated Green, G (s) 55.2 55.2 55.2 6.3 42.4 53.2 119.8 Effective Green, g (s) 55.2 55.2 55.2 6.3 42.4 53.2 119.8 Actuated g/C Ratio 0.46 0.46 0.46 0.05 0.35 0.44 1.00
Clearance Time (s) 6.8 6.8 6.8 4.5 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 3.0 1.0 1.0
Lane Grp Cap (vph) 741 1385 653 146 2158 2258 1545
v/s Ratio Prot 0.34 c0.55 0.03 c0.38 c0.38
v/s Ratio Perm 0.51 0.16
v/c Ratio 0.75 1.19 1.12 0.48 1.16dr 0.85 0.16
Uniform Delay, d1 26.5 32.3 32.3 55.2 38.7 29.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.6 94.7 71.9 2.5 39.6 3.2 0.2
Delay (s) 30.1 127.0 104.2 57.6 78.3 33.0 0.2
Level of Service C F F E E C A
Approach Delay (s) 103.1 78.3 29.2
Approach LOS F E C
Intersection Summary
HCM 2000 Control Delay 73.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.14
Actuated Cycle Length (s) 119.8 Sum of lost time (s) 15.9 Intersection Capacity Utilization 96.8% ICU Level of Service F Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2574 of 3764 ends

The Preserve Cumulative Conditions
6: Zinfandel Dr & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 170 30 50 250 430 40 1420 80 910 1950 740 Future Volume (veh/h) 230 170 30 50 250 430 40 1420 80 910 1950 740 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 250 185 33 54 272 467 43 1543 87 989 2120 804 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 142 863 147 93 341 1382 76 1692 95 895 2958 903 Arrive On Green 0.04 0.20 0.20 0.03 0.18 0.18 0.02 0.34 0.34 0.26 0.58 0.58 Sat Flow, veh/h 3456 4373 743 3563 1870 3077 3456 4943 279 3456 5106 1558 Grp Volume(v), veh/h 250 142 76 54 272 467 43 1063 567 989 2120 804 Grp Sat Flow(s),veh/h/ln1728 1702 1711 1781 1870 1539 1728 1702 1817 1728 1702 1558 Q Serve(g_s), s 5.3 4.5 4.8 1.9 18.0 12.9 1.6 38.6 38.6 33.5 38.6 58.0 Cycle Q Clear(g_c), s 5.3 4.5 4.8 1.9 18.0 12.9 1.6 38.6 38.6 33.5 38.6 58.0 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 142 672 338 93 341 1382 76 1165 622 895 2958 903 V/C Ratio(X) 1.77 0.21 0.23 0.58 0.80 0.34 0.57 0.91 0.91 1.11 0.72 0.89 Avail Cap(c_a), veh/h 142 737 370 204 442 1548 131 1420 758 895 3235 987 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 62.1 43.5 43.6 62.3 50.6 23.8 62.7 40.7 40.7 48.0 19.6 23.7 Incr Delay (d2), s/veh 372.1 0.1 0.1 2.1 5.7 0.1 2.5 7.2 12.3 63.3 0.6 9.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 1.9 2.0 0.9 8.8 4.6 0.7 16.9 18.9 21.8 14.1 21.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 434.1 43.6 43.8 64.4 56.3 23.9 65.2 47.9 53.0 111.3 20.1 32.7 LnGrp LOS F D D E E C E D D F C C
Approach Vol, veh/h 468 793 1673 3913
Approach Delay, s/veh 252.2 37.8 50.1 45.8
Approach LOS F D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.3 80.7 10.8 29.6 39.0 50.0 8.9 31.5 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s4.9 * 82 5.3 * 31 33.5 * 54 7.4 * 28 Max Q Clear Time (g_c+I1), s3.6 60.0 7.3 20.0 35.5 40.6 3.9 6.8 Green Ext Time (p_c), s 0.0 7.4 0.0 0.8 0.0 3.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 60.0
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2575 of 3764 ends

The Preserve Cumulative Conditions
7: Zinfandel Dr & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 960 540 790 1430 130 1270 1500 480 180 1040 620 Future Volume (veh/h) 260 960 540 790 1430 130 1270 1500 480 180 1040 620 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 283 1043 587 859 1554 141 1380 1630 522 196 1130 674 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 179 779 357 393 1486 454 798 2211 685 241 925 425 Arrive On Green 0.05 0.23 0.23 0.11 0.29 0.29 0.23 0.43 0.43 0.07 0.27 0.27 Sat Flow, veh/h 3456 3404 1560 3456 5106 1560 3456 5106 1582 3456 3404 1563 Grp Volume(v), veh/h 283 1043 587 859 1554 141 1380 1630 522 196 1130 674 Grp Sat Flow(s),veh/h/ln1728 1702 1560 1728 1702 1560 1728 1702 1582 1728 1702 1563 Q Serve(g_s), s 7.5 33.2 33.2 16.5 42.2 10.2 33.5 38.6 40.5 8.1 39.4 39.4 Cycle Q Clear(g_c), s 7.5 33.2 33.2 16.5 42.2 10.2 33.5 38.6 40.5 8.1 39.4 39.4 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 179 779 357 393 1486 454 798 2211 685 241 925 425 V/C Ratio(X) 1.58 1.34 1.64 2.18 1.05 0.31 1.73 0.74 0.76 0.81 1.22 1.59 Avail Cap(c_a), veh/h 179 779 357 393 1486 454 798 2211 685 265 925 425 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 68.8 55.9 55.9 64.3 51.4 40.1 55.8 34.2 34.8 66.5 52.8 52.8 Incr Delay (d2), s/veh 287.4 160.8 301.7 541.3 36.3 0.1 333.1 1.2 4.5 14.4 109.5 275.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.4 31.3 42.7 36.7 22.4 3.9 51.2 15.6 15.9 4.0 30.4 47.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 356.2 216.7 357.6 605.6 87.7 40.2 388.8 35.4 39.3 81.0 162.3 327.9 LnGrp LOS F F F F F D F D D F F F
Approach Vol, veh/h 1913 2554 3532 2000
Approach Delay, s/veh 280.6 259.2 174.1 210.2
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s39.0 45.0 13.0 48.0 15.6 68.4 22.0 39.0 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s33.5 * 39 7.5 42.2 11.1 * 62 16.5 33.2 Max Q Clear Time (g_c+I1), s35.5 41.4 9.5 44.2 10.1 42.5 18.5 35.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 223.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2576 of 3764 ends

The Preserve Cumulative Conditions
8: Sunrise Blvd & Zinfandel Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 10 320 40 20 30 350 2780 10 150 3800 80 Future Volume (veh/h) 110 10 320 40 20 30 350 2780 10 150 3800 80 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 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 120 174 240 43 22 33 380 3022 11 163 4130 87 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 140 203 295 94 35 53 256 2618 10 120 2498 756 Arrive On Green 0.19 0.19 0.19 0.05 0.05 0.05 0.07 0.50 0.50 0.07 0.49 0.49 Sat Flow, veh/h 748 1085 1575 1781 673 1009 3456 5252 19 1781 5106 1545 Grp Volume(v), veh/h 294 0 240 43 0 55 380 1957 1076 163 4130 87 Grp Sat Flow(s),veh/h/ln1833 0 1575 1781 0 1682 1728 1702 1867 1781 1702 1545 Q Serve(g_s), s 16.6 0.0 15.6 2.5 0.0 3.4 7.9 53.2 53.2 7.2 52.2 3.3 Cycle Q Clear(g_c), s 16.6 0.0 15.6 2.5 0.0 3.4 7.9 53.2 53.2 7.2 52.2 3.3 Prop In Lane 0.41 1.00 1.00 0.60 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 343 0 295 94 0 89 256 1697 931 120 2498 756 V/C Ratio(X) 0.86 0.00 0.81 0.46 0.00 0.62 1.49 1.15 1.16 1.36 1.65 0.12 Avail Cap(c_a), veh/h 550 0 472 534 0 504 256 1697 931 120 2498 756 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.0 0.0 41.6 49.1 0.0 49.5 49.4 26.8 26.8 49.8 27.3 14.8 Incr Delay (d2), s/veh 4.2 0.0 2.5 1.3 0.0 2.6 238.2 76.3 82.3 204.9 295.9 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(50%),veh/ln7.8 0.0 6.2 1.1 0.0 1.5 11.8 37.1 42.3 9.9 87.3 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 0.0 44.0 50.4 0.0 52.1 287.6 103.0 109.0 254.7 323.2 14.8 LnGrp LOS D A D D A D F F F F F B
Approach Vol, veh/h 534 98 3413 4380
Approach Delay, s/veh 45.2 51.3 125.5 314.5
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.0 57.1 25.5 12.0 58.1 11.1
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 7.9 * 52 32.0 * 7.2 * 53 32.0 Max Q Clear Time (g_c+I1), s9.9 54.2 18.6 9.2 55.2 5.4
Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 217.8
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2577 of 3764 ends

The Preserve Cumulative Conditions
9: Sunrise Blvd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 500 0 450 0 2490 350 0 2520 1720 Future Volume (veh/h) 0 0 0 500 0 450 0 2490 350 0 2520 1720 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 543 0 489 0 2707 0 0 2739 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 0 2 0 2 2 0 2 2
Cap, veh/h 774 0 625 0 3549 0 3229
Arrive On Green 0.22 0.00 0.22 0.00 0.63 0.00 0.00 0.63 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 543 0 489 0 2707 0 0 2739 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 9.6 0.0 10.9 0.0 22.7 0.0 0.0 28.1 0.0
Cycle Q Clear(g_c), s 9.6 0.0 10.9 0.0 22.7 0.0 0.0 28.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 774 0 625 0 3549 0 3229
V/C Ratio(X) 0.70 0.00 0.78 0.00 0.76 0.00 0.85
Avail Cap(c_a), veh/h 914 0 738 0 5368 0 4862
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 23.6 0.0 24.2 0.0 8.6 0.0 0.0 9.6 0.0 Incr Delay (d2), s/veh 2.0 0.0 4.7 0.0 0.1 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 3.9 0.0 3.8 0.0 5.6 0.0 0.0 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.6 0.0 28.8 0.0 8.8 0.0 0.0 10.2 0.0 LnGrp LOS C A C A A A B
Approach Vol, veh/h 1032 2707 A 2739 A
Approach Delay, s/veh 27.1 8.8 10.2
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 46.8 46.8 19.3
Change Period (Y+Rc), s * 5 5.0 4.5
Max Green Setting (Gmax), s * 63 63.0 17.5
Max Q Clear Time (g_c+I1), s 24.7 30.1 12.9
Green Ext Time (p_c), s 11.9 11.7 1.9
Intersection Summary
HCM 6th Ctrl Delay 12.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2578 of 3764 ends

The Preserve Cumulative Conditions
10: Sunrise Blvd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1200 0 600 0 0 0 0 2270 560 0 2140 450 Future Volume (veh/h) 1200 0 600 0 0 0 0 2270 560 0 2140 450 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1304 0 652 0 2467 0 0 2326 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 0 2 0 2 2 0 2 2
Cap, veh/h 1688 0 937 0 3619 0 2715
Arrive On Green 0.34 0.00 0.34 0.00 0.48 0.00 0.00 0.48 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1304 0 652 0 2467 0 0 2326 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 11.9 0.0 10.3 0.0 13.0 0.0 0.0 18.7 0.0 Cycle Q Clear(g_c), s 11.9 0.0 10.3 0.0 13.0 0.0 0.0 18.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1688 0 937 0 3619 0 2715
V/C Ratio(X) 0.77 0.00 0.70 0.00 0.68 0.00 0.86
Avail Cap(c_a), veh/h 1820 0 1011 0 4059 0 3000
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 15.2 0.0 14.7 0.0 10.2 0.0 0.0 11.6 0.0 Incr Delay (d2), s/veh 2.0 0.0 1.9 0.0 0.3 0.0 0.0 2.2 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 %ile BackOfQ(50%),veh/ln4.1 0.0 3.0 0.0 3.5 0.0 0.0 5.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 0.0 16.6 0.0 10.4 0.0 0.0 13.9 0.0 LnGrp LOS B A B A B A B
Approach Vol, veh/h 1956 2467 A 2326 A
Approach Delay, s/veh 17.0 10.4 13.9
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.4 21.7 29.4
Change Period (Y+Rc), s * 4.7 4.5 4.7
Max Green Setting (Gmax), s * 28 18.5 27.3
Max Q Clear Time (g_c+I1), s 15.0 13.9 20.7
Green Ext Time (p_c), s 6.6 3.3 4.0
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2579 of 3764 ends

The Preserve Cumulative Conditions
11: Sunrise Blvd & Folsom Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 310 130 370 330 140 100 1710 110 230 2170 320 Future Volume (veh/h) 250 310 130 370 330 140 100 1710 110 230 2170 320 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 272 337 141 402 359 152 109 1859 120 250 2359 348 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 328 688 301 327 712 291 115 2807 690 305 2507 771 Arrive On Green 0.10 0.19 0.19 0.09 0.19 0.19 0.03 0.44 0.44 0.09 0.49 0.49 Sat Flow, veh/h 3456 3554 1553 3563 3741 1528 3456 6434 1581 3456 5106 1571 Grp Volume(v), veh/h 272 337 141 402 359 152 109 1859 120 250 2359 348 Grp Sat Flow(s),veh/h/ln1728 1777 1553 1781 1870 1528 1728 1609 1581 1728 1702 1571 Q Serve(g_s), s 9.3 10.1 9.6 11.0 10.3 10.7 3.8 27.4 5.5 8.5 52.4 17.4 Cycle Q Clear(g_c), s 9.3 10.1 9.6 11.0 10.3 10.7 3.8 27.4 5.5 8.5 52.4 17.4 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 328 688 301 327 712 291 115 2807 690 305 2507 771 V/C Ratio(X) 0.83 0.49 0.47 1.23 0.50 0.52 0.94 0.66 0.17 0.82 0.94 0.45 Avail Cap(c_a), veh/h 505 1145 500 327 999 408 115 2807 690 363 2510 772 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 53.3 43.1 42.9 54.4 43.5 43.6 57.8 26.8 20.6 53.7 28.8 19.9 Incr Delay (d2), s/veh 3.8 0.8 1.7 127.1 0.9 2.5 66.1 0.5 0.1 10.2 8.2 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(50%),veh/ln4.2 4.5 3.9 10.7 4.9 4.3 2.7 10.0 2.1 4.0 21.4 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 43.9 44.5 181.5 44.4 46.1 123.9 27.3 20.7 63.9 37.0 20.8 LnGrp LOS E D D F D D F C C E D C
Approach Vol, veh/h 750 913 2088 2957
Approach Delay, s/veh 48.8 105.1 32.0 37.4
Approach LOS D F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.5 64.6 16.9 28.8 16.1 58.1 16.5 29.2 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s4.0 * 59 17.5 32.0 12.6 * 50 11.0 * 39 Max Q Clear Time (g_c+I1), s5.8 54.4 11.3 12.7 10.5 29.4 13.0 12.1 Green Ext Time (p_c), s 0.0 4.5 0.1 4.5 0.0 10.9 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2580 of 3764 ends

The Preserve Cumulative Conditions
12: Sunrise Blvd & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 490 80 600 940 250 530 1380 100 260 970 260 Future Volume (veh/h) 170 490 80 600 940 250 530 1380 100 260 970 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 185 533 87 652 1022 272 576 1500 109 283 1054 283 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 227 619 271 664 1536 475 582 1553 475 296 1132 345 Arrive On Green 0.07 0.19 0.19 0.21 0.33 0.33 0.19 0.34 0.34 0.10 0.25 0.25 Sat Flow, veh/h 3110 3198 1400 3110 4595 1423 3110 4595 1406 3110 4595 1401 Grp Volume(v), veh/h 185 533 87 652 1022 272 576 1500 109 283 1054 283 Grp Sat Flow(s),veh/h/ln1555 1599 1400 1555 1532 1423 1555 1532 1406 1555 1532 1401 Q Serve(g_s), s 8.4 23.0 7.6 29.8 27.2 22.5 26.4 45.8 7.9 12.9 32.0 27.2 Cycle Q Clear(g_c), s 8.4 23.0 7.6 29.8 27.2 22.5 26.4 45.8 7.9 12.9 32.0 27.2 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 227 619 271 664 1536 475 582 1553 475 296 1132 345 V/C Ratio(X) 0.82 0.86 0.32 0.98 0.67 0.57 0.99 0.97 0.23 0.96 0.93 0.82 Avail Cap(c_a), veh/h 316 672 294 664 1536 475 582 1554 476 296 1132 345 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 65.2 55.7 49.5 55.9 40.7 39.1 57.9 46.5 33.9 64.3 52.6 50.8 Incr Delay (d2), s/veh 7.7 11.7 1.4 30.1 1.9 3.9 34.8 15.6 0.5 40.0 13.8 15.9 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 10.1 2.7 14.2 10.3 8.2 13.0 19.1 2.7 6.7 13.4 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 72.9 67.4 50.9 86.0 42.6 43.0 92.7 62.1 34.4 104.3 66.4 66.7 LnGrp LOS E E D F D D F E C F E E
Approach Vol, veh/h 805 1946 2185 1620
Approach Delay, s/veh 66.9 57.2 68.7 73.1
Approach LOS E E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s32.2 41.0 15.9 53.7 19.1 54.1 36.0 33.6 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s26.7 * 35 14.5 46.0 13.6 * 48 30.5 30.0 Max Q Clear Time (g_c+I1), s28.4 34.0 10.4 29.2 14.9 47.8 31.8 25.0 Green Ext Time (p_c), s 0.0 0.8 0.0 12.6 0.0 0.5 0.0 2.4 Intersection Summary
HCM 6th Ctrl Delay 66.2
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2581 of 3764 ends

The Preserve Cumulative Conditions
13: Zinfandel Dr & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 580 520 30 250 590 1290 10 790 90 470 230 120 Future Volume (veh/h) 580 520 30 250 590 1290 10 790 90 470 230 120 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 630 565 33 272 641 1402 11 859 98 511 250 130 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 207 1392 81 316 1942 595 13 495 57 218 1266 565 Arrive On Green 0.12 0.41 0.41 0.09 0.38 0.38 0.01 0.30 0.30 0.06 0.36 0.36 Sat Flow, veh/h 1781 3412 199 3456 5106 1564 1781 1648 188 3456 3554 1585 Grp Volume(v), veh/h 630 294 304 272 641 1402 11 0 957 511 250 130 Grp Sat Flow(s),veh/h/ln1781 1777 1835 1728 1702 1564 1781 0 1837 1728 1777 1585 Q Serve(g_s), s 17.5 17.6 17.7 11.7 13.4 57.2 0.9 0.0 45.2 9.5 7.3 8.6 Cycle Q Clear(g_c), s 17.5 17.6 17.7 11.7 13.4 57.2 0.9 0.0 45.2 9.5 7.3 8.6 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 207 725 748 316 1942 595 13 0 552 218 1266 565 V/C Ratio(X) 3.04 0.41 0.41 0.86 0.33 2.36 0.84 0.00 1.73 2.34 0.20 0.23 Avail Cap(c_a), veh/h 207 725 748 423 1942 595 83 0 552 218 1266 565 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 66.5 31.6 31.6 67.4 33.0 46.6 74.6 0.0 52.6 70.5 33.5 33.9 Incr Delay (d2), s/veh 930.6 0.1 0.1 10.4 0.0 615.7 37.9 0.0 337.8 617.5 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(50%),veh/ln61.3 7.3 7.6 5.5 5.4 123.2 0.6 0.0 72.0 22.9 3.1 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 997.0 31.7 31.7 77.7 33.1 662.3 112.5 0.0 390.4 688.0 33.5 34.0 LnGrp LOS F C C E C F F A F F C C
Approach Vol, veh/h 1228 2315 968 891
Approach Delay, s/veh 527.0 419.4 387.2 408.9
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.0 62.1 6.6 58.7 18.9 66.2 15.0 50.3 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s17.5 * 57 7.0 * 47 * 18 * 57 9.5 * 45 Max Q Clear Time (g_c+I1), s19.5 59.2 2.9 10.6 13.7 19.7 11.5 47.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.1 0.8 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 436.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2582 of 3764 ends

The Preserve Cumulative Conditions
14: Sunrise Blvd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 490 240 90 1180 460 970 2170 130 200 1060 310 Future Volume (veh/h) 470 490 240 90 1180 460 970 2170 130 200 1060 310 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 511 533 261 98 1283 500 1054 2359 141 217 1152 337 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 393 1539 478 142 1168 363 798 2206 676 179 1291 401 Arrive On Green 0.11 0.30 0.30 0.04 0.23 0.23 0.23 0.43 0.43 0.05 0.25 0.25 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 511 533 261 98 1283 500 1054 2359 141 217 1152 337 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 16.5 11.8 20.0 4.1 33.2 33.2 33.5 62.7 8.2 7.5 31.6 29.3 Cycle Q Clear(g_c), s 16.5 11.8 20.0 4.1 33.2 33.2 33.5 62.7 8.2 7.5 31.6 29.3 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 393 1539 478 142 1168 363 798 2206 676 179 1291 401 V/C Ratio(X) 1.30 0.35 0.55 0.69 1.10 1.38 1.32 1.07 0.21 1.21 0.89 0.84 Avail Cap(c_a), veh/h 393 1539 478 202 1168 363 798 2206 676 179 1291 401 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 64.3 39.5 42.4 68.7 56.0 56.0 55.8 41.2 25.7 68.8 52.3 51.4 Incr Delay (d2), s/veh 152.7 0.0 0.7 2.2 57.4 186.9 153.2 40.8 0.1 136.9 7.9 14.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.4 4.8 7.6 1.8 19.9 31.6 31.0 32.8 2.9 6.6 13.9 12.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 217.0 39.6 43.1 70.9 113.4 242.8 209.0 82.0 25.8 205.7 60.2 65.4 LnGrp LOS F D D E F F F F C F E E
Approach Vol, veh/h 1305 1881 3554 1706
Approach Delay, s/veh 109.8 145.6 117.4 79.8
Approach LOS F F F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 70.1 11.5 50.5 39.0 44.1 22.0 40.0 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s7.5 * 63 8.5 * 41 33.5 * 37 16.5 33.2 Max Q Clear Time (g_c+I1), s9.5 64.7 6.1 22.0 35.5 33.6 18.5 35.2 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 1.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 114.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2583 of 3764 ends

The Preserve Cumulative Conditions
15: Douglas Road & Americano Boulevard AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 430 50 70 420 140 110 310 80 40 80 140 Future Volume (veh/h) 130 430 50 70 420 140 110 310 80 40 80 140 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 467 54 76 457 152 120 337 87 43 87 152 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 165 795 355 117 634 283 188 419 355 114 344 291 Arrive On Green 0.09 0.22 0.22 0.07 0.18 0.18 0.11 0.22 0.22 0.06 0.18 0.18 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 141 467 54 76 457 152 120 337 87 43 87 152 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 3.9 5.8 1.4 2.1 6.0 4.3 3.2 8.5 2.2 1.1 2.0 4.3 Cycle Q Clear(g_c), s 3.9 5.8 1.4 2.1 6.0 4.3 3.2 8.5 2.2 1.1 2.0 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 165 795 355 117 634 283 188 419 355 114 344 291 V/C Ratio(X) 0.85 0.59 0.15 0.65 0.72 0.54 0.64 0.81 0.25 0.38 0.25 0.52 Avail Cap(c_a), veh/h 165 1798 802 180 1769 789 826 867 735 934 980 831 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 22.2 17.2 15.5 22.6 19.2 18.5 21.3 18.2 15.8 22.3 17.3 18.3 Incr Delay (d2), s/veh 31.4 0.3 0.1 6.0 0.6 0.6 1.3 1.4 0.1 0.8 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(50%),veh/ln2.7 1.8 0.4 0.9 2.0 1.5 1.3 3.4 0.7 0.5 0.8 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 53.6 17.5 15.5 28.7 19.8 19.1 22.6 19.6 15.9 23.1 17.5 18.8 LnGrp LOS D B B C B B C B B C B B
Approach Vol, veh/h 662 685 544 282
Approach Delay, s/veh 25.0 20.6 19.7 19.0
Approach LOS C C B B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.0 14.3 10.6 14.6 7.7 16.6 8.7 16.6 Change Period (Y+Rc), s* 5.4 * 5.5 5.4 * 5.5 4.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s* 4.6 * 25 23.0 * 26 5.0 * 25 26.0 * 23 Max Q Clear Time (g_c+I1), s5.9 8.0 5.2 6.3 4.1 7.8 3.1 10.5 Green Ext Time (p_c), s 0.0 0.8 0.0 0.2 0.0 0.8 0.0 0.6 Intersection Summary
HCM 6th Ctrl Delay 21.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2584 of 3764 ends

The Preserve Cumulative Conditions
16: Sunrise Blvd & Jackson Rd/SR-16 AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 240 320 20 140 760 330 10 1620 210 100 1180 520 Future Volume (veh/h) 240 320 20 140 760 330 10 1620 210 100 1180 520 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 261 348 22 152 826 359 11 1761 228 109 1283 565 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 164 597 506 176 609 516 39 1220 544 134 1409 774 Arrive On Green 0.09 0.32 0.32 0.10 0.33 0.33 0.02 0.34 0.34 0.08 0.40 0.40 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 261 348 22 152 826 359 11 1761 228 109 1283 565 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.5 21.1 1.3 11.4 44.2 26.8 0.8 46.6 15.0 8.2 46.3 38.4 Cycle Q Clear(g_c), s 12.5 21.1 1.3 11.4 44.2 26.8 0.8 46.6 15.0 8.2 46.3 38.4 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 164 597 506 176 609 516 39 1220 544 134 1409 774 V/C Ratio(X) 1.59 0.58 0.04 0.87 1.36 0.70 0.28 1.44 0.42 0.81 0.91 0.73 Avail Cap(c_a), veh/h 164 597 506 221 609 516 249 1220 544 322 1409 774 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 61.6 38.6 31.9 60.3 45.8 39.9 65.3 44.6 34.2 61.8 38.7 27.6 Incr Delay (d2), s/veh 292.7 1.0 0.0 20.9 170.7 3.4 1.4 204.1 0.2 4.5 8.9 3.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln18.8 9.4 0.5 6.0 48.2 10.4 0.4 53.9 5.6 3.7 20.5 14.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 354.3 39.6 31.9 81.2 216.5 43.3 66.7 248.6 34.4 66.3 47.6 30.6 LnGrp LOS F D C F F D E F C E D C
Approach Vol, veh/h 631 1337 2000 1957
Approach Delay, s/veh 169.5 154.6 223.2 43.7
Approach LOS F F F D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.0 51.0 7.5 60.2 17.9 50.1 14.7 53.0 Change Period (Y+Rc), s 4.5 6.8 4.5 * 6.4 4.5 6.8 4.5 6.4 Max Green Setting (Gmax), s12.5 44.2 19.0 * 53 16.8 39.9 24.5 46.6 Max Q Clear Time (g_c+I1), s14.5 46.2 2.8 48.3 13.4 23.1 10.2 48.6 Green Ext Time (p_c), s 0.0 0.0 0.0 2.6 0.0 1.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 142.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2585 of 3764 ends

The Preserve Cumulative Conditions
17: Grant Line Rd & Jackson Rd/SR-16 AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 370 10 80 920 220 10 940 50 130 720 340 Future Volume (veh/h) 280 370 10 80 920 220 10 940 50 130 720 340 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 304 402 11 87 1000 239 11 1022 54 141 783 370 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 184 914 25 107 673 161 13 778 41 101 647 305 Arrive On Green 0.10 0.50 0.50 0.06 0.46 0.46 0.01 0.23 0.23 0.06 0.28 0.28 Sat Flow, veh/h 1781 1812 50 1781 1459 349 1781 3433 181 1781 2344 1105 Grp Volume(v), veh/h 304 0 413 87 0 1239 11 529 547 141 593 560 Grp Sat Flow(s),veh/h/ln1781 0 1861 1781 0 1808 1781 1777 1838 1781 1777 1672 Q Serve(g_s), s 15.5 0.0 21.2 7.2 0.0 69.2 0.9 34.0 34.0 8.5 41.4 41.4 Cycle Q Clear(g_c), s 15.5 0.0 21.2 7.2 0.0 69.2 0.9 34.0 34.0 8.5 41.4 41.4 Prop In Lane 1.00 0.03 1.00 0.19 1.00 0.10 1.00 0.66
Lane Grp Cap(c), veh/h 184 0 939 107 0 834 13 403 417 101 490 461 V/C Ratio(X) 1.65 0.00 0.44 0.81 0.00 1.49 0.84 1.31 1.31 1.40 1.21 1.21 Avail Cap(c_a), veh/h 184 0 939 177 0 834 59 403 417 101 490 461 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 67.3 0.0 23.7 69.7 0.0 40.4 74.4 58.0 58.0 70.7 54.3 54.3 Incr Delay (d2), s/veh 316.2 0.0 0.1 5.5 0.0 225.0 37.8 157.7 157.3 227.8 112.1 114.8 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(50%),veh/ln23.0 0.0 8.9 3.4 0.0 80.7 0.6 32.3 33.4 10.2 33.0 31.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 383.4 0.0 23.8 75.2 0.0 265.4 112.2 215.7 215.3 298.5 166.4 169.1 LnGrp LOS F A C E A F F F F F F F
Approach Vol, veh/h 717 1326 1087 1294
Approach Delay, s/veh 176.3 252.9 214.4 181.9
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s20.0 76.0 5.6 48.4 13.5 82.5 13.0 41.0 Change Period (Y+Rc), s 4.5 6.8 4.5 * 7 4.5 * 6.8 4.5 7.0 Max Green Setting (Gmax), s15.5 69.2 5.0 * 38 14.9 * 70 8.5 34.0 Max Q Clear Time (g_c+I1), s17.5 71.2 2.9 43.4 9.2 23.2 10.5 36.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 1.3 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 210.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2586 of 3764 ends

The Preserve Cumulative Conditions
18: Grant Line Rd & Kiefer Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 10 190 20 20 170 180 1050 20 50 900 120 Future Volume (veh/h) 190 10 190 20 20 170 180 1050 20 50 900 120 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 207 11 207 22 22 185 196 1141 22 54 978 130 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 277 384 326 45 282 239 277 1425 636 143 1425 636 Arrive On Green 0.08 0.21 0.21 0.03 0.15 0.15 0.08 0.40 0.40 0.08 0.40 0.40 Sat Flow, veh/h 3456 1870 1585 1781 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 207 11 207 22 22 185 196 1141 22 54 978 130 Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 3.7 0.3 7.5 0.8 0.6 7.0 3.5 17.7 0.5 1.8 14.2 3.3 Cycle Q Clear(g_c), s 3.7 0.3 7.5 0.8 0.6 7.0 3.5 17.7 0.5 1.8 14.2 3.3 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 277 384 326 45 282 239 277 1425 636 143 1425 636 V/C Ratio(X) 0.75 0.03 0.64 0.49 0.08 0.77 0.71 0.80 0.03 0.38 0.69 0.20 Avail Cap(c_a), veh/h 277 539 457 143 539 457 277 1763 786 513 2503 1116 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 28.1 19.8 22.7 30.0 22.8 25.5 28.0 16.5 11.4 27.3 15.5 12.2 Incr Delay (d2), s/veh 10.7 0.0 2.1 7.9 0.1 5.3 8.1 2.2 0.0 1.7 0.6 0.2 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.9 0.1 2.6 0.4 0.3 2.7 1.5 5.8 0.2 0.7 4.4 1.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.8 19.9 24.7 37.9 22.9 30.8 36.1 18.7 11.4 28.9 16.1 12.4 LnGrp LOS D B C D C C D B B C B B
Approach Vol, veh/h 425 229 1359 1162
Approach Delay, s/veh 31.5 30.7 21.1 16.2
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.5 29.6 6.1 17.3 9.5 29.6 9.5 13.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 44.0 5.0 18.0 18.0 31.0 5.0 18.0 Max Q Clear Time (g_c+I1), s5.5 16.2 2.8 9.5 3.8 19.7 5.7 9.0 Green Ext Time (p_c), s 0.0 7.1 0.0 0.5 0.1 5.4 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 21.4
HCM 6th LOS C
ITEM 11.1. ATTACHMENT 4

Page 2587 of 3764 ends

The Preserve Cumulative Conditions
19: Grant Line Rd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 400 120 110 60 250 50 240 1400 80 30 1020 200 Future Volume (veh/h) 400 120 110 60 250 50 240 1400 80 30 1020 200 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 435 130 120 65 272 54 261 1522 87 33 1109 217 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 469 245 226 84 280 56 328 1606 716 53 1371 612 Arrive On Green 0.14 0.27 0.27 0.05 0.18 0.18 0.10 0.45 0.45 0.03 0.39 0.39 Sat Flow, veh/h 3456 895 826 1781 1515 301 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 435 0 250 65 0 326 261 1522 87 33 1109 217 Grp Sat Flow(s),veh/h/ln1728 0 1722 1781 0 1816 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 12.5 0.0 12.4 3.6 0.0 17.9 7.4 41.1 3.2 1.8 27.9 9.8 Cycle Q Clear(g_c), s 12.5 0.0 12.4 3.6 0.0 17.9 7.4 41.1 3.2 1.8 27.9 9.8 Prop In Lane 1.00 0.48 1.00 0.17 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 469 0 471 84 0 335 328 1606 716 53 1371 612 V/C Ratio(X) 0.93 0.00 0.53 0.78 0.00 0.97 0.79 0.95 0.12 0.62 0.81 0.35 Avail Cap(c_a), veh/h 469 0 471 119 0 335 690 1724 769 89 1371 612 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.8 0.0 30.9 47.2 0.0 40.6 44.4 26.3 15.9 48.0 27.5 21.9 Incr Delay (d2), s/veh 24.7 0.0 0.6 18.2 0.0 41.5 1.7 10.9 0.0 11.1 3.5 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln6.6 0.0 4.8 2.0 0.0 11.7 3.1 17.4 1.0 0.9 11.2 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 67.5 0.0 31.5 65.5 0.0 82.1 46.0 37.2 15.9 59.1 30.9 22.0 LnGrp LOS E A C E A F D D B E C C
Approach Vol, veh/h 685 391 1870 1359
Approach Delay, s/veh 54.4 79.3 37.4 30.2
Approach LOS D E D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 44.8 18.1 23.2 7.5 51.4 9.2 32.1 Change Period (Y+Rc), s* 4.6 * 6.1 4.5 * 4.7 4.5 * 6.1 4.5 * 4.7 Max Green Setting (Gmax), s* 20 * 33 13.6 * 19 5.0 * 49 6.7 * 25 Max Q Clear Time (g_c+I1), s9.4 29.9 14.5 19.9 3.8 43.1 5.6 14.4 Green Ext Time (p_c), s 0.1 1.1 0.0 0.0 0.0 2.1 0.0 0.3 Intersection Summary
HCM 6th Ctrl Delay 41.6
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2588 of 3764 ends

The Preserve Cumulative Conditions
20: Grant Line Rd & Raymer Way AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 360 30 140 80 20 290 120 1840 90 240 1090 170 Future Volume (veh/h) 360 30 140 80 20 290 120 1840 90 240 1090 170 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 391 33 152 87 22 315 130 2000 98 261 1185 185 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 286 24 111 172 44 190 152 1469 655 184 1533 684 Arrive On Green 0.24 0.24 0.24 0.12 0.12 0.12 0.09 0.41 0.41 0.10 0.43 0.43 Sat Flow, veh/h 1174 99 456 1436 363 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 576 0 0 109 0 315 130 2000 98 261 1185 185 Grp Sat Flow(s),veh/h/ln1730 0 0 1799 0 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 36.5 0.0 0.0 8.5 0.0 18.0 10.8 62.0 5.8 15.5 42.7 11.3 Cycle Q Clear(g_c), s 36.5 0.0 0.0 8.5 0.0 18.0 10.8 62.0 5.8 15.5 42.7 11.3 Prop In Lane 0.68 0.26 0.80 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 421 0 0 216 0 190 152 1469 655 184 1533 684 V/C Ratio(X) 1.37 0.00 0.00 0.51 0.00 1.66 0.86 1.36 0.15 1.42 0.77 0.27 Avail Cap(c_a), veh/h 421 0 0 216 0 190 178 1469 655 184 1533 684 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 56.8 0.0 0.0 61.8 0.0 66.0 67.7 44.0 27.5 67.3 36.4 27.5 Incr Delay (d2), s/veh 180.5 0.0 0.0 1.9 0.0 317.5 28.1 167.2 0.1 216.9 2.5 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(50%),veh/ln37.0 0.0 0.0 4.0 0.0 24.1 6.0 59.7 2.2 17.9 18.1 4.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 237.2 0.0 0.0 63.7 0.0 383.5 95.8 211.2 27.6 284.1 38.9 27.7 LnGrp LOS F A A E A F F F C F D C
Approach Vol, veh/h 576 424 2228 1631
Approach Delay, s/veh 237.2 301.3 196.4 76.9
Approach LOS F F F E
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s20.0 66.5 41.0 17.3 69.2 22.5
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s15.5 62.0 36.5 15.0 62.5 18.0 Max Q Clear Time (g_c+I1), s17.5 64.0 38.5 12.8 44.7 20.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.1 7.8 0.0
Intersection Summary
HCM 6th Ctrl Delay 170.3
HCM 6th LOS F
ITEM 11.1. ATTACHMENT 4

Page 2589 of 3764 ends

The Preserve Cumulative Conditions
21: Grant Line Rd/White Rock Rd & White Rock Road AM Peak Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 21
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 480 250 430 2130 1260 1280
Future Volume (veh/h) 480 250 430 2130 1260 1280
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 522 272 467 2315 1370 1391
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 593 655 430 2527 1484 934
Arrive On Green 0.17 0.17 0.24 0.71 0.42 0.42
Sat Flow, veh/h 3456 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 522 272 467 2315 1370 1391
Grp Sat Flow(s),veh/h/ln1728 1585 1781 1777 1777 1585
Q Serve(g_s), s 15.6 12.8 25.5 57.0 38.6 44.1
Cycle Q Clear(g_c), s 15.6 12.8 25.5 57.0 38.6 44.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 593 655 430 2527 1484 934
V/C Ratio(X) 0.88 0.42 1.09 0.92 0.92 1.49
Avail Cap(c_a), veh/h 1391 1021 430 2537 1484 934
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 42.7 22.0 40.1 12.6 29.2 18.0
Incr Delay (d2), s/veh 1.7 0.2 68.5 5.7 9.8 226.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln6.7 0.0 18.5 16.9 16.6 82.2
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 44.4 22.1 108.5 18.3 38.9 244.1
LnGrp LOS D C F B D F
Approach Vol, veh/h 794 2782 2761
Approach Delay, s/veh 36.8 33.5 142.3
Approach LOS D C F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s31.0 51.0 23.6 82.0
Change Period (Y+Rc), s 5.5 * 6.9 5.5 * 6.9
Max Green Setting (Gmax), s25.5 * 44 42.5 * 75
Max Q Clear Time (g_c+I1), s27.5 46.1 17.6 59.0
Green Ext Time (p_c), s 0.0 0.0 0.5 6.5
Intersection Summary
HCM 6th Ctrl Delay 81.3
HCM 6th LOS F
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2590 of 3764 ends

The Preserve Cumulative Conditions
22: White Rock Rd & Prairie City Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 22
Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1000 1600 0 1860 360 80 630
Future Volume (veh/h) 1000 1600 0 1860 360 80 630
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1087 1739 2022 391 87 685
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 917 2684 1618 722 291 259
Arrive On Green 0.27 0.76 0.46 0.46 0.16 0.16
Sat Flow, veh/h 3456 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 1087 1739 2022 391 87 685
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1585 1781 1585
Q Serve(g_s), s 39.8 35.2 68.3 26.8 6.4 24.5
Cycle Q Clear(g_c), s 39.8 35.2 68.3 26.8 6.4 24.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 917 2684 1618 722 291 259
V/C Ratio(X) 1.19 0.65 1.25 0.54 0.30 2.65
Avail Cap(c_a), veh/h 917 2684 1618 722 291 259
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 55.1 8.8 40.9 29.5 55.2 62.8
Incr Delay (d2), s/veh 94.5 0.4 117.6 0.5 0.2 751.7
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln28.6 10.7 54.2 9.8 2.8 63.6
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 149.6 9.2 158.5 30.0 55.4 814.4
LnGrp LOS F A F C E F
Approach Vol, veh/h 2826 2413 772
Approach Delay, s/veh 63.2 137.7 728.9
Approach LOS E F F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s45.0 75.0 120.0 30.0
Change Period (Y+Rc), s* 5.2 * 6.7 * 6.7 5.5
Max Green Setting (Gmax), s* 40 * 68 * 1E2 24.5
Max Q Clear Time (g_c+I1), s41.8 70.3 37.2 26.5
Green Ext Time (p_c), s 0.0 0.0 4.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 178.6
HCM 6th LOS F
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2591 of 3764 ends

The Preserve Cumulative Conditions
1: Mather Field Rd & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 590 0 490 0 1300 1670 0 960 620 Future Volume (veh/h) 0 0 0 590 0 490 0 1300 1670 0 960 620 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 587 76 533 0 1413 0 0 1043 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 0 2 2
Cap, veh/h 727 81 570 0 1848 0 1848
Arrive On Green 0.41 0.41 0.41 0.00 0.36 0.00 0.00 0.36 0.00 Sat Flow, veh/h 1781 199 1397 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 587 0 609 0 1413 0 0 1043 0
Grp Sat Flow(s),veh/h/ln 1781 0 1596 0 1702 1585 0 1702 1585 Q Serve(g_s), s 12.5 0.0 15.7 0.0 10.5 0.0 0.0 7.1 0.0
Cycle Q Clear(g_c), s 12.5 0.0 15.7 0.0 10.5 0.0 0.0 7.1 0.0 Prop In Lane 1.00 0.88 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 727 0 652 0 1848 0 1848
V/C Ratio(X) 0.81 0.00 0.93 0.00 0.76 0.00 0.56
Avail Cap(c_a), veh/h 727 0 652 0 2666 0 2749
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.2 0.0 12.2 0.0 12.1 0.0 0.0 11.0 0.0 Incr Delay (d2), s/veh 6.2 0.0 20.5 0.0 0.4 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 4.9 0.0 7.8 0.0 2.7 0.0 0.0 1.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.5 0.0 32.7 0.0 12.6 0.0 0.0 11.1 0.0 LnGrp LOS B A C A B A B
Approach Vol, veh/h 1196 1413 A 1043 A
Approach Delay, s/veh 25.2 12.6 11.1
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 20.6 20.6 22.5
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 23 22.5 17.6
Max Q Clear Time (g_c+I1), s 9.1 12.5 17.7
Green Ext Time (p_c), s 2.3 3.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 16.3
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2592 of 3764 ends

The Preserve Cumulative Conditions
2: Mather Field Rd & US-50 EB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 580 0 820 0 0 0 0 2320 890 0 1050 300 Future Volume (veh/h) 580 0 820 0 0 0 0 2320 890 0 1050 300 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 948 0 550 0 2522 0 0 1141 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 0 2 2
Cap, veh/h 1255 0 557 0 2810 0 2810
Arrive On Green 0.35 0.00 0.35 0.00 0.55 0.00 0.00 0.55 0.00 Sat Flow, veh/h 3563 0 1581 0 5443 0 0 5274 1585
Grp Volume(v), veh/h 948 0 550 0 2522 0 0 1141 0
Grp Sat Flow(s),veh/h/ln1781 0 1581 0 1702 0 0 1702 1585 Q Serve(g_s), s 25.1 0.0 36.9 0.0 46.8 0.0 0.0 13.8 0.0 Cycle Q Clear(g_c), s 25.1 0.0 36.9 0.0 46.8 0.0 0.0 13.8 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 1255 0 557 0 2810 0 2810
V/C Ratio(X) 0.76 0.00 0.99 0.00 0.90 0.00 0.41
Avail Cap(c_a), veh/h 1255 0 557 0 3922 0 3946
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 30.5 0.0 34.3 0.0 21.3 0.0 0.0 13.9 0.0 Incr Delay (d2), s/veh 2.4 0.0 34.8 0.0 1.9 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 %ile BackOfQ(50%),veh/ln11.0 0.0 19.1 0.0 16.7 0.0 0.0 4.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 32.9 0.0 69.1 0.0 23.2 0.0 0.0 13.9 0.0 LnGrp LOS C A E A C A B
Approach Vol, veh/h 1498 2522 A 1141 A
Approach Delay, s/veh 46.2 23.2 13.9
Approach LOS D C B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 63.7 43.0 63.7
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 83 * 38 82.0
Max Q Clear Time (g_c+I1), s 15.8 38.9 48.8
Green Ext Time (p_c), s 2.9 0.0 9.9
Intersection Summary
HCM 6th Ctrl Delay 27.8
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2593 of 3764 ends

The Preserve Cumulative Conditions
3: Mather Field Rd & International Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 1840 250 210 2410 690 290
Future Volume (veh/h) 1840 250 210 2410 690 290
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 2000 0 228 2620 750 315
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2382 261 3413 826 379
Arrive On Green 0.47 0.00 0.15 0.67 0.24 0.24
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 2000 0 228 2620 750 315
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 31.6 0.0 11.5 32.1 19.4 17.4
Cycle Q Clear(g_c), s 31.6 0.0 11.5 32.1 19.4 17.4
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2382 261 3413 826 379
V/C Ratio(X) 0.84 0.87 0.77 0.91 0.83
Avail Cap(c_a), veh/h 2420 265 3463 1093 501
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 21.5 0.0 38.4 10.4 34.0 33.2
Incr Delay (d2), s/veh 3.1 0.0 24.6 1.3 7.6 6.8
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln11.7 0.0 6.6 9.2 8.5 7.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.6 0.0 63.0 11.6 41.7 40.0
LnGrp LOS C E B D D
Approach Vol, veh/h 2000 A 2848 1065
Approach Delay, s/veh 24.6 15.7 41.2
Approach LOS C B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 66.5 18.6 47.9 25.5
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 62.4 * 14 43.6 29.1
Max Q Clear Time (g_c+I1), s 34.1 13.5 33.6 21.4
Green Ext Time (p_c), s 27.1 0.0 9.3 0.6
Intersection Summary
HCM 6th Ctrl Delay 23.3
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2594 of 3764 ends

The Preserve Cumulative Conditions
4: Zinfandel Dr & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 790 0 450 0 1860 1750 0 1130 620 Future Volume (veh/h) 0 0 0 790 0 450 0 1860 1750 0 1130 620 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 859 0 489 0 2022 0 0 1228 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 0 2 0 2 2 0 2 2
Cap, veh/h 1200 0 550 0 2275 0 2275
Arrive On Green 0.35 0.00 0.35 0.00 0.45 0.00 0.00 0.45 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 5274 1585
Grp Volume(v), veh/h 859 0 489 0 2022 0 0 1228 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1702 1585 Q Serve(g_s), s 9.5 0.0 12.8 0.0 16.0 0.0 0.0 7.7 0.0
Cycle Q Clear(g_c), s 9.5 0.0 12.8 0.0 16.0 0.0 0.0 7.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1200 0 550 0 2275 0 2275
V/C Ratio(X) 0.72 0.00 0.89 0.00 0.89 0.00 0.54
Avail Cap(c_a), veh/h 1221 0 560 0 2374 0 2374
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 12.4 0.0 13.5 0.0 11.2 0.0 0.0 8.9 0.0 Incr Delay (d2), s/veh 2.0 0.0 15.9 0.0 4.2 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 3.2 0.0 6.0 0.0 4.5 0.0 0.0 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.4 0.0 29.4 0.0 15.4 0.0 0.0 9.0 0.0 LnGrp LOS B A C A B A A
Approach Vol, veh/h 1348 2022 A 1228 A
Approach Delay, s/veh 19.9 15.4 9.0
Approach LOS B B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 24.1 24.1 19.7
Change Period (Y+Rc), s 4.6 4.6 4.5
Max Green Setting (Gmax), s 20.4 20.4 15.5
Max Q Clear Time (g_c+I1), s 18.0 9.7 14.8
Green Ext Time (p_c), s 1.6 2.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 15.0
HCM 6th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2595 of 3764 ends

The Preserve Cumulative Conditions
5: Zinfandel Dr & US-50 EB Ramps & Gold Center Dr PM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 900 10 160 960 740 130 2020 460 10 1350 140 Future Volume (vph) 900 10 160 960 740 130 2020 460 10 1350 140 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.5 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.91 1.00
Frpb, ped/bikes 1.00 0.98 0.98 1.00 1.00 1.00 0.97
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.89 0.85 0.85 0.97 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1610 2799 1409 2787 6201 5085 1540
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1610 2799 1409 2787 6201 5085 1540
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 978 11 174 1043 804 141 2196 500 11 1467 152 RTOR Reduction (vph) 0 0 26 38 59 0 1 0 0 0 0
Lane Group Flow (vph) 0 979 680 483 886 0 2706 0 0 1467 152 Confl. Peds. (#/hr) 11 11 3 3 11
Confl. Bikes (#/hr) 8 5
Turn Type Split Split NA Perm Prot NA NA Free
Protected Phases 4 4 4 5 6 2
Permitted Phases 4 Free
Actuated Green, G (s) 37.2 37.2 37.2 26.5 40.4 71.4 120.0 Effective Green, g (s) 37.2 37.2 37.2 26.5 40.4 71.4 120.0 Actuated g/C Ratio 0.31 0.31 0.31 0.22 0.34 0.60 1.00
Clearance Time (s) 6.8 6.8 6.8 4.5 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 3.0 1.0 1.0
Lane Grp Cap (vph) 499 867 436 615 2087 3025 1540
v/s Ratio Prot c0.61 0.24 c0.32 c0.44 0.29
v/s Ratio Perm 0.34 0.10
v/c Ratio 1.96 1.12dr 1.11 1.44 1.30 0.48 0.10
Uniform Delay, d1 41.4 37.8 41.4 46.8 39.8 13.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 440.1 4.3 75.7 207.3 137.2 0.0 0.1 Delay (s) 481.5 42.1 117.1 254.0 177.0 13.9 0.1
Level of Service F D F F F B A
Approach Delay (s) 254.8 177.0 12.6
Approach LOS F F B
Intersection Summary
HCM 2000 Control Delay 174.1 HCM 2000 Level of Service F HCM 2000 Volume to Capacity ratio 1.57
Actuated Cycle Length (s) 120.0 Sum of lost time (s) 15.9 Intersection Capacity Utilization 113.4% ICU Level of Service H Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2596 of 3764 ends

The Preserve Cumulative Conditions
6: Zinfandel Dr & White Rock Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 690 300 40 170 190 700 70 1270 20 510 1660 310 Future Volume (veh/h) 690 300 40 170 190 700 70 1270 20 510 1660 310 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 0.97 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 750 326 43 185 207 761 76 1380 22 554 1804 337 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 538 1399 180 235 405 1215 118 1501 24 600 2192 675 Arrive On Green 0.16 0.31 0.31 0.07 0.22 0.22 0.03 0.29 0.29 0.17 0.43 0.43 Sat Flow, veh/h 3456 4573 588 3563 1870 3071 3456 5175 83 3456 5106 1572 Grp Volume(v), veh/h 750 241 128 185 207 761 76 908 494 554 1804 337 Grp Sat Flow(s),veh/h/ln1728 1702 1756 1781 1870 1535 1728 1702 1854 1728 1702 1572 Q Serve(g_s), s 21.5 7.3 7.6 7.1 13.5 27.8 3.0 35.7 35.7 21.8 43.1 21.5 Cycle Q Clear(g_c), s 21.5 7.3 7.6 7.1 13.5 27.8 3.0 35.7 35.7 21.8 43.1 21.5 Prop In Lane 1.00 0.33 1.00 1.00 1.00 0.04 1.00 1.00
Lane Grp Cap(c), veh/h 538 1042 537 235 405 1215 118 987 538 600 2192 675 V/C Ratio(X) 1.39 0.23 0.24 0.79 0.51 0.63 0.64 0.92 0.92 0.92 0.82 0.50 Avail Cap(c_a), veh/h 538 1042 537 436 406 1217 130 1119 609 663 2444 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 1.00 Uniform Delay (d), s/veh 58.3 35.8 35.9 63.5 47.7 34.2 65.9 47.5 47.5 56.2 34.8 28.6 Incr Delay (d2), s/veh 188.5 0.0 0.1 2.2 0.5 0.8 6.2 10.5 17.0 17.0 1.9 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(50%),veh/ln23.3 3.0 3.2 3.2 6.2 10.2 1.4 16.2 18.6 10.7 17.4 7.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 246.8 35.8 36.0 65.7 48.1 34.9 72.0 58.0 64.4 73.2 36.7 28.8 LnGrp LOS F D D E D C E E E E D C
Approach Vol, veh/h 1119 1153 1478 2695
Approach Delay, s/veh 177.3 42.2 60.8 43.2
Approach LOS F D E D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.2 65.0 27.0 35.9 29.5 45.8 14.6 48.3 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s5.2 * 66 21.5 * 30 26.5 * 45 16.9 * 34 Max Q Clear Time (g_c+I1), s5.0 45.1 23.5 29.8 23.8 37.7 9.1 9.6 Green Ext Time (p_c), s 0.0 5.3 0.0 0.1 0.2 2.4 0.1 0.7 Intersection Summary
HCM 6th Ctrl Delay 70.4
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2597 of 3764 ends

The Preserve Cumulative Conditions
7: Zinfandel Dr & International Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 590 1430 760 970 970 210 1220 950 440 180 1520 420 Future Volume (veh/h) 590 1430 760 970 970 210 1220 950 440 180 1520 420 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.96 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 641 1554 826 1054 1054 228 1326 1033 478 196 1652 457 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 541 920 416 369 1127 336 679 2034 616 241 1078 292 Arrive On Green 0.16 0.27 0.27 0.11 0.22 0.22 0.20 0.40 0.40 0.07 0.27 0.27 Sat Flow, veh/h 3456 3404 1539 3456 5106 1522 3456 5106 1547 3456 3966 1074 Grp Volume(v), veh/h 641 1554 826 1054 1054 228 1326 1033 478 196 1413 696 Grp Sat Flow(s),veh/h/ln1728 1702 1539 1728 1702 1522 1728 1702 1547 1728 1702 1636 Q Serve(g_s), s 22.7 39.2 39.2 15.5 29.4 19.9 28.5 22.1 39.0 8.1 39.4 39.4 Cycle Q Clear(g_c), s 22.7 39.2 39.2 15.5 29.4 19.9 28.5 22.1 39.0 8.1 39.4 39.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.66
Lane Grp Cap(c), veh/h 541 920 416 369 1127 336 679 2034 616 241 925 445 V/C Ratio(X) 1.18 1.69 1.99 2.85 0.94 0.68 1.95 0.51 0.78 0.81 1.53 1.57 Avail Cap(c_a), veh/h 541 920 416 369 1127 336 679 2034 616 274 925 445 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 1.00 Uniform Delay (d), s/veh 61.2 52.9 52.9 64.8 55.5 51.8 58.3 32.9 38.0 66.5 52.8 52.8 Incr Delay (d2), s/veh 100.8 314.6 452.0 841.4 13.8 4.5 433.9 0.1 5.6 13.3 242.8 265.5 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln17.3 56.5 67.0 49.9 13.7 7.9 53.1 8.9 15.3 4.0 47.6 48.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 161.9 367.5 504.9 906.1 69.3 56.3 492.1 33.0 43.6 79.8 295.6 318.3 LnGrp LOS F F F F E E F C D E F F
Approach Vol, veh/h 3021 2336 2837 2305
Approach Delay, s/veh 361.5 445.6 249.4 284.1
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s34.0 45.0 28.2 37.8 15.6 63.4 21.0 45.0 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s28.5 * 39 22.7 32.0 11.5 * 56 15.5 39.2 Max Q Clear Time (g_c+I1), s30.5 41.4 24.7 31.4 10.1 41.0 17.5 41.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.3 0.0 2.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 332.9
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2598 of 3764 ends

The Preserve Cumulative Conditions
8: Sunrise Blvd & Zinfandel Dr PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 30 180 60 20 60 360 3220 20 70 2860 120 Future Volume (veh/h) 190 30 180 60 20 60 360 3220 20 70 2860 120 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 0.96 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 207 33 196 65 22 65 391 3500 22 76 3109 130 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 255 41 258 173 39 116 280 2630 16 84 2380 732 Arrive On Green 0.16 0.16 0.16 0.10 0.10 0.10 0.08 0.50 0.50 0.05 0.47 0.47 Sat Flow, veh/h 1546 247 1568 1781 404 1195 3456 5235 33 1781 5106 1571 Grp Volume(v), veh/h 240 0 196 65 0 87 391 2273 1249 76 3109 130 Grp Sat Flow(s),veh/h/ln1793 0 1568 1781 0 1599 1728 1702 1864 1781 1702 1571 Q Serve(g_s), s 14.2 0.0 13.1 3.8 0.0 5.7 8.9 55.2 55.2 4.7 51.2 5.3 Cycle Q Clear(g_c), s 14.2 0.0 13.1 3.8 0.0 5.7 8.9 55.2 55.2 4.7 51.2 5.3 Prop In Lane 0.86 1.00 1.00 0.75 1.00 0.02 1.00 1.00
Lane Grp Cap(c), veh/h 295 0 258 173 0 155 280 1710 937 84 2380 732 V/C Ratio(X) 0.81 0.00 0.76 0.38 0.00 0.56 1.40 1.33 1.33 0.90 1.31 0.18 Avail Cap(c_a), veh/h 522 0 457 519 0 466 280 1710 937 84 2380 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 44.2 0.0 43.8 46.5 0.0 47.4 50.5 27.3 27.3 52.1 29.3 17.1 Incr Delay (d2), s/veh 2.1 0.0 1.7 0.5 0.0 1.2 198.8 152.2 157.4 64.9 141.1 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(50%),veh/ln6.4 0.0 5.2 1.7 0.0 2.3 11.5 56.1 62.8 3.5 50.0 1.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.3 0.0 45.5 47.0 0.0 48.5 249.3 179.5 184.8 116.9 170.4 17.1 LnGrp LOS D A D D A D F F F F F B
Approach Vol, veh/h 436 152 3913 3315
Approach Delay, s/veh 45.9 47.9 188.1 163.1
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s14.0 56.1 23.6 10.0 60.1 16.2
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 8.9 * 51 32.0 * 5.2 * 55 32.0 Max Q Clear Time (g_c+I1), s10.9 53.2 16.2 6.7 57.2 7.7 Green Ext Time (p_c), s 0.0 0.0 0.6 0.0 0.0 0.2
Intersection Summary
HCM 6th Ctrl Delay 166.9
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2599 of 3764 ends

The Preserve Cumulative Conditions
9: Sunrise Blvd & US-50 WB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 320 0 450 0 2990 530 0 1800 1270 Future Volume (veh/h) 0 0 0 320 0 450 0 2990 530 0 1800 1270 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 348 0 489 0 3250 0 0 1957 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 0 2 0 2 2 0 2 2
Cap, veh/h 782 0 631 0 3592 0 3269
Arrive On Green 0.23 0.00 0.23 0.00 0.64 0.00 0.00 0.64 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 348 0 489 0 3250 0 0 1957 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 6.2 0.0 11.7 0.0 35.2 0.0 0.0 15.9 0.0
Cycle Q Clear(g_c), s 6.2 0.0 11.7 0.0 35.2 0.0 0.0 15.9 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 782 0 631 0 3592 0 3269
V/C Ratio(X) 0.45 0.00 0.77 0.00 0.90 0.00 0.60
Avail Cap(c_a), veh/h 1093 0 882 0 3810 0 3445
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 23.7 0.0 25.8 0.0 10.9 0.0 0.0 7.5 0.0 Incr Delay (d2), s/veh 0.4 0.0 2.9 0.0 3.2 0.0 0.0 0.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.4 0.0 3.9 0.0 10.2 0.0 0.0 3.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 24.1 0.0 28.7 0.0 14.2 0.0 0.0 7.6 0.0 LnGrp LOS C A C A B A A
Approach Vol, veh/h 837 3250 A 1957 A
Approach Delay, s/veh 26.8 14.2 7.6
Approach LOS C B A
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 50.5 50.5 20.6
Change Period (Y+Rc), s * 5 5.0 4.5
Max Green Setting (Gmax), s * 48 48.0 22.5
Max Q Clear Time (g_c+I1), s 37.2 17.9 13.7
Green Ext Time (p_c), s 8.3 6.1 2.4
Intersection Summary
HCM 6th Ctrl Delay 13.8
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2600 of 3764 ends

The Preserve Cumulative Conditions
10: Sunrise Blvd & US-50 EB Ramps PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1160 0 330 0 0 0 0 2860 520 0 1260 380 Future Volume (veh/h) 1160 0 330 0 0 0 0 2860 520 0 1260 380 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1261 0 359 0 3109 0 0 1370 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 0 2 0 2 2 0 2 2
Cap, veh/h 1698 0 943 0 3614 0 2711
Arrive On Green 0.34 0.00 0.34 0.00 0.48 0.00 0.00 0.48 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1261 0 359 0 3109 0 0 1370 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 11.4 0.0 5.0 0.0 18.9 0.0 0.0 8.6 0.0
Cycle Q Clear(g_c), s 11.4 0.0 5.0 0.0 18.9 0.0 0.0 8.6 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1698 0 943 0 3614 0 2711
V/C Ratio(X) 0.74 0.00 0.38 0.00 0.86 0.00 0.51
Avail Cap(c_a), veh/h 2001 0 1112 0 3737 0 2759
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 15.0 0.0 12.9 0.0 11.8 0.0 0.0 9.1 0.0 Incr Delay (d2), s/veh 1.3 0.0 0.3 0.0 2.0 0.0 0.0 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 %ile BackOfQ(50%),veh/ln3.9 0.0 1.4 0.0 5.6 0.0 0.0 2.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 16.3 0.0 13.2 0.0 13.8 0.0 0.0 9.1 0.0 LnGrp LOS B A B A B A A
Approach Vol, veh/h 1620 3109 A 1370 A
Approach Delay, s/veh 15.6 13.8 9.1
Approach LOS B B A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.6 21.9 29.6
Change Period (Y+Rc), s * 4.7 4.5 4.7
Max Green Setting (Gmax), s * 26 20.5 25.3
Max Q Clear Time (g_c+I1), s 20.9 13.4 10.6
Green Ext Time (p_c), s 3.9 4.0 3.3
Intersection Summary
HCM 6th Ctrl Delay 13.2
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2601 of 3764 ends

The Preserve Cumulative Conditions
11: Sunrise Blvd & Folsom Blvd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 550 540 130 210 380 250 140 1820 270 250 1360 250 Future Volume (veh/h) 550 540 130 210 380 250 140 1820 270 250 1360 250 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 598 587 141 228 478 228 152 1978 293 272 1478 272 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 386 925 405 300 871 361 162 2017 490 342 1867 577 Arrive On Green 0.11 0.26 0.26 0.08 0.23 0.23 0.05 0.31 0.31 0.10 0.37 0.37 Sat Flow, veh/h 3456 3554 1556 3563 3741 1552 3456 6434 1563 3456 5106 1579 Grp Volume(v), veh/h 598 587 141 228 478 228 152 1978 293 272 1478 272 Grp Sat Flow(s),veh/h/ln1728 1777 1556 1781 1870 1552 1728 1609 1563 1728 1702 1579 Q Serve(g_s), s 10.5 13.7 6.9 5.9 10.6 12.4 4.1 28.6 14.9 7.2 24.3 12.4 Cycle Q Clear(g_c), s 10.5 13.7 6.9 5.9 10.6 12.4 4.1 28.6 14.9 7.2 24.3 12.4 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 386 925 405 300 871 361 162 2017 490 342 1867 577 V/C Ratio(X) 1.55 0.63 0.35 0.76 0.55 0.63 0.94 0.98 0.60 0.79 0.79 0.47 Avail Cap(c_a), veh/h 386 1215 532 398 1275 529 162 2017 490 497 1930 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) 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 41.7 30.8 28.2 42.1 31.7 32.4 44.6 32.0 27.2 41.4 26.6 22.8 Incr Delay (d2), s/veh 259.0 1.1 0.8 3.9 0.9 3.1 52.5 15.6 1.6 3.3 2.6 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(50%),veh/ln18.3 5.9 2.6 2.7 4.8 4.9 2.9 12.4 5.6 3.1 9.4 4.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 300.7 31.8 29.0 46.0 32.6 35.5 97.1 47.6 28.9 44.6 29.2 24.0 LnGrp LOS F C C D C D F D C D C C
Approach Vol, veh/h 1326 934 2423 2022
Approach Delay, s/veh 152.8 36.6 48.4 30.6
Approach LOS F D D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.9 40.1 16.0 27.9 14.8 35.2 13.4 30.5 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s4.4 * 36 10.5 32.0 13.5 * 26 10.5 * 32 Max Q Clear Time (g_c+I1), s6.1 26.3 12.5 14.4 9.2 30.6 7.9 15.7 Green Ext Time (p_c), s 0.0 8.1 0.0 6.0 0.1 0.0 0.1 5.7 Intersection Summary
HCM 6th Ctrl Delay 62.0
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2602 of 3764 ends

The Preserve Cumulative Conditions
12: Sunrise Blvd & White Rock Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 410 1270 300 500 670 490 300 1000 200 460 1540 130 Future Volume (veh/h) 410 1270 300 500 670 490 300 1000 200 460 1540 130 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 446 1380 326 543 728 533 326 1087 217 500 1674 141 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 474 1081 480 375 1407 436 247 1242 383 354 1401 432 Arrive On Green 0.15 0.34 0.34 0.12 0.31 0.31 0.08 0.27 0.27 0.11 0.30 0.30 Sat Flow, veh/h 3110 3198 1419 3110 4595 1424 3110 4595 1417 3110 4595 1418 Grp Volume(v), veh/h 446 1380 326 543 728 533 326 1087 217 500 1674 141 Grp Sat Flow(s),veh/h/ln1555 1599 1419 1555 1532 1424 1555 1532 1417 1555 1532 1418 Q Serve(g_s), s 20.6 49.0 28.6 17.5 18.9 44.4 11.5 32.8 19.1 16.5 44.2 11.1 Cycle Q Clear(g_c), s 20.6 49.0 28.6 17.5 18.9 44.4 11.5 32.8 19.1 16.5 44.2 11.1 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 474 1081 480 375 1407 436 247 1242 383 354 1401 432 V/C Ratio(X) 0.94 1.28 0.68 1.45 0.52 1.22 1.32 0.87 0.57 1.41 1.20 0.33 Avail Cap(c_a), veh/h 474 1081 480 375 1407 436 247 1249 385 354 1401 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 60.8 48.0 41.3 63.8 41.5 50.3 66.7 50.6 45.6 64.3 50.4 38.9 Incr Delay (d2), s/veh 26.8 131.8 4.9 215.5 1.0 119.2 170.2 7.6 3.1 201.8 95.0 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(50%),veh/ln9.7 38.6 10.4 18.0 7.2 29.8 10.3 13.1 6.9 16.3 28.7 3.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 87.6 179.8 46.2 279.2 42.5 169.5 237.0 58.2 48.7 266.0 145.4 39.8 LnGrp LOS F F D F D F F E D F F D
Approach Vol, veh/h 2152 1804 1630 2315
Approach Delay, s/veh 140.5 151.3 92.7 165.0
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.0 50.0 27.6 50.4 22.0 45.0 23.0 55.0 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s11.5 * 44 22.1 44.4 16.5 * 39 17.5 49.0 Max Q Clear Time (g_c+I1), s13.5 46.2 22.6 46.4 18.5 34.8 19.5 51.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 3.7 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 140.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2603 of 3764 ends

The Preserve Cumulative Conditions
13: Zinfandel Dr & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 520 30 150 550 590 20 270 250 1430 730 610 Future Volume (veh/h) 130 520 30 150 550 590 20 270 250 1430 730 610 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 565 33 163 598 641 22 293 272 1554 793 663 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 113 859 50 188 1229 382 27 233 216 1022 1923 858 Arrive On Green 0.06 0.25 0.25 0.05 0.24 0.24 0.02 0.26 0.26 0.30 0.54 0.54 Sat Flow, veh/h 1781 3407 199 3456 5106 1585 1781 893 829 3456 3554 1585 Grp Volume(v), veh/h 141 294 304 163 598 641 22 0 565 1554 793 663 Grp Sat Flow(s),veh/h/ln1781 1777 1829 1728 1702 1585 1781 0 1721 1728 1777 1585 Q Serve(g_s), s 9.5 22.3 22.4 7.0 15.1 36.2 1.9 0.0 39.2 44.5 19.8 49.6 Cycle Q Clear(g_c), s 9.5 22.3 22.4 7.0 15.1 36.2 1.9 0.0 39.2 44.5 19.8 49.6 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.48 1.00 1.00
Lane Grp Cap(c), veh/h 113 448 461 188 1229 382 27 0 449 1022 1923 858 V/C Ratio(X) 1.25 0.66 0.66 0.87 0.49 1.68 0.80 0.00 1.26 1.52 0.41 0.77 Avail Cap(c_a), veh/h 113 448 461 188 1229 382 72 0 449 1022 1923 858 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 70.5 50.4 50.5 70.6 49.1 57.1 73.8 0.0 55.6 53.0 20.4 27.2 Incr Delay (d2), s/veh 167.7 2.8 2.8 30.6 0.1 317.3 17.7 0.0 133.7 239.0 0.1 4.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.5 10.0 10.3 3.8 6.3 47.8 1.0 0.0 33.3 52.7 8.0 18.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 238.2 53.2 53.2 101.2 49.2 374.4 91.6 0.0 189.3 291.9 20.4 31.2 LnGrp LOS F D D F D F F A F F C C
Approach Vol, veh/h 739 1402 587 3010
Approach Delay, s/veh 88.5 203.9 185.7 163.0
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s15.0 41.1 7.8 86.5 13.3 42.8 50.0 44.3 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s9.5 * 36 6.1 * 77 * 8.2 * 38 44.5 * 39 Max Q Clear Time (g_c+I1), s11.5 38.2 3.9 51.6 9.0 24.4 46.5 41.2 Green Ext Time (p_c), s 0.0 0.0 0.0 2.0 0.0 0.8 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 165.7
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2604 of 3764 ends

The Preserve Cumulative Conditions
14: Sunrise Blvd & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 610 1270 630 190 550 320 450 1030 80 370 2680 220 Future Volume (veh/h) 610 1270 630 190 550 320 450 1030 80 370 2680 220 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 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 663 1380 685 207 598 348 489 1120 87 402 2913 239 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 393 1517 471 155 1165 357 298 1813 556 448 2034 631 Arrive On Green 0.11 0.30 0.30 0.04 0.23 0.23 0.09 0.35 0.35 0.13 0.40 0.40 Sat Flow, veh/h 3456 5106 1585 3456 5106 1564 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 663 1380 685 207 598 348 489 1120 87 402 2913 239 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1564 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 16.5 37.8 43.1 6.5 14.9 32.0 12.5 26.3 5.5 16.6 57.8 15.5 Cycle Q Clear(g_c), s 16.5 37.8 43.1 6.5 14.9 32.0 12.5 26.3 5.5 16.6 57.8 15.5 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 393 1517 471 155 1165 357 298 1813 556 448 2034 631 V/C Ratio(X) 1.69 0.91 1.45 1.34 0.51 0.98 1.64 0.62 0.16 0.90 1.43 0.38 Avail Cap(c_a), veh/h 393 1517 471 155 1165 357 298 1813 556 588 2034 631 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 64.3 49.1 51.0 69.3 49.0 55.6 66.3 38.7 32.0 62.2 43.6 30.9 Incr Delay (d2), s/veh 320.1 8.3 216.3 188.8 0.2 40.7 303.9 0.5 0.0 11.8 197.4 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(50%),veh/ln24.5 16.5 44.6 6.9 6.1 16.2 17.9 10.6 2.0 7.8 60.0 5.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 384.4 57.4 267.3 258.1 49.1 96.3 370.2 39.1 32.0 74.0 241.0 31.1 LnGrp LOS F E F F D F F D C E F C
Approach Vol, veh/h 2728 1153 1696 3554
Approach Delay, s/veh 189.6 100.9 134.2 208.0
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s24.3 58.9 12.0 49.9 18.0 65.2 22.0 39.9 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s24.7 * 46 6.5 * 43 12.5 * 58 16.5 33.0 Max Q Clear Time (g_c+I1), s18.6 28.3 8.5 45.1 14.5 59.8 18.5 34.0 Green Ext Time (p_c), s 0.2 2.4 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 175.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2605 of 3764 ends

The Preserve Cumulative Conditions
15: Douglas Road & Americano Boulevard PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 15
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 280 660 100 70 420 30 50 100 80 140 310 220 Future Volume (veh/h) 280 660 100 70 420 30 50 100 80 140 310 220 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 304 717 109 76 457 33 54 109 87 152 337 239 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 352 1140 509 105 597 266 111 302 256 207 406 344 Arrive On Green 0.20 0.32 0.32 0.06 0.17 0.17 0.06 0.16 0.16 0.12 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 1870 1585 1781 1870 1585 Grp Volume(v), veh/h 304 717 109 76 457 33 54 109 87 152 337 239 Grp Sat Flow(s),veh/h/ln1781 1777 1585 1781 1777 1585 1781 1870 1585 1781 1870 1585 Q Serve(g_s), s 10.1 10.5 3.1 2.6 7.5 1.1 1.8 3.2 3.0 5.1 10.5 8.5 Cycle Q Clear(g_c), s 10.1 10.5 3.1 2.6 7.5 1.1 1.8 3.2 3.0 5.1 10.5 8.5 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 352 1140 509 105 597 266 111 302 256 207 406 344 V/C Ratio(X) 0.86 0.63 0.21 0.72 0.77 0.12 0.49 0.36 0.34 0.74 0.83 0.70 Avail Cap(c_a), veh/h 453 1896 846 215 1374 613 668 702 595 756 793 672 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 23.8 17.7 15.2 28.3 24.4 21.7 27.8 22.9 22.8 26.2 22.9 22.1 Incr Delay (d2), s/veh 10.9 0.2 0.1 8.9 0.8 0.1 1.2 0.3 0.3 1.9 1.7 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(50%),veh/ln4.6 3.4 1.0 1.2 2.7 0.4 0.8 1.3 1.1 2.1 4.5 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.7 17.9 15.3 37.2 25.1 21.7 29.0 23.2 23.1 28.1 24.6 23.1 LnGrp LOS C B B D C C C C C C C C
Approach Vol, veh/h 1130 566 250 728
Approach Delay, s/veh 22.2 26.6 24.4 24.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s17.5 15.8 9.2 18.8 8.1 25.2 12.6 15.4 Change Period (Y+Rc), s* 5.4 * 5.5 5.4 * 5.5 4.5 * 5.5 5.5 * 5.5 Max Green Setting (Gmax), s* 16 * 24 23.0 * 26 7.4 * 33 26.0 * 23 Max Q Clear Time (g_c+I1), s12.1 9.5 3.8 12.5 4.6 12.5 7.1 5.2 Green Ext Time (p_c), s 0.0 0.8 0.0 0.7 0.0 1.4 0.1 0.2 Intersection Summary
HCM 6th Ctrl Delay 24.0
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2606 of 3764 ends

The Preserve Cumulative Conditions
16: Sunrise Blvd & Jackson Rd/SR-16 PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 16
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 500 830 20 180 380 200 10 960 170 300 1680 290 Future Volume (veh/h) 500 830 20 180 380 200 10 960 170 300 1680 290 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 543 902 22 196 413 217 11 1043 185 326 1826 315 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 279 632 536 113 458 388 36 997 445 303 1530 931 Arrive On Green 0.16 0.34 0.34 0.06 0.24 0.24 0.02 0.28 0.28 0.17 0.43 0.43 Sat Flow, veh/h 1781 1870 1585 1781 1870 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 543 902 22 196 413 217 11 1043 185 326 1826 315 Grp Sat Flow(s),veh/h/ln1781 1870 1585 1781 1870 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 23.5 50.7 1.4 9.5 32.1 18.0 0.9 42.1 14.3 25.5 64.6 15.4 Cycle Q Clear(g_c), s 23.5 50.7 1.4 9.5 32.1 18.0 0.9 42.1 14.3 25.5 64.6 15.4 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 279 632 536 113 458 388 36 997 445 303 1530 931 V/C Ratio(X) 1.95 1.43 0.04 1.74 0.90 0.56 0.31 1.05 0.42 1.08 1.19 0.34 Avail Cap(c_a), veh/h 279 632 536 113 458 388 226 997 445 303 1530 931 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 63.3 49.7 33.3 70.3 54.9 49.6 72.5 53.9 43.9 62.2 42.7 15.9 Incr Delay (d2), s/veh 438.5 201.2 0.0 365.9 20.4 1.1 1.8 41.2 0.2 73.6 93.6 0.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln44.3 57.8 0.5 15.7 17.1 7.0 0.4 23.7 5.5 17.3 46.4 5.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 501.7 250.8 33.3 436.1 75.3 50.7 74.3 95.1 44.2 135.8 136.3 16.0 LnGrp LOS F F C F E D E F D F F B
Approach Vol, veh/h 1467 826 1239 2467
Approach Delay, s/veh 340.4 154.5 87.3 120.9
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s28.0 43.5 7.5 71.0 14.0 57.5 30.0 48.5 Change Period (Y+Rc), s 4.5 6.8 4.5 * 6.4 4.5 6.8 4.5 6.4 Max Green Setting (Gmax), s23.5 36.7 19.0 * 49 9.5 50.7 25.5 42.1 Max Q Clear Time (g_c+I1), s25.5 34.1 2.9 66.6 11.5 52.7 27.5 44.1 Green Ext Time (p_c), s 0.0 0.5 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 172.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2607 of 3764 ends

The Preserve Cumulative Conditions
17: Grant Line Rd & Jackson Rd/SR-16 PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 17
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 970 10 100 420 140 10 740 100 240 890 240 Future Volume (veh/h) 310 970 10 100 420 140 10 740 100 240 890 240 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 337 1054 11 109 457 152 11 804 109 261 967 261 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 313 880 9 89 469 156 13 669 91 195 872 235
Arrive On Green 0.18 0.48 0.48 0.05 0.35 0.35 0.01 0.21 0.21 0.11 0.32 0.32 Sat Flow, veh/h 1781 1848 19 1781 1338 445 1781 3144 426 1781 2768 745 Grp Volume(v), veh/h 337 0 1065 109 0 609 11 454 459 261 620 608 Grp Sat Flow(s),veh/h/ln1781 0 1867 1781 0 1784 1781 1777 1794 1781 1777 1736 Q Serve(g_s), s 26.4 0.0 71.6 7.5 0.0 50.7 0.9 32.0 32.0 16.5 47.4 47.4 Cycle Q Clear(g_c), s 26.4 0.0 71.6 7.5 0.0 50.7 0.9 32.0 32.0 16.5 47.4 47.4 Prop In Lane 1.00 0.01 1.00 0.25 1.00 0.24 1.00 0.43
Lane Grp Cap(c), veh/h 313 0 889 89 0 625 13 378 382 195 560 547 V/C Ratio(X) 1.08 0.00 1.20 1.23 0.00 0.97 0.84 1.20 1.20 1.34 1.11 1.11 Avail Cap(c_a), veh/h 313 0 889 89 0 625 59 378 382 195 560 547 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 0.00 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 62.0 0.0 39.4 71.4 0.0 48.2 74.6 59.2 59.2 66.9 51.5 51.5 Incr Delay (d2), s/veh 73.2 0.0 100.1 168.6 0.0 29.4 37.9 113.5 113.4 181.5 70.6 73.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln17.9 0.0 55.0 7.5 0.0 26.5 0.6 25.8 26.0 17.1 31.1 30.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 135.2 0.0 139.5 240.0 0.0 77.6 112.5 172.7 172.6 248.5 122.1 124.5 LnGrp LOS F A F F A E F F F F F F
Approach Vol, veh/h 1402 718 924 1489
Approach Delay, s/veh 138.5 102.3 171.9 145.2
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s30.9 59.5 5.6 54.4 12.0 78.4 21.0 39.0 Change Period (Y+Rc), s 4.5 6.8 4.5 * 7 4.5 * 6.8 4.5 7.0 Max Green Setting (Gmax), s26.4 52.3 5.0 * 44 7.5 * 72 16.5 32.0 Max Q Clear Time (g_c+I1), s28.4 52.7 2.9 49.4 9.5 73.6 18.5 34.0 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 141.8
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2608 of 3764 ends

The Preserve Cumulative Conditions
18: Grant Line Rd & Kiefer Blvd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 18
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 10 190 20 10 30 180 920 10 280 980 200 Future Volume (veh/h) 130 10 190 20 10 30 180 920 10 280 980 200 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 11 207 22 11 33 196 1000 11 304 1065 217 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 235 302 256 44 221 187 252 1250 558 355 1699 758 Arrive On Green 0.07 0.16 0.16 0.02 0.12 0.12 0.07 0.35 0.35 0.20 0.48 0.48 Sat Flow, veh/h 3456 1870 1585 1781 1870 1585 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 141 11 207 22 11 33 196 1000 11 304 1065 217 Grp Sat Flow(s),veh/h/ln1728 1870 1585 1781 1870 1585 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 2.7 0.3 8.6 0.8 0.4 1.3 3.8 17.4 0.3 11.3 15.3 5.7 Cycle Q Clear(g_c), s 2.7 0.3 8.6 0.8 0.4 1.3 3.8 17.4 0.3 11.3 15.3 5.7 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 235 302 256 44 221 187 252 1250 558 355 1699 758 V/C Ratio(X) 0.60 0.04 0.81 0.49 0.05 0.18 0.78 0.80 0.02 0.86 0.63 0.29 Avail Cap(c_a), veh/h 252 491 416 130 491 416 252 1607 717 468 2282 1018 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 31.0 24.3 27.7 33.0 26.8 27.2 31.2 20.0 14.5 26.5 13.3 10.8 Incr Delay (d2), s/veh 3.5 0.0 6.1 8.3 0.1 0.4 14.2 2.3 0.0 11.5 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(50%),veh/ln1.2 0.2 3.4 0.4 0.2 0.5 1.9 6.2 0.1 5.2 4.6 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.5 24.3 33.8 41.2 26.9 27.7 45.4 22.3 14.5 38.0 13.7 11.0 LnGrp LOS C C C D C C D C B D B B
Approach Vol, veh/h 359 66 1207 1586
Approach Delay, s/veh 33.8 32.1 26.0 18.0
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.5 37.3 6.2 15.5 18.2 28.6 9.2 12.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s5.0 44.0 5.0 18.0 18.0 31.0 5.0 18.0 Max Q Clear Time (g_c+I1), s5.8 17.3 2.8 10.6 13.3 19.4 4.7 3.3 Green Ext Time (p_c), s 0.0 8.2 0.0 0.4 0.4 4.7 0.0 0.1 Intersection Summary
HCM 6th Ctrl Delay 23.1
HCM 6th LOS C
ITEM 11.1. ATTACHMENT 4

Page 2609 of 3764 ends

The Preserve Cumulative Conditions
19: Grant Line Rd & Douglas Road PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 19
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 480 240 250 80 130 30 70 1060 60 50 1340 360 Future Volume (veh/h) 480 240 250 80 130 30 70 1060 60 50 1340 360 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 522 261 272 87 141 33 76 1152 65 54 1457 391 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 591 263 275 108 299 70 122 1520 678 70 1531 683 Arrive On Green 0.17 0.31 0.31 0.06 0.20 0.20 0.04 0.43 0.43 0.04 0.43 0.43 Sat Flow, veh/h 3456 839 874 1781 1466 343 3456 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 522 0 533 87 0 174 76 1152 65 54 1457 391 Grp Sat Flow(s),veh/h/ln1728 0 1713 1781 0 1809 1728 1777 1585 1781 1777 1585 Q Serve(g_s), s 18.5 0.0 38.8 6.0 0.0 10.6 2.7 34.3 3.1 3.8 49.5 23.3 Cycle Q Clear(g_c), s 18.5 0.0 38.8 6.0 0.0 10.6 2.7 34.3 3.1 3.8 49.5 23.3 Prop In Lane 1.00 0.51 1.00 0.19 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 591 0 538 108 0 369 122 1520 678 70 1531 683 V/C Ratio(X) 0.88 0.00 0.99 0.80 0.00 0.47 0.62 0.76 0.10 0.77 0.95 0.57 Avail Cap(c_a), veh/h 715 0 538 108 0 369 552 1948 869 142 1653 737 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 50.6 0.0 42.7 58.0 0.0 43.9 59.5 30.3 21.4 59.6 34.3 26.9 Incr Delay (d2), s/veh 11.0 0.0 36.2 34.1 0.0 0.9 1.9 0.9 0.0 16.5 11.7 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(50%),veh/ln8.5 0.0 20.8 3.7 0.0 4.9 1.2 13.7 1.1 2.0 22.0 8.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 61.6 0.0 78.9 92.1 0.0 44.8 61.5 31.2 21.4 76.0 46.1 27.4 LnGrp LOS E A E F A D E C C E D C
Approach Vol, veh/h 1055 261 1293 1902
Approach Delay, s/veh 70.4 60.6 32.5 43.1
Approach LOS E E C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.0 60.0 25.9 30.2 9.4 59.6 12.1 44.0 Change Period (Y+Rc), s* 4.6 * 6.1 4.5 * 4.7 4.5 * 6.1 4.5 * 4.7 Max Green Setting (Gmax), s* 20 * 58 25.9 * 21 10.0 * 69 7.6 * 39 Max Q Clear Time (g_c+I1), s4.7 51.5 20.5 12.6 5.8 36.3 8.0 40.8 Green Ext Time (p_c), s 0.0 2.4 0.9 0.5 0.0 2.5 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 47.4
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2610 of 3764 ends

The Preserve Cumulative Conditions
20: Grant Line Rd & Raymer Way PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 20
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 30 130 100 30 260 140 1270 80 300 1790 330 Future Volume (veh/h) 190 30 130 100 30 260 140 1270 80 300 1790 330 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 207 33 141 109 33 283 152 1380 87 326 1946 359 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 170 27 116 171 52 195 137 1419 633 310 1765 787 Arrive On Green 0.18 0.18 0.18 0.12 0.12 0.12 0.08 0.40 0.40 0.17 0.50 0.50 Sat Flow, veh/h 929 148 633 1383 419 1585 1781 3554 1585 1781 3554 1585 Grp Volume(v), veh/h 381 0 0 142 0 283 152 1380 87 326 1946 359 Grp Sat Flow(s),veh/h/ln1710 0 0 1801 0 1585 1781 1777 1585 1781 1777 1585 Q Serve(g_s), s 27.5 0.0 0.0 11.3 0.0 18.5 11.5 57.2 5.2 26.1 74.5 22.1 Cycle Q Clear(g_c), s 27.5 0.0 0.0 11.3 0.0 18.5 11.5 57.2 5.2 26.1 74.5 22.1 Prop In Lane 0.54 0.37 0.77 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 313 0 0 222 0 195 137 1419 633 310 1765 787 V/C Ratio(X) 1.22 0.00 0.00 0.64 0.00 1.45 1.11 0.97 0.14 1.05 1.10 0.46 Avail Cap(c_a), veh/h 313 0 0 222 0 195 137 1419 633 310 1765 787 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 61.3 0.0 0.0 62.6 0.0 65.8 69.2 44.2 28.6 62.0 37.8 24.6 Incr Delay (d2), s/veh 122.5 0.0 0.0 6.0 0.0 227.8 110.6 17.7 0.1 65.4 55.3 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(50%),veh/ln22.6 0.0 0.0 5.6 0.0 19.9 9.3 27.2 1.9 17.0 43.3 8.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 183.8 0.0 0.0 68.6 0.0 293.5 179.8 61.9 28.7 127.3 93.0 25.0 LnGrp LOS F A A E A F F E C F F C
Approach Vol, veh/h 381 425 1619 2631
Approach Delay, s/veh 183.8 218.4 71.2 88.0
Approach LOS F F E F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s30.6 64.4 32.0 16.0 79.0 23.0
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s26.1 59.9 27.5 11.5 74.5 18.5 Max Q Clear Time (g_c+I1), s28.1 59.2 29.5 13.5 76.5 20.5 Green Ext Time (p_c), s 0.0 0.5 0.0 0.0 0.0 0.0
Intersection Summary
HCM 6th Ctrl Delay 100.8
HCM 6th LOS F
ITEM 11.1. ATTACHMENT 4

Page 2611 of 3764 ends

The Preserve Cumulative Conditions
21: Grant Line Rd/White Rock Rd & White Rock Road PM Peak Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 21
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Volume (veh/h) 1480 380 250 1480 2030 560
Future Volume (veh/h) 1480 380 250 1480 2030 560
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1609 413 272 1609 2207 609
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1163 687 172 2064 1590 709
Arrive On Green 0.34 0.34 0.10 0.58 0.45 0.45
Sat Flow, veh/h 3456 1585 1781 3647 3647 1585
Grp Volume(v), veh/h 1609 413 272 1609 2207 609
Grp Sat Flow(s),veh/h/ln1728 1585 1781 1777 1777 1585
Q Serve(g_s), s 50.5 30.0 14.5 52.0 67.1 51.7
Cycle Q Clear(g_c), s 50.5 30.0 14.5 52.0 67.1 51.7
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1163 687 172 2064 1590 709
V/C Ratio(X) 1.38 0.60 1.58 0.78 1.39 0.86
Avail Cap(c_a), veh/h 1163 687 172 2071 1590 709
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 49.7 32.6 67.8 24.1 41.5 37.2
Incr Delay (d2), s/veh 177.8 1.0 286.7 1.8 178.7 9.9
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln50.4 27.1 20.1 20.3 66.8 20.7
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 227.5 33.6 354.5 25.9 220.2 47.1
LnGrp LOS F C F C F D
Approach Vol, veh/h 2022 1881 2816
Approach Delay, s/veh 187.9 73.4 182.7
Approach LOS F E F
Timer - Assigned Phs 1 2 4 6
Phs Duration (G+Y+Rc), s20.0 74.0 56.0 94.0
Change Period (Y+Rc), s 5.5 * 6.9 5.5 * 6.9
Max Green Setting (Gmax), s14.5 * 67 50.5 * 87
Max Q Clear Time (g_c+I1), s16.5 69.1 52.5 54.0
Green Ext Time (p_c), s 0.0 0.0 0.0 4.0
Intersection Summary
HCM 6th Ctrl Delay 153.7
HCM 6th LOS F
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2612 of 3764 ends

The Preserve Cumulative Conditions
22: White Rock Rd & Prairie City Rd PM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 22
Movement EBL EBT WBU WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 1300 2110 0 1590 450 230 990
Future Volume (veh/h) 1300 2110 0 1590 450 230 990
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 1413 2293 1728 489 250 1076
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1055 2424 1215 542 422 375
Arrive On Green 0.31 0.68 0.34 0.34 0.24 0.24
Sat Flow, veh/h 3456 3647 3647 1585 1781 1585
Grp Volume(v), veh/h 1413 2293 1728 489 250 1076
Grp Sat Flow(s),veh/h/ln1728 1777 1777 1585 1781 1585
Q Serve(g_s), s 45.8 86.8 51.3 44.0 18.7 35.5
Cycle Q Clear(g_c), s 45.8 86.8 51.3 44.0 18.7 35.5
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 1055 2424 1215 542 422 375
V/C Ratio(X) 1.34 0.95 1.42 0.90 0.59 2.87
Avail Cap(c_a), veh/h 1055 2424 1215 542 422 375
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 52.1 21.4 49.3 47.0 50.8 57.3
Incr Delay (d2), s/veh 159.1 8.7 194.7 17.8 1.5 848.1
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln42.2 32.8 54.5 19.2 8.3 102.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 211.2 30.0 244.0 64.8 52.4 905.3
LnGrp LOS F C F E D F
Approach Vol, veh/h 3706 2217 1326
Approach Delay, s/veh 99.1 204.5 744.5
Approach LOS F F F
Timer - Assigned Phs 1 2 6 8
Phs Duration (G+Y+Rc), s51.0 58.0 109.0 41.0
Change Period (Y+Rc), s* 5.2 * 6.7 * 6.7 5.5
Max Green Setting (Gmax), s* 46 * 51 * 93 35.5
Max Q Clear Time (g_c+I1), s47.8 53.3 88.8 37.5
Green Ext Time (p_c), s 0.0 0.0 2.7 0.0
Intersection Summary
HCM 6th Ctrl Delay 249.4
HCM 6th LOS F
Notes
User approved ignoring U-Turning movement.
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2613 of 3764 ends

The Preserve Rancho Cordova,
DRAFT Transportation Impact Analysis California

Appendix E

Analysis Worksheets for
Cumulative (2035) plus Proposed Project Conditions
ITEM 11.1. ATTACHMENT 4

Page 2614 of 3764 ends

The Preserve Cumulative plus Project Conditions
1: Mather Field Rd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1120 0 300 0 1230 1080 0 1460 650 Future Volume (veh/h) 0 0 0 1120 0 300 0 1230 1080 0 1460 650 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 772 624 326 0 1337 0 0 1587 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 0 2 2
Cap, veh/h 979 634 331 0 1531 0 1531
Arrive On Green 0.55 0.55 0.55 0.00 0.30 0.00 0.00 0.30 0.00 Sat Flow, veh/h 1781 1154 603 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 772 0 950 0 1337 0 0 1587 0
Grp Sat Flow(s),veh/h/ln 1781 0 1757 0 1702 1585 0 1702 1585 Q Serve(g_s), s 22.6 0.0 34.9 0.0 16.3 0.0 0.0 19.7 0.0 Cycle Q Clear(g_c), s 22.6 0.0 34.9 0.0 16.3 0.0 0.0 19.7 0.0 Prop In Lane 1.00 0.34 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 979 0 965 0 1531 0 1531
V/C Ratio(X) 0.79 0.00 0.98 0.00 0.87 0.00 1.04
Avail Cap(c_a), veh/h 979 0 965 0 1531 0 1531
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.8 0.0 14.5 0.0 21.8 0.0 0.0 23.0 0.0 Incr Delay (d2), s/veh 4.0 0.0 25.0 0.0 5.7 0.0 0.0 33.0 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(50%),veh/ln 8.3 0.0 17.7 0.0 6.4 0.0 0.0 11.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 15.8 0.0 39.5 0.0 27.5 0.0 0.0 56.0 0.0 LnGrp LOS B A D A C A F
Approach Vol, veh/h 1722 1337 A 1587 A
Approach Delay, s/veh 28.9 27.5 56.0
Approach LOS C C E
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 24.7 24.7 41.0
Change Period (Y+Rc), s * 5 5.0 4.9
Max Green Setting (Gmax), s * 20 19.0 36.1
Max Q Clear Time (g_c+I1), s 21.7 18.3 36.9
Green Ext Time (p_c), s 0.0 0.3 0.0
Intersection Summary
HCM 6th Ctrl Delay 37.7
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2615 of 3764 ends

The Preserve Cumulative plus Project Conditions
2: Mather Field Rd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 310 0 1170 0 0 0 0 1670 420 0 2010 480 Future Volume (veh/h) 310 0 1170 0 0 0 0 1670 420 0 2010 480 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 225 0 1392 0 1815 0 0 2185 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 0 2 2
Cap, veh/h 784 0 1394 0 2322 0 2322
Arrive On Green 0.44 0.00 0.44 0.00 0.45 0.00 0.00 0.45 0.00 Sat Flow, veh/h 1781 0 3166 0 5443 0 0 5274 1585
Grp Volume(v), veh/h 225 0 1392 0 1815 0 0 2185 0
Grp Sat Flow(s),veh/h/ln1781 0 1583 0 1702 0 0 1702 1585 Q Serve(g_s), s 8.0 0.0 43.5 0.0 29.8 0.0 0.0 40.4 0.0
Cycle Q Clear(g_c), s 8.0 0.0 43.5 0.0 29.8 0.0 0.0 40.4 0.0 Prop In Lane 1.00 1.00 0.00 0.00 0.00 1.00
Lane Grp Cap(c), veh/h 784 0 1394 0 2322 0 2322
V/C Ratio(X) 0.29 0.00 1.00 0.00 0.78 0.00 0.94
Avail Cap(c_a), veh/h 784 0 1394 0 2372 0 2398
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 17.8 0.0 27.7 0.0 22.8 0.0 0.0 25.7 0.0 Incr Delay (d2), s/veh 0.1 0.0 23.7 0.0 1.6 0.0 0.0 8.0 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(50%),veh/ln3.2 0.0 20.1 0.0 11.1 0.0 0.0 16.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.8 0.0 51.4 0.0 24.4 0.0 0.0 33.7 0.0 LnGrp LOS B A D A C A C
Approach Vol, veh/h 1617 1815 A 2185 A
Approach Delay, s/veh 46.8 24.4 33.7
Approach LOS D C C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 50.0 49.0 50.0
Change Period (Y+Rc), s * 5 * 5.4 5.0
Max Green Setting (Gmax), s * 47 * 44 46.0
Max Q Clear Time (g_c+I1), s 42.4 45.5 31.8
Green Ext Time (p_c), s 2.6 0.0 4.6
Intersection Summary
HCM 6th Ctrl Delay 34.5
HCM 6th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2616 of 3764 ends

The Preserve Cumulative plus Project Conditions
3: Mather Field Rd & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 3
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 2110 1220 420 1910 450 70
Future Volume (veh/h) 2110 1220 420 1910 450 70
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
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 2293 0 457 2076 489 76
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 2809 353 4005 537 246
Arrive On Green 0.55 0.00 0.20 0.78 0.16 0.16
Sat Flow, veh/h 5443 0 1781 5274 3456 1585
Grp Volume(v), veh/h 2293 0 457 2076 489 76
Grp Sat Flow(s),veh/h/ln1702 0 1781 1702 1728 1585
Q Serve(g_s), s 51.7 0.0 27.9 20.8 19.6 6.0
Cycle Q Clear(g_c), s 51.7 0.0 27.9 20.8 19.6 6.0
Prop In Lane 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 2809 353 4005 537 246
V/C Ratio(X) 0.82 1.30 0.52 0.91 0.31
Avail Cap(c_a), veh/h 2879 353 4075 711 326
HCM Platoon Ratio 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
Uniform Delay (d), s/veh 25.9 0.0 56.5 5.5 58.6 52.8
Incr Delay (d2), s/veh 2.1 0.0 152.8 0.2 11.3 0.3
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln20.1 0.0 27.2 5.8 9.3 2.4
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 28.0 0.0 209.4 5.7 69.9 53.1
LnGrp LOS C F A E D
Approach Vol, veh/h 2293 A 2533 565
Approach Delay, s/veh 28.0 42.5 67.6
Approach LOS C D E
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 115.6 33.0 82.6 25.4
Change Period (Y+Rc), s 5.0 * 5.1 5.0 3.5
Max Green Setting (Gmax), s 112.5 * 28 79.5 29.0
Max Q Clear Time (g_c+I1), s 22.8 29.9 53.7 21.6
Green Ext Time (p_c), s 62.7 0.0 23.9 0.3
Intersection Summary
HCM 6th Ctrl Delay 39.0
HCM 6th LOS D
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2617 of 3764 ends

The Preserve Cumulative plus Project Conditions
4: Zinfandel Dr & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 1570 0 370 0 1302 859 0 951 360 Future Volume (veh/h) 0 0 0 1570 0 370 0 1302 859 0 951 360 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1707 0 402 0 1415 0 0 1034 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 0 2 0 2 2 0 2 2
Cap, veh/h 1732 0 794 0 1668 0 1668
Arrive On Green 0.50 0.00 0.50 0.00 0.33 0.00 0.00 0.33 0.00 Sat Flow, veh/h 3456 0 1585 0 5274 2790 0 5274 1585
Grp Volume(v), veh/h 1707 0 402 0 1415 0 0 1034 0
Grp Sat Flow(s),veh/h/ln 1728 0 1585 0 1702 1395 0 1702 1585 Q Serve(g_s), s 25.7 0.0 9.0 0.0 13.6 0.0 0.0 9.0 0.0
Cycle Q Clear(g_c), s 25.7 0.0 9.0 0.0 13.6 0.0 0.0 9.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1732 0 794 0 1668 0 1668
V/C Ratio(X) 0.99 0.00 0.51 0.00 0.85 0.00 0.62
Avail Cap(c_a), veh/h 1732 0 794 0 1873 0 1873
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 13.0 0.0 8.8 0.0 16.6 0.0 0.0 15.0 0.0 Incr Delay (d2), s/veh 18.2 0.0 0.5 0.0 3.2 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 11.9 0.0 2.5 0.0 4.6 0.0 0.0 2.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 31.2 0.0 9.3 0.0 19.7 0.0 0.0 15.3 0.0 LnGrp LOS C A A A B A B
Approach Vol, veh/h 2109 1415 A 1034 A
Approach Delay, s/veh 27.1 19.7 15.3
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 21.9 21.9 31.0
Change Period (Y+Rc), s 4.6 4.6 4.5
Max Green Setting (Gmax), s 19.4 19.4 26.5
Max Q Clear Time (g_c+I1), s 15.6 11.0 27.7
Green Ext Time (p_c), s 1.6 1.9 0.0
Intersection Summary
HCM 6th Ctrl Delay 22.1
HCM 6th LOS C
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2618 of 3764 ends

The Preserve Cumulative plus Project Conditions
5: Zinfandel Dr & US-50 EB Ramps & Gold Center Dr AM Peak Kimley-Horn Synchro 10 Report
HCM Signalized Intersection Capacity Analysis Page 1
Movement EBL2 EBL EBT EBR WBR WBR2 NBT NBR NBR2 SBT SBR Lane Configurations
Traffic Volume (vph) 500 10 950 1276 100 30 1531 530 80 1771 230 Future Volume (vph) 500 10 950 1276 100 30 1531 530 80 1771 230 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 6.8 6.8 6.8 4.5 4.6 4.6 4.0
Lane Util. Factor 0.91 0.86 0.91 0.88 0.86 0.91 1.00
Frpb, ped/bikes 1.00 0.99 0.98 1.00 0.99 1.00 0.98
Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Frt 1.00 0.94 0.85 0.85 0.96 1.00 0.85
Flt Protected 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (prot) 1610 3002 1418 2787 6103 5085 1545
Flt Permitted 0.95 1.00 1.00 1.00 1.00 1.00 1.00
Satd. Flow (perm) 1610 3002 1418 2787 6103 5085 1545
Peak-hour factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Adj. Flow (vph) 543 11 1033 1387 109 33 1664 576 87 1925 250 RTOR Reduction (vph) 0 0 1 30 72 0 5 0 0 0 0
Lane Group Flow (vph) 0 553 1671 719 70 0 2322 0 0 1925 250 Confl. Peds. (#/hr) 6 6 3 3 6
Confl. Bikes (#/hr) 2 3
Turn Type Split Split NA Perm Prot NA NA Free
Protected Phases 4 4 4 5 6 2
Permitted Phases 4 Free
Actuated Green, G (s) 55.2 55.2 55.2 6.3 42.4 53.2 119.8 Effective Green, g (s) 55.2 55.2 55.2 6.3 42.4 53.2 119.8 Actuated g/C Ratio 0.46 0.46 0.46 0.05 0.35 0.44 1.00
Clearance Time (s) 6.8 6.8 6.8 4.5 4.6 4.6
Vehicle Extension (s) 1.0 1.0 1.0 3.0 1.0 1.0
Lane Grp Cap (vph) 741 1383 653 146 2159 2258 1545
v/s Ratio Prot 0.34 c0.56 0.03 c0.38 c0.38
v/s Ratio Perm 0.51 0.16
v/c Ratio 0.75 1.21 1.10 0.48 1.16dr 0.85 0.16
Uniform Delay, d1 26.5 32.3 32.3 55.2 38.7 29.8 0.0
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 3.6 100.7 66.3 2.5 43.4 3.2 0.2
Delay (s) 30.1 133.0 98.6 57.6 82.1 33.0 0.2
Level of Service C F F E F C A
Approach Delay (s) 105.2 82.1 29.2
Approach LOS F F C
Intersection Summary
HCM 2000 Control Delay 75.6 HCM 2000 Level of Service E HCM 2000 Volume to Capacity ratio 1.15
Actuated Cycle Length (s) 119.8 Sum of lost time (s) 15.9 Intersection Capacity Utilization 97.0% ICU Level of Service F Analysis Period (min) 15
dr Defacto Right Lane. Recode with 1 though lane as a right lane. c Critical Lane Group
ITEM 11.1. ATTACHMENT 4

Page 2619 of 3764 ends

The Preserve Cumulative plus Project Conditions
6: Zinfandel Dr & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 230 170 30 50 250 451 40 1420 80 917 1950 740 Future Volume (veh/h) 230 170 30 50 250 451 40 1420 80 917 1950 740 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.97 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 250 185 33 54 272 490 43 1543 87 997 2120 804 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 142 863 147 93 341 1382 76 1692 95 894 2958 903 Arrive On Green 0.04 0.20 0.20 0.03 0.18 0.18 0.02 0.34 0.34 0.26 0.58 0.58 Sat Flow, veh/h 3456 4373 743 3563 1870 3077 3456 4943 279 3456 5106 1558 Grp Volume(v), veh/h 250 142 76 54 272 490 43 1063 567 997 2120 804 Grp Sat Flow(s),veh/h/ln1728 1702 1711 1781 1870 1539 1728 1702 1817 1728 1702 1558 Q Serve(g_s), s 5.3 4.5 4.8 1.9 18.0 13.7 1.6 38.6 38.6 33.5 38.7 58.1 Cycle Q Clear(g_c), s 5.3 4.5 4.8 1.9 18.0 13.7 1.6 38.6 38.6 33.5 38.7 58.1 Prop In Lane 1.00 0.43 1.00 1.00 1.00 0.15 1.00 1.00
Lane Grp Cap(c), veh/h 142 672 338 93 341 1382 76 1165 622 894 2958 903 V/C Ratio(X) 1.77 0.21 0.23 0.58 0.80 0.35 0.57 0.91 0.91 1.11 0.72 0.89 Avail Cap(c_a), veh/h 142 736 370 204 442 1548 131 1420 758 894 3235 987 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 62.1 43.5 43.6 62.3 50.6 24.0 62.7 40.7 40.7 48.0 19.6 23.7 Incr Delay (d2), s/veh 372.2 0.1 0.1 2.1 5.7 0.1 2.5 7.2 12.3 66.8 0.6 9.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln9.6 1.9 2.0 0.9 8.8 4.8 0.7 16.9 18.9 22.2 14.1 21.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 434.3 43.6 43.8 64.4 56.3 24.1 65.2 47.9 53.0 114.7 20.1 32.7 LnGrp LOS F D D E E C E D D F C C
Approach Vol, veh/h 468 816 1673 3921
Approach Delay, s/veh 252.3 37.5 50.1 46.8
Approach LOS F D D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s8.3 80.7 10.8 29.6 39.0 50.0 8.9 31.5 Change Period (Y+Rc), s 5.5 * 5.7 5.5 * 6 5.5 * 5.7 5.5 * 6 Max Green Setting (Gmax), s4.9 * 82 5.3 * 31 33.5 * 54 7.4 * 28 Max Q Clear Time (g_c+I1), s3.6 60.1 7.3 20.0 35.5 40.6 3.9 6.8 Green Ext Time (p_c), s 0.0 7.4 0.0 0.8 0.0 3.7 0.0 0.4 Intersection Summary
HCM 6th Ctrl Delay 60.5
HCM 6th LOS E
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2620 of 3764 ends

The Preserve Cumulative plus Project Conditions
7: Zinfandel Dr & International Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 260 960 540 790 1430 130 1270 1500 480 180 1040 620 Future Volume (veh/h) 260 960 540 790 1430 130 1270 1500 480 180 1040 620 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 283 1043 587 859 1554 141 1380 1630 522 196 1130 674 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 179 779 357 393 1486 454 798 2211 685 241 925 425 Arrive On Green 0.05 0.23 0.23 0.11 0.29 0.29 0.23 0.43 0.43 0.07 0.27 0.27 Sat Flow, veh/h 3456 3404 1560 3456 5106 1560 3456 5106 1582 3456 3404 1563 Grp Volume(v), veh/h 283 1043 587 859 1554 141 1380 1630 522 196 1130 674 Grp Sat Flow(s),veh/h/ln1728 1702 1560 1728 1702 1560 1728 1702 1582 1728 1702 1563 Q Serve(g_s), s 7.5 33.2 33.2 16.5 42.2 10.2 33.5 38.6 40.5 8.1 39.4 39.4 Cycle Q Clear(g_c), s 7.5 33.2 33.2 16.5 42.2 10.2 33.5 38.6 40.5 8.1 39.4 39.4 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 179 779 357 393 1486 454 798 2211 685 241 925 425 V/C Ratio(X) 1.58 1.34 1.64 2.18 1.05 0.31 1.73 0.74 0.76 0.81 1.22 1.59 Avail Cap(c_a), veh/h 179 779 357 393 1486 454 798 2211 685 265 925 425 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 68.8 55.9 55.9 64.3 51.4 40.1 55.8 34.2 34.8 66.5 52.8 52.8 Incr Delay (d2), s/veh 287.4 160.8 301.7 541.3 36.3 0.1 333.1 1.2 4.5 14.4 109.5 275.1 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln10.4 31.3 42.7 36.7 22.4 3.9 51.2 15.6 15.9 4.0 30.4 47.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 356.2 216.7 357.6 605.6 87.7 40.2 388.8 35.4 39.3 81.0 162.3 327.9 LnGrp LOS F F F F F D F D D F F F
Approach Vol, veh/h 1913 2554 3532 2000
Approach Delay, s/veh 280.6 259.2 174.1 210.2
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s39.0 45.0 13.0 48.0 15.6 68.4 22.0 39.0 Change Period (Y+Rc), s 5.5 * 5.6 5.5 5.8 5.5 * 5.6 5.5 5.8 Max Green Setting (Gmax), s33.5 * 39 7.5 42.2 11.1 * 62 16.5 33.2 Max Q Clear Time (g_c+I1), s35.5 41.4 9.5 44.2 10.1 42.5 18.5 35.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.0 0.0 4.6 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 223.4
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2621 of 3764 ends

The Preserve Cumulative plus Project Conditions
8: Sunrise Blvd & Zinfandel Dr AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 8
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 10 320 40 20 30 350 2789 10 150 3803 80 Future Volume (veh/h) 110 10 320 40 20 30 350 2789 10 150 3803 80 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 0.99 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 120 174 240 43 22 33 380 3032 11 163 4134 87 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 140 203 295 94 35 53 256 2618 9 120 2498 756 Arrive On Green 0.19 0.19 0.19 0.05 0.05 0.05 0.07 0.50 0.50 0.07 0.49 0.49 Sat Flow, veh/h 748 1085 1575 1781 673 1009 3456 5252 19 1781 5106 1545 Grp Volume(v), veh/h 294 0 240 43 0 55 380 1964 1079 163 4134 87 Grp Sat Flow(s),veh/h/ln1833 0 1575 1781 0 1682 1728 1702 1867 1781 1702 1545 Q Serve(g_s), s 16.6 0.0 15.6 2.5 0.0 3.4 7.9 53.2 53.2 7.2 52.2 3.3 Cycle Q Clear(g_c), s 16.6 0.0 15.6 2.5 0.0 3.4 7.9 53.2 53.2 7.2 52.2 3.3 Prop In Lane 0.41 1.00 1.00 0.60 1.00 0.01 1.00 1.00
Lane Grp Cap(c), veh/h 343 0 295 94 0 89 256 1697 931 120 2498 756 V/C Ratio(X) 0.86 0.00 0.81 0.46 0.00 0.62 1.49 1.16 1.16 1.36 1.66 0.12 Avail Cap(c_a), veh/h 550 0 472 534 0 504 256 1697 931 120 2498 756 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 42.0 0.0 41.6 49.1 0.0 49.5 49.4 26.8 26.8 49.8 27.3 14.8 Incr Delay (d2), s/veh 4.2 0.0 2.5 1.3 0.0 2.6 238.2 77.9 83.8 204.9 296.6 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(50%),veh/ln7.8 0.0 6.2 1.1 0.0 1.5 11.8 37.5 42.7 9.9 87.5 1.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 46.2 0.0 44.0 50.4 0.0 52.1 287.6 104.6 110.5 254.7 323.9 14.8 LnGrp LOS D A D D A D F F F F F B
Approach Vol, veh/h 534 98 3423 4384
Approach Delay, s/veh 45.2 51.3 126.8 315.2
Approach LOS D D F F
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.0 57.1 25.5 12.0 58.1 11.1
Change Period (Y+Rc), s* 5.1 * 4.9 5.5 * 4.8 * 4.9 5.5
Max Green Setting (Gmax), s* 7.9 * 52 32.0 * 7.2 * 53 32.0 Max Q Clear Time (g_c+I1), s9.9 54.2 18.6 9.2 55.2 5.4
Green Ext Time (p_c), s 0.0 0.0 0.7 0.0 0.0 0.1
Intersection Summary
HCM 6th Ctrl Delay 218.6
HCM 6th LOS F
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2622 of 3764 ends

The Preserve Cumulative plus Project Conditions
9: Sunrise Blvd & US-50 WB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 500 0 450 0 2499 350 0 2523 1720 Future Volume (veh/h) 0 0 0 500 0 450 0 2499 350 0 2523 1720 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 543 0 489 0 2716 0 0 2742 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 0 2 0 2 2 0 2 2
Cap, veh/h 774 0 624 0 3551 0 3231
Arrive On Green 0.22 0.00 0.22 0.00 0.63 0.00 0.00 0.63 0.00 Sat Flow, veh/h 3456 0 2790 0 5611 1585 0 5274 2790
Grp Volume(v), veh/h 543 0 489 0 2716 0 0 2742 0
Grp Sat Flow(s),veh/h/ln 1728 0 1395 0 1870 1585 0 1702 1395 Q Serve(g_s), s 9.6 0.0 10.9 0.0 22.8 0.0 0.0 28.2 0.0
Cycle Q Clear(g_c), s 9.6 0.0 10.9 0.0 22.8 0.0 0.0 28.2 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 774 0 624 0 3551 0 3231
V/C Ratio(X) 0.70 0.00 0.78 0.00 0.76 0.00 0.85
Avail Cap(c_a), veh/h 912 0 737 0 5359 0 4853
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 23.7 0.0 24.2 0.0 8.7 0.0 0.0 9.6 0.0 Incr Delay (d2), s/veh 2.0 0.0 4.7 0.0 0.2 0.0 0.0 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 %ile BackOfQ(50%),veh/ln 3.9 0.0 3.8 0.0 5.7 0.0 0.0 6.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 25.7 0.0 28.9 0.0 8.8 0.0 0.0 10.3 0.0 LnGrp LOS C A C A A A B
Approach Vol, veh/h 1032 2716 A 2742 A
Approach Delay, s/veh 27.2 8.8 10.3
Approach LOS C A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 46.9 46.9 19.3
Change Period (Y+Rc), s * 5 5.0 4.5
Max Green Setting (Gmax), s * 63 63.0 17.5
Max Q Clear Time (g_c+I1), s 24.8 30.2 12.9
Green Ext Time (p_c), s 11.9 11.7 1.9
Intersection Summary
HCM 6th Ctrl Delay 12.4
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2623 of 3764 ends

The Preserve Cumulative plus Project Conditions
10: Sunrise Blvd & US-50 EB Ramps AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 10
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1200 0 600 0 0 0 0 2279 560 0 2143 450 Future Volume (veh/h) 1200 0 600 0 0 0 0 2279 560 0 2143 450 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 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 0 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 1304 0 652 0 2477 0 0 2329 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 0 2 0 2 2 0 2 2
Cap, veh/h 1687 0 937 0 3621 0 2716
Arrive On Green 0.34 0.00 0.34 0.00 0.48 0.00 0.00 0.48 0.00 Sat Flow, veh/h 5023 0 2790 0 7481 1585 0 5611 1585
Grp Volume(v), veh/h 1304 0 652 0 2477 0 0 2329 0
Grp Sat Flow(s),veh/h/ln1674 0 1395 0 1870 1585 0 1870 1585 Q Serve(g_s), s 11.9 0.0 10.3 0.0 13.0 0.0 0.0 18.7 0.0 Cycle Q Clear(g_c), s 11.9 0.0 10.3 0.0 13.0 0.0 0.0 18.7 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1687 0 937 0 3621 0 2716
V/C Ratio(X) 0.77 0.00 0.70 0.00 0.68 0.00 0.86
Avail Cap(c_a), veh/h 1819 0 1010 0 4056 0 2998
HCM Platoon Ratio 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 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 15.2 0.0 14.7 0.0 10.2 0.0 0.0 11.6 0.0 Incr Delay (d2), s/veh 2.0 0.0 1.9 0.0 0.3 0.0 0.0 2.3 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(50%),veh/ln4.1 0.0 3.0 0.0 3.6 0.0 0.0 5.6 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.2 0.0 16.6 0.0 10.5 0.0 0.0 13.9 0.0 LnGrp LOS B A B A B A B
Approach Vol, veh/h 1956 2477 A 2329 A
Approach Delay, s/veh 17.0 10.5 13.9
Approach LOS B B B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 29.4 21.7 29.4
Change Period (Y+Rc), s * 4.7 4.5 4.7
Max Green Setting (Gmax), s * 28 18.5 27.3
Max Q Clear Time (g_c+I1), s 15.0 13.9 20.7
Green Ext Time (p_c), s 6.6 3.3 4.0
Intersection Summary
HCM 6th Ctrl Delay 13.5
HCM 6th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

ITEM 11.1. ATTACHMENT 4

Page 2624 of 3764 ends

The Preserve Cumulative plus Project Conditions
11: Sunrise Blvd & Folsom Blvd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 11
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 250 310 130 370 330 140 100 1719 110 230 2173 320 Future Volume (veh/h) 250 310 130 370 330 140 100 1719 110 230 2173 320 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.96 1.00 1.00 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 272 337 141 402 359 152 109 1868 120 250 2362 348 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 328 688 301 327 712 291 115 2807 690 305 2507 771 Arrive On Green 0.10 0.19 0.19 0.09 0.19 0.19 0.03 0.44 0.44 0.09 0.49 0.49 Sat Flow, veh/h 3456 3554 1553 3563 3741 1528 3456 6434 1581 3456 5106 1571 Grp Volume(v), veh/h 272 337 141 402 359 152 109 1868 120 250 2362 348 Grp Sat Flow(s),veh/h/ln1728 1777 1553 1781 1870 1528 1728 1609 1581 1728 1702 1571 Q Serve(g_s), s 9.3 10.1 9.7 11.0 10.3 10.7 3.8 27.6 5.5 8.5 52.5 17.4 Cycle Q Clear(g_c), s 9.3 10.1 9.7 11.0 10.3 10.7 3.8 27.6 5.5 8.5 52.5 17.4 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 328 688 301 327 712 291 115 2807 690 305 2507 771 V/C Ratio(X) 0.83 0.49 0.47 1.23 0.50 0.52 0.94 0.67 0.17 0.82 0.94 0.45 Avail Cap(c_a), veh/h 505 1145 500 327 999 408 115 2807 690 363 2510 772 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 53.3 43.1 42.9 54.4 43.5 43.6 57.8 26.8 20.6 53.7 28.9 19.9 Incr Delay (d2), s/veh 3.8 0.8 1.7 127.1 0.9 2.5 66.1 0.5 0.1 10.2 8.3 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(50%),veh/ln4.2 4.5 3.9 10.7 4.9 4.3 2.7 10.1 2.1 4.0 21.5 6.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 57.1 43.9 44.5 181.5 44.4 46.1 123.9 27.4 20.7 63.9 37.2 20.8 LnGrp LOS E D D F D D F C C E D C
Approach Vol, veh/h 750 913 2097 2960
Approach Delay, s/veh 48.8 105.1 32.0 37.5
Approach LOS D F C D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.5 64.6 16.9 28.8 16.1 58.1 16.5 29.2 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 * 6 Max Green Setting (Gmax), s4.0 * 59 17.5 32.0 12.6 * 50 11.0 * 39 Max Q Clear Time (g_c+I1), s5.8 54.5 11.3 12.7 10.5 29.6 13.0 12.1 Green Ext Time (p_c), s 0.0 4.3 0.1 4.5 0.0 10.9 0.0 4.1 Intersection Summary
HCM 6th Ctrl Delay 46.2
HCM 6th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2625 of 3764 ends

The Preserve Cumulative plus Project Conditions
12: Sunrise Blvd & White Rock Rd AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 12
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 170 498 80 600 964 259 530 1380 100 263 970 260 Future Volume (veh/h) 170 498 80 600 964 259 530 1380 100 263 970 260 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 0.99 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 1683 Adj Flow Rate, veh/h 185 541 87 652 1048 282 576 1500 109 286 1054 283 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 227 623 273 663 1541 477 580 1551 474 296 1130 345 Arrive On Green 0.07 0.19 0.19 0.21 0.34 0.34 0.19 0.34 0.34 0.10 0.25 0.25 Sat Flow, veh/h 3110 3198 1400 3110 4595 1423 3110 4595 1406 3110 4595 1401 Grp Volume(v), veh/h 185 541 87 652 1048 282 576 1500 109 286 1054 283 Grp Sat Flow(s),veh/h/ln1555 1599 1400 1555 1532 1423 1555 1532 1406 1555 1532 1401 Q Serve(g_s), s 8.4 23.4 7.6 29.9 28.1 23.5 26.4 45.9 8.0 13.1 32.1 27.3 Cycle Q Clear(g_c), s 8.4 23.4 7.6 29.9 28.1 23.5 26.4 45.9 8.0 13.1 32.1 27.3 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 227 623 273 663 1541 477 580 1551 474 296 1130 345 V/C Ratio(X) 0.82 0.87 0.32 0.98 0.68 0.59 0.99 0.97 0.23 0.97 0.93 0.82 Avail Cap(c_a), veh/h 315 671 294 663 1541 477 580 1552 475 296 1130 345 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 65.4 55.8 49.4 56.0 41.0 39.4 58.1 46.6 34.0 64.5 52.8 51.0 Incr Delay (d2), s/veh 7.7 12.3 1.4 30.6 2.0 4.2 35.3 15.9 0.5 43.1 14.0 16.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln3.5 10.3 2.7 14.2 10.6 8.6 13.0 19.2 2.8 6.9 13.5 10.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 73.1 68.1 50.8 86.6 43.0 43.6 93.3 62.5 34.5 107.6 66.8 67.0 LnGrp LOS E E D F D D F E C F E E
Approach Vol, veh/h 813 1982 2185 1623
Approach Delay, s/veh 67.4 57.4 69.2 74.0
Approach LOS E E E E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s32.2 41.0 15.9 54.0 19.1 54.1 36.0 33.9 Change Period (Y+Rc), s 5.5 * 5.8 5.5 6.0 5.5 * 5.8 5.5 6.0 Max Green Setting (Gmax), s26.7 * 35 14.5 46.0 13.6 * 48 30.5 30.0 Max Q Clear Time (g_c+I1), s28.4 34.1 10.4 30.1 15.1 47.9 31.9 25.4 Green Ext Time (p_c), s 0.0 0.8 0.0 12.3 0.0 0.3 0.0 2.2 Intersection Summary
HCM 6th Ctrl Delay 66.6
HCM 6th LOS E
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2626 of 3764 ends

The Preserve Cumulative plus Project Conditions
13: Zinfandel Dr & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 13
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 580 521 30 252 592 1290 10 790 91 470 230 120 Future Volume (veh/h) 580 521 30 252 592 1290 10 790 91 470 230 120 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 630 566 33 274 643 1402 11 859 99 511 250 130 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 207 1390 81 318 1942 595 13 495 57 218 1266 565 Arrive On Green 0.12 0.41 0.41 0.09 0.38 0.38 0.01 0.30 0.30 0.06 0.36 0.36 Sat Flow, veh/h 1781 3413 199 3456 5106 1564 1781 1646 190 3456 3554 1585 Grp Volume(v), veh/h 630 294 305 274 643 1402 11 0 958 511 250 130 Grp Sat Flow(s),veh/h/ln1781 1777 1835 1728 1702 1564 1781 0 1836 1728 1777 1585 Q Serve(g_s), s 17.5 17.7 17.8 11.8 13.4 57.2 0.9 0.0 45.2 9.5 7.3 8.6 Cycle Q Clear(g_c), s 17.5 17.7 17.8 11.8 13.4 57.2 0.9 0.0 45.2 9.5 7.3 8.6 Prop In Lane 1.00 0.11 1.00 1.00 1.00 0.10 1.00 1.00
Lane Grp Cap(c), veh/h 207 724 747 318 1942 595 13 0 552 218 1266 565 V/C Ratio(X) 3.04 0.41 0.41 0.86 0.33 2.36 0.84 0.00 1.74 2.34 0.20 0.23 Avail Cap(c_a), veh/h 207 724 747 423 1942 595 83 0 552 218 1266 565 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 66.5 31.7 31.7 67.3 33.0 46.6 74.6 0.0 52.6 70.5 33.5 33.9 Incr Delay (d2), s/veh 930.6 0.1 0.1 10.6 0.0 615.7 37.9 0.0 338.7 617.5 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(50%),veh/ln61.3 7.4 7.6 5.5 5.4 123.2 0.6 0.0 72.2 22.9 3.1 3.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 997.0 31.8 31.8 77.9 33.1 662.3 112.5 0.0 391.3 688.0 33.5 34.0 LnGrp LOS F C C E C F F A F F C C
Approach Vol, veh/h 1229 2319 969 891
Approach Delay, s/veh 526.6 418.8 388.2 408.9
Approach LOS F F F F
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s23.0 62.1 6.6 58.7 18.9 66.2 15.0 50.3 Change Period (Y+Rc), s 5.5 * 4.9 5.5 * 5.1 * 5.1 * 4.9 5.5 * 5.1 Max Green Setting (Gmax), s17.5 * 57 7.0 * 47 * 18 * 57 9.5 * 45 Max Q Clear Time (g_c+I1), s19.5 59.2 2.9 10.6 13.8 19.8 11.5 47.2 Green Ext Time (p_c), s 0.0 0.0 0.0 0.5 0.1 0.8 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 436.2
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2627 of 3764 ends

The Preserve Cumulative plus Project Conditions
14: Sunrise Blvd & Douglas Road AM Peak
Kimley-Horn Synchro 10 Report
HCM 6th Signalized Intersection Summary Page 14
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 470 493 240 90 1189 460 970 2170 130 200 1060 310 Future Volume (veh/h) 470 493 240 90 1189 460 970 2170 130 200 1060 310 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 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 511 536 261 98 1292 500 1054 2359 141 217 1152 337 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 393 1539 478 142 1168 363 798 2206 676 179 1291 401 Arrive On Green 0.11 0.30 0.30 0.04 0.23 0.23 0.23 0.43 0.43 0.05 0.25 0.25 Sat Flow, veh/h 3456 5106 1585 3456 5106 1585 3456 5106 1565 3456 5106 1585 Grp Volume(v), veh/h 511 536 261 98 1292 500 1054 2359 141 217 1152 337 Grp Sat Flow(s),veh/h/ln1728 1702 1585 1728 1702 1585 1728 1702 1565 1728 1702 1585 Q Serve(g_s), s 16.5 11.9 20.0 4.1 33.2 33.2 33.5 62.7 8.2 7.5 31.6 29.3 Cycle Q Clear(g_c), s 16.5 11.9 20.0 4.1 33.2 33.2 33.5 62.7 8.2 7.5 31.6 29.3 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 393 1539 478 142 1168 363 798 2206 676 179 1291 401 V/C Ratio(X) 1.30 0.35 0.55 0.69 1.11 1.38 1.32 1.07 0.21 1.21 0.89 0.84 Avail Cap(c_a), veh/h 393 1539 478 202 1168 363 798 2206 676 179 1291 401 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 64.3 39.6 42.4 68.7 56.0 56.0 55.8 41.2 25.7 68.8 52.3 51.4 Incr Delay (d2), s/veh 152.7 0.0 0.7 2.2 60.3 186.9 153.2 40.8 0.1 136.9 7.9 14.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln15.4 4.8 7.6 1.8 20.2 31.6 31.0 32.8 2.9 6.6 13.9 12.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 217.0 39.6 43.1 70.9 116.3 242.8 209.0 82.0 25.8 205.7 60.2 65.4 LnGrp LOS F D D E F F F F C F E E
Approach Vol, veh/h 1308 1890 3554 1706
Approach Delay, s/veh 109.6 147.4 117.4 79.8
Approach LOS F F F E
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.0 70.1 11.5 50.5 39.0 44.1 22.0 40.0 Change Period (Y+Rc), s 5.5 * 7.4 5.5 * 6.8 5.5 * 7.4 5.5 6.8 Max Green Setting (Gmax), s7.5 * 63 8.5 * 41 33.5 * 37 16.5 33.2 Max Q Clear Time (g_c+I1), s9.5 64.7 6.1 22.0 35.5 33.6 18.5 35.2 Green Ext Time (p_c), s 0.0 0.0 0.0 1.1 0.0 1.1 0.0 0.0 Intersection Summary
HCM 6th Ctrl Delay 115.3
HCM 6th LOS F
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

ITEM 11.1. ATTACHMENT 4

Page 2628 of 3764 ends

Rancho Cordova City CouncilApril 4, 2022

Rancho Cordova City Council
April 4, 2022