Item 11 2023-01438 Pocket Greenhaven Neighborhood Transportation Plan Final Draft (S15201800) — Sacramento City Council, November 14, 2023 (part 2 of 2)

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 690 10 20 440 800 20 80 200 390 5 20 Future Volume (veh/h) 60 690 10 20 440 800 20 80 200 390 5 20 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 60 690 10 20 440 583 20 80 26 390 5 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 169 1766 26 85 1587 708 85 221 187 483 381 327 Arrive On Green 0.10 0.50 0.50 0.05 0.45 0.45 0.05 0.12 0.12 0.14 0.21 0.21 Sat Flow, veh/h 1767 3557 52 1767 3526 1572 1767 1856 1572 3428 1799 1541 Grp Volume(v), veh/h 60 342 358 20 440 583 20 80 26 390 5 5 Grp Sat Flow(s),veh/h/ln 1767 1763 1846 1767 1763 1572 1767 1856 1572 1714 1763 1578 Q Serve(g_s), s 2.8 10.8 10.8 1.0 7.0 28.9 1.0 3.5 1.3 9.8 0.2 0.2 Cycle Q Clear(g_c), s 2.8 10.8 10.8 1.0 7.0 28.9 1.0 3.5 1.3 9.8 0.2 0.2 Prop In Lane 1.00 0.03 1.00 1.00 1.00 1.00 1.00 0.98
Lane Grp Cap(c), veh/h 169 875 917 85 1587 708 85 221 187 483 373 334 V/C Ratio(X) 0.36 0.39 0.39 0.23 0.28 0.82 0.23 0.36 0.14 0.81 0.01 0.02 Avail Cap(c_a), veh/h 595 989 1036 595 1979 883 595 1042 883 1540 989 886 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 37.7 14.0 14.0 40.8 15.4 21.4 40.8 36.1 35.1 37.1 27.7 27.8 Incr Delay (d2), s/veh 0.5 0.1 0.1 0.5 0.2 6.8 0.5 0.4 0.1 1.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 3.9 4.1 0.4 2.6 11.0 0.4 1.6 0.5 4.1 0.1 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.2 14.1 14.1 41.3 15.6 28.2 41.3 36.5 35.3 38.3 27.7 27.8 LnGrp LOS D B B D B C D D D D C C
Approach Vol, veh/h 760 1043 126 400
Approach Delay, s/veh 16.0 23.1 37.0 38.1
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 12.7 45.0 8.5 22.9 8.6 49.1 16.7 14.6 Change Period (Y+Rc), s * 4.2 * 4.9 * 4.2 * 4 * 4.3 * 4.9 * 4.2 * 4 Max Green Setting (Gmax), s * 30 * 50 * 30 * 50 * 30 * 50 * 40 * 50 Max Q Clear Time (g_c+I1), s 4.8 30.9 3.0 2.2 3.0 12.8 11.8 5.5 Green Ext Time (p_c), s 0.1 9.3 0.0 0.0 0.0 2.6 0.7 0.3 Intersection Summary
HCM 6th Ctrl Delay 24.1
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
2: Pocket Rd & E Shore Dr
Synchro 10 Report

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Intersection
Int Delay, s/veh 1.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 630 390 20 100 5
Future Vol, veh/h 5 630 390 20 100 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 5 630 390 20 100 5
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 410 0 - 0 725 205
Stage 1 - - - - 400 -
Stage 2 - - - - 325 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 1138 - - - 358 798
Stage 1 - - - - 643 -
Stage 2 - - - - 702 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1138 - - - 357 798
Mov Cap-2 Maneuver - - - - 357 -
Stage 1 - - - - 640 -
Stage 2 - - - - 702 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 18.7

HCM LOS C
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1138 - - - 367
HCM Lane V/C Ratio 0.004 - - - 0.286
HCM Control Delay (s) 8.2 - - - 18.7
HCM Lane LOS A - - - C
HCM 95th %tile Q(veh) 0 - - - 1.2
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
3: Pocket Rd & W Shore Dr
Synchro 10 Report

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Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 450 5 30 370 10 20 10 40 70 5 20 Future Volume (veh/h) 10 450 5 30 370 10 20 10 40 70 5 20 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 10 450 4 30 370 9 20 10 13 70 5 14 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 47 926 8 128 1071 26 331 168 150 522 48 72
Arrive On Green 0.03 0.26 0.26 0.07 0.30 0.30 0.32 0.32 0.32 0.32 0.32 0.32 Sat Flow, veh/h 1767 3581 32 1767 3517 85 567 532 476 1068 151 228 Grp Volume(v), veh/h 10 221 233 30 185 194 43 0 0 89 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1850 1767 1763 1840 1576 0 0 1446 0 0 Q Serve(g_s), s 0.2 3.7 3.7 0.6 2.8 2.9 0.0 0.0 0.0 0.8 0.0 0.0 Cycle Q Clear(g_c), s 0.2 3.7 3.7 0.6 2.8 2.9 0.6 0.0 0.0 1.4 0.0 0.0 Prop In Lane 1.00 0.02 1.00 0.05 0.47 0.30 0.79 0.16
Lane Grp Cap(c), veh/h 47 456 478 128 536 560 649 0 0 642 0 0 V/C Ratio(X) 0.21 0.49 0.49 0.23 0.35 0.35 0.07 0.00 0.00 0.14 0.00 0.00 Avail Cap(c_a), veh/h 1523 2531 2656 2538 2531 2643 2362 0 0 1829 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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 16.6 10.9 10.9 15.2 9.4 9.4 8.4 0.0 0.0 8.6 0.0 0.0 Incr Delay (d2), s/veh 0.8 0.3 0.3 0.3 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 1.0 1.1 0.2 0.7 0.8 0.2 0.0 0.0 0.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.4 11.2 11.2 15.6 9.6 9.6 8.4 0.0 0.0 8.6 0.0 0.0 LnGrp LOS B B B B A A A A A A A A
Approach Vol, veh/h 464 409 43 89
Approach Delay, s/veh 11.4 10.0 8.4 8.6
Approach LOS B A A A
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 4.4 15.3 15.1 6.0 13.7 15.1
Change Period (Y+Rc), s 3.5 * 4.7 * 4.1 3.5 * 4.7 * 4.1 Max Green Setting (Gmax), s 30.0 * 50 * 40 50.0 * 50 * 50 Max Q Clear Time (g_c+I1), s 2.2 4.9 3.4 2.6 5.7 2.6
Green Ext Time (p_c), s 0.0 1.3 0.3 0.0 1.6 0.2
Intersection Summary
HCM 6th Ctrl Delay 10.4
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
4: Pocket Rd & Windbridge Blvd
Synchro 10 Report

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Intersection
Intersection Delay, s/veh11.6
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 170 315 340 80 120 50
Future Vol, veh/h 170 315 340 80 120 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 170 315 340 80 120 50
Number of Lanes 1 2 2 0 1 1
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 2 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 10.8 12.3 11.9

HCM LOS B B B
Lane EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 59% 0% 0%
Vol Right, % 0% 0% 0% 0% 41% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 170 158 158 227 193 120 50
LT Vol 170 0 0 0 0 120 0
Through Vol 0 158 158 227 113 0 0
RT Vol 0 0 0 0 80 0 50
Lane Flow Rate 170 158 158 227 193 120 50
Geometry Grp 8 8 8 8 8 8 8
Degree of Util (X) 0.317 0.272 0.194 0.394 0.32 0.25 0.087 Departure Headway (Hd) 6.712 6.207 4.436 6.26 5.967 7.498 6.287 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 535 578 806 573 601 478 568
Service Time 4.458 3.952 2.181 4.007 3.714 5.257 4.046
HCM Lane V/C Ratio 0.318 0.273 0.196 0.396 0.321 0.251 0.088 HCM Control Delay 12.6 11.3 8.3 13 11.5 12.8 9.6
HCM Lane LOS B B A B B B A
HCM 95th-tile Q 1.4 1.1 0.7 1.9 1.4 1 0.3
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
5: Pocket Rd & Axios River Ct/Little Riverway
Synchro 10 Report

Page 5 ends

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 5 5 10 5 60 20 330 5 5 510 30
Future Vol, veh/h 5 5 5 10 5 60 20 330 5 5 510 30
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 5 5 10 5 60 20 330 5 5 510 30
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 743 910 270 641 923 168 540 0 0 335 0 0 Stage 1 535 535 - 373 373 - - - - - - -
Stage 2 208 375 - 268 550 - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 302 271 725 358 267 844 1018 - - 1214 - - Stage 1 494 520 - 617 614 - - - - - - -
Stage 2 772 613 - 712 512 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 271 264 725 344 261 844 1018 - - 1214 - - Mov Cap-2 Maneuver 271 264 - 344 261 - - - - - - -
Stage 1 484 518 - 605 602 - - - - - - -
Stage 2 697 601 - 697 510 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 16.1 11.5 0.5 0.1

HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1018 - - 339 629 1214 - -
HCM Lane V/C Ratio 0.02 - - 0.044 0.119 0.004 - -
HCM Control Delay (s) 8.6 - - 16.1 11.5 8 - -
HCM Lane LOS A - - C B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.4 0 - -
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
6: Pocket Rd & Rivergate Way
Synchro 10 Report

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Intersection
Int Delay, s/veh 1.1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 0 0 30 0 40 10 340 5 0 515 10
Future Vol, veh/h 5 0 0 30 0 40 10 340 5 0 515 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 130 - - 120 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 0 0 30 0 40 10 340 5 0 515 10
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 710 885 263 621 888 173 525 0 0 345 0 0 Stage 1 520 520 - 363 363 - - - - - - -
Stage 2 190 365 - 258 525 - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 319 281 732 370 279 837 1031 - - 1203 - - Stage 1 505 528 - 626 621 - - - - - - -
Stage 2 791 619 - 721 525 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 301 278 732 367 276 837 1031 - - 1203 - - Mov Cap-2 Maneuver 301 278 - 367 276 - - - - - - -
Stage 1 500 528 - 620 615 - - - - - - -
Stage 2 746 613 - 721 525 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 17.2 12.7 0.2 0

HCM LOS C B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1031 - - 301 540 1203 - -
HCM Lane V/C Ratio 0.01 - - 0.017 0.13 - - -
HCM Control Delay (s) 8.5 - - 17.2 12.7 0 - -
HCM Lane LOS A - - C B A - -
HCM 95th %tile Q(veh) 0 - - 0.1 0.4 0 - -
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
7: Riverside Blvd & Park Riviera Way
Synchro 10 Report

Page 7 ends

Intersection
Intersection Delay, s/veh 16.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 40 30 50 40 90 140 710 150 30 100 5 Future Vol, veh/h 5 40 30 50 40 90 140 710 150 30 100 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 40 30 50 40 90 140 710 150 30 100 5
Number of Lanes 0 1 0 0 1 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 1 1
HCM Control Delay 11 13.1 18.6 10.3

HCM LOS B B C B
Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 7% 28% 100% 0% 0%
Vol Thru, % 0% 100% 61% 53% 22% 0% 100% 87%
Vol Right, % 0% 0% 39% 40% 50% 0% 0% 13%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 140 473 387 75 180 30 67 38
LT Vol 140 0 0 5 50 30 0 0
Through Vol 0 473 237 40 40 0 67 33
RT Vol 0 0 150 30 90 0 0 5
Lane Flow Rate 140 473 387 75 180 30 67 38
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.241 0.749 0.582 0.147 0.342 0.06 0.125 0.071 Departure Headway (Hd) 6.201 5.694 5.419 7.054 6.848 7.236 6.726 6.633 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 580 634 665 508 524 494 532 539
Service Time 3.934 3.427 3.152 4.811 4.598 4.992 4.481 4.388 HCM Lane V/C Ratio 0.241 0.746 0.582 0.148 0.344 0.061 0.126 0.071 HCM Control Delay 10.9 23.5 15.5 11 13.1 10.5 10.4 9.9
HCM Lane LOS B C C B B B B A
HCM 95th-tile Q 0.9 6.7 3.8 0.5 1.5 0.2 0.4 0.2
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
8: Riverside Blvd & Park Rivieria Way
Synchro 10 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 530 5 30 0 0 0 20 780 0 0 100 190 Future Volume (veh/h) 530 5 30 0 0 0 20 780 0 0 100 190 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 1856 1856 1856 1856 1856 1856 1856 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 559 0 0 0 0 0 20 780 0 0 100 79
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 0 3 3 3
Cap, veh/h 1087 570 0 0 6 0 81 1547 0 5 543 394
Arrive On Green 0.31 0.00 0.00 0.00 0.00 0.00 0.05 0.44 0.00 0.00 0.28 0.28 Sat Flow, veh/h 3534 1856 0 0 1856 0 1767 3618 0 1767 1950 1414 Grp Volume(v), veh/h 559 0 0 0 0 0 20 780 0 0 90 89
Grp Sat Flow(s),veh/h/ln1767 1856 0 0 1856 0 1767 1763 0 1767 1763 1601 Q Serve(g_s), s 4.2 0.0 0.0 0.0 0.0 0.0 0.4 5.2 0.0 0.0 1.2 1.4 Cycle Q Clear(g_c), s 4.2 0.0 0.0 0.0 0.0 0.0 0.4 5.2 0.0 0.0 1.2 1.4 Prop In Lane 1.00 0.00 0.00 0.00 1.00 0.00 1.00 0.88
Lane Grp Cap(c), veh/h 1087 570 0 0 6 0 81 1547 0 5 491 446 V/C Ratio(X) 0.51 0.00 0.00 0.00 0.00 0.00 0.25 0.50 0.00 0.00 0.18 0.20 Avail Cap(c_a), veh/h 3281 1723 0 0 1723 0 1367 3197 0 1313 1637 1487 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 0.00 0.00 0.00 1.00 1.00 0.00 0.00 1.00 1.00 Uniform Delay (d), s/veh 9.2 0.0 0.0 0.0 0.0 0.0 14.9 6.5 0.0 0.0 8.9 8.9 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.0 0.0 0.0 0.6 0.4 0.0 0.0 0.2 0.3 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.2 0.0 0.0 0.0 0.0 0.0 0.1 0.9 0.0 0.0 0.3 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 9.3 0.0 0.0 0.0 0.0 0.0 15.5 6.9 0.0 0.0 9.1 9.2 LnGrp LOS A A A A A A B A A A A A
Approach Vol, veh/h 559 0 800 179
Approach Delay, s/veh 9.3 0.0 7.1 9.2
Approach LOS A A A
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 13.5 5.2 13.6 0.0 0.0 18.8
Change Period (Y+Rc), s * 3.6 * 3.7 * 4.6 3.7 3.0 * 4.6 Max Green Setting (Gmax), s * 30 * 25 * 30 30.0 24.0 * 29 Max Q Clear Time (g_c+I1), s 6.2 2.4 3.4 0.0 0.0 7.2
Green Ext Time (p_c), s 1.1 0.0 1.3 0.0 0.0 7.0
Intersection Summary
HCM 6th Ctrl Delay 8.2
HCM 6th LOS A
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.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
9: Florin Rd & Riverside Blvd
Synchro 10 Report

Page 9 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1220 140 120 190 0 130 0 230 0 0 0 Future Volume (veh/h) 0 1220 140 120 190 0 130 0 230 0 0 0 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 0 1856 1856 1856 1856 0 1856 1856 1856 0 1856 0 Adj Flow Rate, veh/h 0 1220 103 120 190 0 130 0 223 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 3 3 3 0 3 3 3 0 3 0
Cap, veh/h 0 1687 752 275 2474 0 605 0 277 0 2 0
Arrive On Green 0.00 0.48 0.48 0.16 0.70 0.00 0.18 0.00 0.18 0.00 0.00 0.00 Sat Flow, veh/h 0 3618 1572 1767 3618 0 3428 0 1572 0-64944 0 Grp Volume(v), veh/h 0 1220 103 120 190 0 130 0 223 0 0 0 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1714 0 1572 0 1856 0 Q Serve(g_s), s 0.0 21.3 2.8 4.7 1.3 0.0 2.5 0.0 10.5 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 21.3 2.8 4.7 1.3 0.0 2.5 0.0 10.5 0.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 1687 752 275 2474 0 605 0 277 0 2 0 V/C Ratio(X) 0.00 0.72 0.14 0.44 0.08 0.00 0.21 0.00 0.80 0.00 0.00 0.00 Avail Cap(c_a), veh/h 0 2287 1020 688 2474 0 2224 0 1020 0 842 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 16.0 11.2 29.5 3.6 0.0 27.2 0.0 30.5 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.0 0.1 0.4 0.0 0.0 0.1 0.0 2.1 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 7.5 0.9 1.9 0.3 0.0 1.0 0.0 3.9 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 17.0 11.3 29.9 3.6 0.0 27.2 0.0 32.6 0.0 0.0 0.0 LnGrp LOS A B B C A A C A C A A A
Approach Vol, veh/h 1323 310 353 0
Approach Delay, s/veh 16.5 13.8 30.6 0.0
Approach LOS B B C
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 59.2 17.9 17.2 42.0 0.0
Change Period (Y+Rc), s * 5.1 * 4.3 * 5.2 * 5.1 3.5
Max Green Setting (Gmax), s * 50 * 50 * 30 * 50 35.0
Max Q Clear Time (g_c+I1), s 3.3 12.5 6.7 23.3 0.0
Green Ext Time (p_c), s 0.8 1.1 0.1 13.6 0.0
Intersection Summary
HCM 6th Ctrl Delay 18.6
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM Signalized Intersection Capacity Analysis
10: Havenside Dr/Rivercrest Dr & Riverside Blvd
Synchro 10 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 1440 70 330 270 5 20 5 280 40 30 5 Future Volume (vph) 5 1440 70 330 270 5 20 5 280 40 30 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 4.6 3.5 4.6 3.7 3.5 3.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 1.00 0.85 0.99
Flt Protected 0.95 1.00 0.95 1.00 0.96 1.00 0.97
Satd. Flow (prot) 1752 3480 1752 3495 1774 1568 1781
Flt Permitted 0.95 1.00 0.95 1.00 0.81 1.00 0.85
Satd. Flow (perm) 1752 3480 1752 3495 1488 1568 1551
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 5 1440 70 330 270 5 20 5 280 40 30 5
RTOR Reduction (vph) 0 2 0 0 0 0 0 0 7 0 2 0
Lane Group Flow (vph) 5 1508 0 330 275 0 0 25 273 0 73 0 Turn Type Prot NA Prot NA Perm NA custom Perm NA
Protected Phases 1 6 5 2 7 5 8 7
Permitted Phases 7 7 7
Actuated Green, G (s) 1.8 53.0 27.7 78.9 16.8 44.5 16.8 Effective Green, g (s) 1.8 53.0 27.7 78.9 16.8 44.5 16.8 Actuated g/C Ratio 0.02 0.48 0.25 0.72 0.15 0.41 0.15
Clearance Time (s) 3.5 4.6 3.5 4.6 3.7 3.7
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 28 1687 444 2522 228 638 238
v/s Ratio Prot 0.00 c0.43 c0.19 0.08 c0.11
v/s Ratio Perm 0.02 0.07 0.05
v/c Ratio 0.18 0.89 0.74 0.11 0.11 0.43 0.31
Uniform Delay, d1 53.0 25.6 37.5 4.6 39.8 23.3 41.1
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.1 6.4 5.8 0.0 0.1 0.2 0.3
Delay (s) 54.1 32.0 43.3 4.6 39.9 23.4 41.4
Level of Service D C D A D C D
Approach Delay (s) 32.0 25.7 24.8 41.4
Approach LOS C C C D
Intersection Summary
HCM 2000 Control Delay 29.9 HCM 2000 Level of Service C HCM 2000 Volume to Capacity ratio 0.80
Actuated Cycle Length (s) 109.3 Sum of lost time (s) 15.3 Intersection Capacity Utilization 81.6% ICU Level of Service D Analysis Period (min) 15
c Critical Lane Group
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
11: Greenhaven Dr & Riverside Blvd/43rd Ave
Synchro 10 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1720 40 90 580 0 30 0 340 0 0 0 Future Volume (veh/h) 0 1720 40 90 580 0 30 0 340 0 0 0 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 0 1856 1856 1856 1856 0 1856 0 1856 0 1856 0 Adj Flow Rate, veh/h 0 1720 40 90 580 0 30 0 72 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 3 3 3 0 3 0 3 0 3 0
Cap, veh/h 0 2106 49 217 2766 0 106 0 0 0 3 0
Arrive On Green 0.00 0.60 0.60 0.12 0.78 0.00 0.06 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 0 3615 82 1767 3618 0 1767 30 0-64944 0 Grp Volume(v), veh/h 0 859 901 90 580 0 30 25.1 0 0 0
Grp Sat Flow(s),veh/h/ln 0 1763 1841 1767 1763 0 1767 C 0 1856 0 Q Serve(g_s), s 0.0 20.9 21.1 2.6 2.3 0.0 0.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 20.9 21.1 2.6 2.3 0.0 0.9 0.0 0.0 0.0 Prop In Lane 0.00 0.04 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 1054 1101 217 2766 0 106 0 3 0 V/C Ratio(X) 0.00 0.81 0.82 0.42 0.21 0.00 0.28 0.00 0.00 0.00 Avail Cap(c_a), veh/h 0 1610 1682 969 3221 0 1292 0 1017 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 8.6 8.7 22.2 1.5 0.0 24.6 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 1.0 1.1 0.5 0.0 0.0 0.5 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 5.0 5.2 1.0 0.0 0.0 0.4 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 9.7 9.7 22.7 1.5 0.0 25.1 0.0 0.0 0.0 LnGrp LOS A A A C A A C A A A
Approach Vol, veh/h 1760 670 0
Approach Delay, s/veh 9.7 4.4 0.0
Approach LOS A A
Timer - Assigned Phs 4 5 6 7 8
Phs Duration (G+Y+Rc), s 47.5 7.2 0.0 10.2 37.3
Change Period (Y+Rc), s * 4.6 3.9 3.5 3.5 * 4.6
Max Green Setting (Gmax), s * 50 40.0 30.0 30.0 * 50
Max Q Clear Time (g_c+I1), s 4.3 2.9 0.0 4.6 23.1
Green Ext Time (p_c), s 2.5 0.0 0.0 0.1 9.6
Intersection Summary
HCM 6th Ctrl Delay 8.4
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
12: Greenhaven Dr & Gloria Dr
Synchro 10 Report

Page 12 ends

Intersection
Intersection Delay, s/veh44.4
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 130 340 60 40 120 5 190 230 320 40 100 80 Future Vol, veh/h 130 340 60 40 120 5 190 230 320 40 100 80 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 130 340 60 40 120 5 190 230 320 40 100 80
Number of Lanes 0 1 0 0 1 0 0 2 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 79.3 16.4 33.4 18.3

HCM LOS F C D C
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 62% 0% 25% 24% 18%
Vol Thru, % 38% 26% 64% 73% 45%
Vol Right, % 0% 74% 11% 3% 36%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 305 435 530 165 220
LT Vol 190 0 130 40 40
Through Vol 115 115 340 120 100
RT Vol 0 320 60 5 80
Lane Flow Rate 305 435 530 165 220
Geometry Grp 7 7 2 2 5
Degree of Util (X) 0.667 0.848 1.046 0.376 0.475
Departure Headway (Hd) 8.187 7.335 7.106 8.443 8.145
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 445 496 514 429 444
Service Time 5.887 5.035 5.115 6.443 6.145
HCM Lane V/C Ratio 0.685 0.877 1.031 0.385 0.495
HCM Control Delay 25.8 38.8 79.3 16.4 18.3
HCM Lane LOS D E F C C
HCM 95th-tile Q 4.8 8.7 15.6 1.7 2.5
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
13: Havenside Dr & Gloria Dr
Synchro 10 Report

Page 13 ends

Intersection
Intersection Delay, s/veh 37
Intersection LOS E
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 170 240 50 40 220 40 120 130 100 80 50 310 Future Vol, veh/h 170 240 50 40 220 40 120 130 100 80 50 310 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 170 240 50 40 220 40 120 130 100 80 50 310
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 25.4 25 37.8 56.6

HCM LOS D C E F
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 34% 100% 0% 100% 0% 18%
Vol Thru, % 37% 0% 83% 0% 85% 11%
Vol Right, % 29% 0% 17% 0% 15% 70%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 350 170 290 40 260 440
LT Vol 120 170 0 40 0 80
Through Vol 130 0 240 0 220 50
RT Vol 100 0 50 0 40 310
Lane Flow Rate 350 170 290 40 260 440
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.805 0.439 0.697 0.107 0.647 0.942
Departure Headway (Hd) 8.275 9.295 8.647 9.595 8.959 7.704 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 438 388 418 373 403 471
Service Time 6.343 7.062 6.413 7.363 6.726 5.766
HCM Lane V/C Ratio 0.799 0.438 0.694 0.107 0.645 0.934
HCM Control Delay 37.8 19.2 29.1 13.5 26.8 56.6
HCM Lane LOS E C D B D F
HCM 95th-tile Q 7.3 2.2 5.2 0.4 4.4 11.2
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
14: Florin Rd & Gloria Dr
Synchro 10 Report

Page 14 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 370 100 50 30 50 30 260 400 170 150 20 Future Volume (veh/h) 30 370 100 50 30 50 30 260 400 170 150 20 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 30 370 51 50 30 12 30 239 188 170 150 7 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 139 711 317 200 832 371 139 686 581 335 1488 462 Arrive On Green 0.08 0.20 0.20 0.11 0.24 0.24 0.08 0.18 0.18 0.19 0.29 0.29 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 3711 3145 1767 5066 1572 Grp Volume(v), veh/h 30 370 51 50 30 12 30 239 188 170 150 7 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1689 1572 Q Serve(g_s), s 0.9 5.6 1.6 1.5 0.4 0.3 0.9 3.3 3.1 5.1 1.3 0.2 Cycle Q Clear(g_c), s 0.9 5.6 1.6 1.5 0.4 0.3 0.9 3.3 3.1 5.1 1.3 0.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 139 711 317 200 832 371 139 686 581 335 1488 462 V/C Ratio(X) 0.22 0.52 0.16 0.25 0.04 0.03 0.22 0.35 0.32 0.51 0.10 0.02 Avail Cap(c_a), veh/h 1188 2369 1057 1188 2961 1321 1188 2930 2483 1188 4255 1321 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 25.7 21.2 19.6 24.1 17.5 17.5 25.7 21.1 21.0 21.6 15.3 14.9 Incr Delay (d2), s/veh 0.3 0.2 0.1 0.2 0.0 0.0 0.3 0.3 0.3 0.4 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/ln0.4 2.1 0.5 0.6 0.1 0.1 0.4 1.3 1.0 1.9 0.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.0 21.4 19.7 24.3 17.5 17.5 26.0 21.4 21.4 22.1 15.3 14.9 LnGrp LOS C C B C B B C C C C B B
Approach Vol, veh/h 451 92 457 327
Approach Delay, s/veh 21.5 21.2 21.7 18.8
Approach LOS C C C B
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s9.5 18.8 9.7 21.6 11.6 16.7 16.2 15.1 Change Period (Y+Rc), s* 4.8 * 4.7 5.0 * 4.1 * 4.8 * 4.7 * 4.9 * 4.1 Max Green Setting (Gmax), s* 40 * 50 40.0 * 50 * 40 * 40 * 40 * 47 Max Q Clear Time (g_c+I1), s2.9 2.4 2.9 3.3 3.5 7.6 7.1 5.3 Green Ext Time (p_c), s 0.0 0.1 0.0 1.0 0.1 1.7 0.2 2.3 Intersection Summary
HCM 6th Ctrl Delay 20.9
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.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
15: Gloria Dr & Park Riviera Way
Synchro 10 Report

Page 15 ends

Intersection
Intersection Delay, s/veh10.7
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 210 30 100 230 40 50
Future Vol, veh/h 210 30 100 230 40 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 210 30 100 230 40 50
Number of Lanes 1 0 0 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay 10.6 11.4 8.3

HCM LOS B B A
Lane NBLn1 EBLn1 SBLn1
Vol Left, % 30% 88% 0%
Vol Thru, % 70% 0% 44%
Vol Right, % 0% 12% 56%
Sign Control Stop Stop Stop
Traffic Vol by Lane 330 240 90
LT Vol 100 210 0
Through Vol 230 0 40
RT Vol 0 30 50
Lane Flow Rate 330 240 90
Geometry Grp 1 1 1
Degree of Util (X) 0.435 0.336 0.116
Departure Headway (Hd) 4.744 5.039 4.642
Convergence, Y/N Yes Yes Yes
Cap 756 710 767
Service Time 2.788 3.094 2.702
HCM Lane V/C Ratio 0.437 0.338 0.117
HCM Control Delay 11.4 10.6 8.3
HCM Lane LOS B B A
HCM 95th-tile Q 2.2 1.5 0.4
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
16: Gloria Dr & Rivergate Way
Synchro 10 Report

Page 16 ends

Intersection
Int Delay, s/veh 0.6
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 5 5 0 10 0 230 5 5 110 0
Future Vol, veh/h 0 0 5 5 0 10 0 230 5 5 110 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 0 - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 5 5 0 10 0 230 5 5 110 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 358 - 110 356 353 233 - 0 0 235 0 0 Stage 1 120 - - 233 233 - - - - - - -
Stage 2 238 - - 123 120 - - - - - - -
Critical Hdwy 7.13 - 6.23 7.13 6.53 6.23 - - - 4.13 - - Critical Hdwy Stg 1 6.13 - - 6.13 5.53 - - - - - - -
Critical Hdwy Stg 2 6.13 - - 6.13 5.53 - - - - - - -
Follow-up Hdwy 3.527 - 3.327 3.527 4.027 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 596 0 941 597 570 804 0 - - 1326 - 0 Stage 1 882 0 - 768 710 - 0 - - - - 0
Stage 2 763 0 - 879 794 - 0 - - - - 0
Platoon blocked, % - - -
Mov Cap-1 Maneuver 587 - 941 592 568 804 - - - 1326 - - Mov Cap-2 Maneuver 587 - - 592 568 - - - - - - -
Stage 1 882 - - 768 710 - - - - - - -
Stage 2 754 - - 871 791 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 8.8 9.5 0 0.3

HCM LOS A A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - 941 804 1326 -
HCM Lane V/C Ratio - - 0.005 0.012 0.004 -
HCM Control Delay (s) - - 8.8 9.5 7.7 0
HCM Lane LOS - - A A A A
HCM 95th %tile Q(veh) - - 0 0 0 -
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
17: Rush River Dr & Gloria Dr/Havenside Dr
Synchro 10 Report

Page 17 ends

Intersection
Intersection Delay, s/veh 12.6
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 140 70 90 40 5 110 10 410 20 20 5
Future Vol, veh/h 5 140 70 90 40 5 110 10 410 20 20 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 140 70 90 40 5 110 10 410 20 20 5
Number of Lanes 1 1 0 1 1 0 1 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay 11.9 10.6 13.7 10

HCM LOS B B B A
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 100% 0% 44%
Vol Thru, % 0% 2% 0% 67% 0% 89% 44%
Vol Right, % 0% 98% 0% 33% 0% 11% 11%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 110 420 5 210 90 45 45
LT Vol 110 0 5 0 90 0 20
Through Vol 0 10 0 140 0 40 20
RT Vol 0 410 0 70 0 5 5
Lane Flow Rate 110 420 5 210 90 45 45
Geometry Grp 7 7 7 7 7 7 6
Degree of Util (X) 0.19 0.585 0.009 0.352 0.173 0.079 0.08 Departure Headway (Hd) 6.208 5.016 6.785 6.041 6.901 6.314 6.414 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 579 722 528 596 520 567 558
Service Time 3.935 2.742 4.52 3.775 4.639 4.052 4.457
HCM Lane V/C Ratio 0.19 0.582 0.009 0.352 0.173 0.079 0.081 HCM Control Delay 10.4 14.6 9.6 12 11.1 9.6 10
HCM Lane LOS B B A B B A A
HCM 95th-tile Q 0.7 3.8 0 1.6 0.6 0.3 0.3
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
18: Havenside Dr & Florin Rd
Synchro 10 Report

Page 18 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 360 30 250 950 160 90 150 330 100 60 5 Future Volume (veh/h) 10 360 30 250 950 160 90 150 330 100 60 5 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 10 360 26 250 950 121 90 150 292 80 88 1 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 48 637 46 291 1158 517 531 169 329 230 241 204 Arrive On Green 0.03 0.19 0.19 0.16 0.33 0.33 0.30 0.30 0.30 0.13 0.13 0.13 Sat Flow, veh/h 1767 3335 240 1767 3526 1572 1767 563 1096 1767 1856 1572 Grp Volume(v), veh/h 10 190 196 250 950 121 90 0 442 80 88 1 Grp Sat Flow(s),veh/h/ln1767 1763 1812 1767 1763 1572 1767 0 1658 1767 1856 1572 Q Serve(g_s), s 0.5 8.1 8.2 11.4 20.5 4.6 3.1 0.0 21.1 3.4 3.6 0.0 Cycle Q Clear(g_c), s 0.5 8.1 8.2 11.4 20.5 4.6 3.1 0.0 21.1 3.4 3.6 0.0 Prop In Lane 1.00 0.13 1.00 1.00 1.00 0.66 1.00 1.00
Lane Grp Cap(c), veh/h 48 337 346 291 1158 517 531 0 498 230 241 204 V/C Ratio(X) 0.21 0.56 0.57 0.86 0.82 0.23 0.17 0.00 0.89 0.35 0.36 0.00 Avail Cap(c_a), veh/h 640 1064 1094 640 2127 949 853 0 800 853 896 759 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 39.4 30.4 30.4 33.7 25.6 20.2 21.4 0.0 27.6 32.8 32.9 31.4 Incr Delay (d2), s/veh 0.8 0.6 0.5 2.9 0.6 0.1 0.1 0.0 4.6 1.2 1.3 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.2 3.3 3.4 4.9 8.0 1.6 1.2 0.0 8.5 1.5 1.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 40.2 30.9 31.0 36.5 26.1 20.3 21.4 0.0 32.2 34.1 34.2 31.4 LnGrp LOS D C C D C C C A C C C C
Approach Vol, veh/h 396 1321 532 169
Approach Delay, s/veh 31.2 27.6 30.4 34.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s6.5 31.9 15.1 17.9 20.5 29.4
Change Period (Y+Rc), s* 4.2 * 4.7 * 4.3 * 4.2 * 4.7 4.5 Max Green Setting (Gmax), s* 30 * 50 * 40 * 30 * 50 40.0 Max Q Clear Time (g_c+I1), s2.5 22.5 5.6 13.4 10.2 23.1 Green Ext Time (p_c), s 0.0 4.7 1.1 0.3 1.3 1.8
Intersection Summary
HCM 6th Ctrl Delay 29.2
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.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
19: Greenhaven Dr & Florin Rd
Synchro 10 Report

Page 19 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 70 660 80 350 970 180 360 340 770 200 80 30 Future Volume (veh/h) 70 660 80 350 970 180 360 340 770 200 80 30 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 70 660 23 350 970 135 360 317 406 200 80 6 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 180 1545 480 441 1166 520 398 404 685 460 429 32 Arrive On Green 0.10 0.31 0.31 0.13 0.33 0.33 0.23 0.22 0.22 0.13 0.13 0.13 Sat Flow, veh/h 1767 5066 1572 3428 3526 1572 1767 1856 3145 3428 3327 247 Grp Volume(v), veh/h 70 660 23 350 970 135 360 317 406 200 42 44 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1714 1763 1572 1767 1856 1572 1714 1763 1811 Q Serve(g_s), s 3.3 9.2 0.9 8.8 22.5 5.6 17.6 14.3 10.3 4.8 1.9 1.9 Cycle Q Clear(g_c), s 3.3 9.2 0.9 8.8 22.5 5.6 17.6 14.3 10.3 4.8 1.9 1.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.14
Lane Grp Cap(c), veh/h 180 1545 480 441 1166 520 398 404 685 460 227 234 V/C Ratio(X) 0.39 0.43 0.05 0.79 0.83 0.26 0.90 0.78 0.59 0.43 0.18 0.19 Avail Cap(c_a), veh/h 598 2856 886 1546 1987 886 598 1046 1773 1160 994 1021 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 37.2 24.6 21.7 37.5 27.4 21.7 33.4 32.7 31.2 35.3 34.5 34.5 Incr Delay (d2), s/veh 0.5 0.1 0.0 1.2 0.6 0.1 9.4 1.3 0.3 0.2 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/ln1.4 3.5 0.3 3.6 8.9 2.0 8.3 6.3 3.8 1.9 0.8 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 37.8 24.7 21.8 38.7 28.0 21.8 42.8 34.0 31.5 35.5 34.6 34.6 LnGrp LOS D C C D C C D C C D C C
Approach Vol, veh/h 753 1455 1083 286
Approach Delay, s/veh 25.8 30.0 36.0 35.3
Approach LOS C C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.2 34.5 24.5 16.4 15.5 32.3 16.6 24.3 Change Period (Y+Rc), s* 4.2 * 5.2 4.5 5.0 * 4.1 * 5.2 * 4.7 5.0 Max Green Setting (Gmax), s* 30 * 50 30.0 50.0 * 40 * 50 * 30 50.0 Max Q Clear Time (g_c+I1), s5.3 24.5 19.6 3.9 10.8 11.2 6.8 16.3 Green Ext Time (p_c), s 0.1 4.8 0.4 0.3 0.6 3.0 0.3 2.1 Intersection Summary
HCM 6th Ctrl Delay 31.4
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.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
20: Greenhaven Dr & Parkshore Cir
Synchro 10 Report

Page 20 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 5 5 30 5 5 5 550 70 5 210 5
Future Vol, veh/h 20 5 5 30 5 5 5 550 70 5 210 5
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 20 5 5 30 5 5 5 550 70 5 210 5
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 823 853 213 823 820 585 215 0 0 620 0 0 Stage 1 223 223 - 595 595 - - - - - - -
Stage 2 600 630 - 228 225 - - - - - - -
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 291 295 825 291 309 509 1349 - - 956 - - Stage 1 777 717 - 489 491 - - - - - - -
Stage 2 486 473 - 772 716 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 283 292 825 283 306 509 1349 - - 956 - - Mov Cap-2 Maneuver 283 292 - 283 306 - - - - - - -
Stage 1 774 713 - 487 489 - - - - - - -
Stage 2 475 471 - 758 712 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 17.4 18.7 0.1 0.2

HCM LOS C C
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1349 - - 320 303 956 - -
HCM Lane V/C Ratio 0.004 - - 0.094 0.132 0.005 - -
HCM Control Delay (s) 7.7 - - 17.4 18.7 8.8 - -
HCM Lane LOS A - - C C A - -
HCM 95th %tile Q(veh) 0 - - 0.3 0.5 0 - -
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
21: Greenhaven Dr & Havenhurst Dr
Synchro 10 Report

Page 21 ends

Intersection
Int Delay, s/veh 2.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 5 140 570 80 20 180
Future Vol, veh/h 5 140 570 80 20 180
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 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 5 140 570 80 20 180
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 830 610 0 0 650 0
Stage 1 610 - - - - -
Stage 2 220 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 339 493 - - 931 -
Stage 1 540 - - - - -
Stage 2 814 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 331 493 - - 931 -
Mov Cap-2 Maneuver 331 - - - - -
Stage 1 540 - - - - -
Stage 2 794 - - - - -
Approach WB NB SB
HCM Control Delay, s 15.6 0 0.9

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 485 931 -
HCM Lane V/C Ratio - - 0.299 0.021 -
HCM Control Delay (s) - - 15.6 9 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 1.2 0.1 -
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
22: Rush River Dr & Little River Way
Synchro 10 Report

Page 22 ends

Intersection
Intersection Delay, s/veh 12.9
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 40 20 90 470 150 30
Future Vol, veh/h 40 20 90 470 150 30
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 40 20 90 470 150 30
Number of Lanes 1 0 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 1
HCM Control Delay 9.1 14.5 9.2

HCM LOS A B A
Lane NBLn1 NBLn2 EBLn1 SBLn1
Vol Left, % 100% 0% 67% 0%
Vol Thru, % 0% 100% 0% 83%
Vol Right, % 0% 0% 33% 17%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 90 470 60 180
LT Vol 90 0 40 0
Through Vol 0 470 0 150
RT Vol 0 0 20 30
Lane Flow Rate 90 470 60 180
Geometry Grp 7 7 2 5
Degree of Util (X) 0.134 0.633 0.092 0.235
Departure Headway (Hd) 5.353 4.851 5.51 4.692
Convergence, Y/N Yes Yes Yes Yes
Cap 670 747 649 765
Service Time 3.078 2.576 3.551 2.721
HCM Lane V/C Ratio 0.134 0.629 0.092 0.235
HCM Control Delay 8.9 15.6 9.1 9.2
HCM Lane LOS A C A A
HCM 95th-tile Q 0.5 4.6 0.3 0.9
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Roundabout
23: Windbridge Blvd & Rush River Dr
Synchro 10 Report

Page 23 ends

Intersection
Intersection Delay, s/veh 8.4
Intersection LOS A
Approach EB WB NB SW
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 240 500 290 280
Demand Flow Rate, veh/h 247 516 299 288
Vehicles Circulating, veh/h 309 330 278 495
Vehicles Exiting, veh/h 474 247 278 351
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 6.1 10.4 6.4 8.5
Approach LOS A B A A
Lane Left Left Left Left
Designated Moves LTR LTR R LR
Assumed Moves LTR LTR R LR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 247 516 299 288
Cap Entry Lane, veh/h 1007 986 1039 833
Entry HV Adj Factor 0.970 0.970 0.970 0.972
Flow Entry, veh/h 240 500 290 280
Cap Entry, veh/h 977 956 1008 810
V/C Ratio 0.245 0.524 0.288 0.346
Control Delay, s/veh 6.1 10.4 6.4 8.5

LOS A B A A
95th %tile Queue, veh 1 3 1 2
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
24: S Land Park & Windbridge Dr
Synchro 10 Report

Page 24 ends

Intersection
Intersection Delay, s/veh35.7
Intersection LOS E
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 650 40 160 140 100 110
Future Vol, veh/h 650 40 160 140 100 110
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 650 40 160 140 100 110
Number of Lanes 1 0 1 1 1 0
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 2
HCM Control Delay 53.3 11.3 12.7

HCM LOS F B B
Lane NBLn1 EBLn1WBLn1WBLn2
Vol Left, % 48% 0% 100% 0%
Vol Thru, % 0% 94% 0% 100%
Vol Right, % 52% 6% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 210 690 160 140
LT Vol 100 0 160 0
Through Vol 0 650 0 140
RT Vol 110 40 0 0
Lane Flow Rate 210 690 160 140
Geometry Grp 2 5 7 7
Degree of Util (X) 0.36 0.987 0.29 0.234
Departure Headway (Hd) 6.175 5.147 6.519 6.011
Convergence, Y/N Yes Yes Yes Yes
Cap 582 704 550 596
Service Time 4.227 3.18 4.265 3.756
HCM Lane V/C Ratio 0.361 0.98 0.291 0.235
HCM Control Delay 12.7 53.3 11.9 10.6
HCM Lane LOS B F B B
HCM 95th-tile Q 1.6 15.5 1.2 0.9
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
25: Greenhaven Dr & Rush River Dr/Alder Tree Way
Synchro 10 Report

Page 25 ends

Intersection
Intersection Delay, s/veh28.7
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 210 5 230 10 5 10 290 690 10 5 180 90 Future Vol, veh/h 210 5 230 10 5 10 290 690 10 5 180 90 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 210 5 230 10 5 10 290 690 10 5 180 90
Number of Lanes 1 1 0 0 1 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 1 2
HCM Control Delay 19.2 13.3 37 15.7

HCM LOS C B E C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 40% 100% 0% 0%
Vol Thru, % 0% 100% 96% 0% 2% 20% 0% 100% 40%
Vol Right, % 0% 0% 4% 0% 98% 40% 0% 0% 60%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 290 460 240 210 235 25 5 120 150
LT Vol 290 0 0 210 0 10 5 0 0
Through Vol 0 460 230 0 5 5 0 120 60
RT Vol 0 0 10 0 230 10 0 0 90
Lane Flow Rate 290 460 240 210 235 25 5 120 150
Geometry Grp 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.638 0.946 0.491 0.516 0.5 0.068 0.013 0.297 0.354 Departure Headway (Hd) 7.914 7.402 7.372 8.849 7.655 9.856 9.44 8.924 8.491 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 455 488 487 407 470 366 378 401 422
Service Time 5.674 5.161 5.131 6.618 5.424 7.556 7.23 6.714 6.28 HCM Lane V/C Ratio 0.637 0.943 0.493 0.516 0.5 0.068 0.013 0.299 0.355 HCM Control Delay 23.7 55.7 17.1 20.7 17.9 13.3 12.4 15.5 15.9 HCM Lane LOS C F C C C B B C C
HCM 95th-tile Q 4.4 11.6 2.7 2.9 2.7 0.2 0 1.2 1.6
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
26: Greenhaven Dr & S Land Park
Synchro 10 Report

Page 26 ends

Intersection
Intersection Delay, s/veh19.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 80 50 40 110 80 150 580 270 20 100 5 Future Vol, veh/h 20 80 50 40 110 80 150 580 270 20 100 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 20 80 50 40 110 80 150 580 270 20 100 5
Number of Lanes 1 1 0 1 1 1 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 13.3 12.4 23.4 12

HCM LOS B B C B
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 42% 0% 62% 0% 100% 0% 0% 100% 87%
Vol Right, % 0% 0% 58% 0% 38% 0% 0% 100% 0% 0% 13%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 150 387 463 20 130 40 110 80 20 67 38 LT Vol 150 0 0 20 0 40 0 0 20 0 0
Through Vol 0 387 193 0 80 0 110 0 0 67 33
RT Vol 0 0 270 0 50 0 0 80 0 0 5
Lane Flow Rate 150 387 463 20 130 40 110 80 20 67 38
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.292 0.699 0.784 0.048 0.282 0.094 0.242 0.161 0.048 0.151 0.086 Departure Headway (Hd) 7.009 6.505 6.093 8.566 7.796 8.433 7.931 7.227 8.642 8.134 8.042 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 516 561 598 418 462 425 453 496 414 441 445
Service Time 4.709 4.205 3.793 6.313 5.543 6.18 5.677 4.974 6.395 5.887 5.795 HCM Lane V/C Ratio 0.291 0.69 0.774 0.048 0.281 0.094 0.243 0.161 0.048 0.152 0.085 HCM Control Delay 12.6 22.9 27.4 11.7 13.6 12.1 13.2 11.4 11.8 12.3 11.6 HCM Lane LOS B C D B B B B B B B B
HCM 95th-tile Q 1.2 5.5 7.4 0.2 1.1 0.3 0.9 0.6 0.2 0.5 0.3 Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
27: Windbridge Dr & Greenhaven Dr
Synchro 10 Report

Page 27 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 150 260 30 580 20 890 20 40 5 5 40 Future Volume (veh/h) 20 150 260 30 580 20 890 20 40 5 5 40 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 20 150 180 30 580 18 941 0 0 5 5 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 95 412 866 134 852 26 1163 611 0 33 33 58
Arrive On Green 0.05 0.22 0.22 0.08 0.24 0.24 0.33 0.00 0.00 0.05 0.04 0.04 Sat Flow, veh/h 1767 1856 1572 1767 3491 108 3534 1856 0 905 905 1572 Grp Volume(v), veh/h 20 150 180 30 293 305 941 0 0 10 0 3 Grp Sat Flow(s),veh/h/ln1767 1856 1572 1767 1763 1836 1767 1856 0 1810 0 1572 Q Serve(g_s), s 0.5 3.2 2.7 0.7 7.0 7.0 11.3 0.0 0.0 0.2 0.0 0.1 Cycle Q Clear(g_c), s 0.5 3.2 2.7 0.7 7.0 7.0 11.3 0.0 0.0 0.2 0.0 0.1 Prop In Lane 1.00 1.00 1.00 0.06 1.00 0.00 0.50 1.00
Lane Grp Cap(c), veh/h 95 412 866 134 430 448 1163 611 0 66 0 58 V/C Ratio(X) 0.21 0.36 0.21 0.22 0.68 0.68 0.81 0.00 0.00 0.15 0.00 0.05 Avail Cap(c_a), veh/h 1144 2002 2214 1144 1901 1981 3050 1601 0 1562 0 1357 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 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.0 15.3 5.3 20.1 15.9 15.9 14.2 0.0 0.0 21.5 0.0 21.6 Incr Delay (d2), s/veh 0.4 0.2 0.0 0.3 0.7 0.7 0.5 0.0 0.0 0.4 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/ln0.2 1.1 1.4 0.3 2.4 2.5 3.6 0.0 0.0 0.1 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 21.4 15.5 5.3 20.4 16.6 16.6 14.7 0.0 0.0 21.9 0.0 21.7 LnGrp LOS C B A C B B B A A C A C
Approach Vol, veh/h 350 628 941 13
Approach Delay, s/veh 10.6 16.8 14.7 21.8
Approach LOS B B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 5.7 7.2 14.0 19.5 6.2 15.0
Change Period (Y+Rc), s 4.0 * 3.7 3.7 4.2 * 3.7 3.7
Max Green Setting (Gmax), s 40.0 * 30 50.0 40.0 * 30 50.0 Max Q Clear Time (g_c+I1), s 2.2 2.7 5.2 13.3 2.5 9.0
Green Ext Time (p_c), s 0.0 0.0 0.8 2.0 0.0 2.3
Intersection Summary
HCM 6th Ctrl Delay 14.7
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.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
28: Pocket Rd & I-5 SB Ramp
Synchro 10 Report

Page 28 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 980 300 0 1180 130 0 0 0 200 0 80 Future Volume (veh/h) 0 980 300 0 1180 130 0 0 0 200 0 80 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 0 1856 1856 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 980 287 0 1180 0 200 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 3 0 3 3 3 3 3
Cap, veh/h 0 2252 657 0 2949 277 150
Arrive On Green 0.00 0.84 0.84 0.00 0.84 0.00 0.08 0.00 0.00 Sat Flow, veh/h 0 2785 785 0 3711 0 3428 1856 0
Grp Volume(v), veh/h 0 640 627 0 1180 0 200 0 0
Grp Sat Flow(s),veh/h/ln 0 1763 1714 0 1763 0 1714 1856 0 Q Serve(g_s), s 0.0 10.3 10.4 0.0 9.0 0.0 6.3 0.0 0.0
Cycle Q Clear(g_c), s 0.0 10.3 10.4 0.0 9.0 0.0 6.3 0.0 0.0 Prop In Lane 0.00 0.46 0.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 0 1475 1434 0 2949 277 150
V/C Ratio(X) 0.00 0.43 0.44 0.00 0.40 0.72 0.00
Avail Cap(c_a), veh/h 0 1475 1434 0 2949 951 514
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.86 0.86 0.00 0.09 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 2.3 2.3 0.0 2.2 0.0 49.4 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.8 0.8 0.0 0.0 0.0 3.6 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/ln0.0 2.0 2.0 0.0 1.5 0.0 2.8 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 3.1 3.2 0.0 2.2 0.0 52.9 0.0 0.0 LnGrp LOS A A A A A D A
Approach Vol, veh/h 1267 1180 A 200 A
Approach Delay, s/veh 3.1 2.2 52.9
Approach LOS A A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 96.6 13.4 96.6
Change Period (Y+Rc), s * 4.6 4.5 * 4.6
Max Green Setting (Gmax), s * 70 30.5 * 70
Max Q Clear Time (g_c+I1), s 12.4 8.3 11.0
Green Ext Time (p_c), s 6.2 0.6 6.4
Intersection Summary
HCM 6th Ctrl Delay 6.5
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th TWSC
29: Florin Rd & I-5 SB Ramp
Synchro 10 Report

Page 29 ends

Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 1440 290 0 1260 210 0 0 160 0 0 240 Future Vol, veh/h 0 1440 290 0 1260 210 0 0 160 0 0 240 Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Free - - Free - - Free - - Free
Storage Length - - 0 - - 0 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 1440 290 0 1260 210 0 0 160 0 0 240
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 - - - 0 - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - - - - -
Pot Cap-1 Maneuver 0 - 0 0 - 0 0 0 0 0 0 0
Stage 1 0 - 0 0 - 0 0 0 0 0 0 0
Stage 2 0 - 0 0 - 0 0 0 0 0 0 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - - - - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT WBT SBLn1
Capacity (veh/h) - - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) - - - -
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
30: 43rd Ave & I-5 SB Ramp
Synchro 10 Report

Page 30 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 1320 0 0 120 0 0 0 0 120 0 420 Future Volume (veh/h) 0 1320 0 0 120 0 0 0 0 120 0 420
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 0 1856 0 0 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 1320 0 0 120 0 120 0 94
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 0 0 3 0 3 3 3
Cap, veh/h 0 1646 0 0 1646 0 419 0 746
Arrive On Green 0.00 0.47 0.00 0.00 0.47 0.00 0.24 0.00 0.24 Sat Flow, veh/h 0 3711 0 0 3711 0 1767 0 3145
Grp Volume(v), veh/h 0 1320 0 0 120 0 120 0 94
Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 0 1767 0 1572
Q Serve(g_s), s 0.0 10.3 0.0 0.0 0.6 0.0 1.8 0.0 0.8
Cycle Q Clear(g_c), s 0.0 10.3 0.0 0.0 0.6 0.0 1.8 0.0 0.8 Prop In Lane 0.00 0.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1646 0 0 1646 0 419 0 746
V/C Ratio(X) 0.00 0.80 0.00 0.00 0.07 0.00 0.29 0.00 0.13 Avail Cap(c_a), veh/h 0 1740 0 0 1957 0 872 0 1552
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.4 0.0 0.0 4.8 0.0 10.1 0.0 9.7 Incr Delay (d2), s/veh 0.0 2.8 0.0 0.0 0.0 0.0 0.4 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 %ile BackOfQ(50%),veh/ln 0.0 2.2 0.0 0.0 0.1 0.0 0.5 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.1 0.0 0.0 4.8 0.0 10.6 0.0 9.8 LnGrp LOS A B A A A A B A A
Approach Vol, veh/h 1320 120 214
Approach Delay, s/veh 10.1 4.8 10.2
Approach LOS B A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 19.9 12.5 19.9
Change Period (Y+Rc), s * 4.8 * 4.8 * 4.8
Max Green Setting (Gmax), s * 16 * 16 * 18
Max Q Clear Time (g_c+I1), s 12.3 3.8 2.6
Green Ext Time (p_c), s 2.8 0.6 0.5
Intersection Summary
HCM 6th Ctrl Delay 9.8
HCM 6th LOS A
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.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM Signalized Intersection Capacity Analysis
31: Pocket Rd
Synchro 10 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 600 580 0 1090 580 220 0 200 0 0 0 Future Volume (vph) 0 600 580 0 1090 580 220 0 200 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.4 4.6 3.5 3.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 0.93 0.95 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3246 3322 1752 1568
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3246 3322 1752 1568
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 0 600 580 0 1090 580 220 0 200 0 0 0
RTOR Reduction (vph) 0 159 0 0 64 0 0 0 124 0 0 0
Lane Group Flow (vph) 0 1021 0 0 1606 0 220 0 76 0 0 0
Turn Type NA NA Perm Perm
Protected Phases 6 2 2 6
Permitted Phases 4 4
Actuated Green, G (s) 50.2 50.2 41.5 41.5
Effective Green, g (s) 50.2 50.2 41.5 41.5
Actuated g/C Ratio 0.46 0.46 0.38 0.38
Clearance Time (s) 3.5 3.5
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 1493 1528 666 596
v/s Ratio Prot 0.31 c0.48
v/s Ratio Perm c0.13 0.05
v/c Ratio 0.68 1.05 0.33 0.13
Uniform Delay, d1 23.2 29.4 24.0 22.0
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 1.0 37.8 0.1 0.0
Delay (s) 24.2 67.3 24.1 22.0
Level of Service C E C C
Approach Delay (s) 24.2 67.3 23.1 0.0
Approach LOS C E C A
Intersection Summary
HCM 2000 Control Delay 46.1 HCM 2000 Level of Service D HCM 2000 Volume to Capacity ratio 0.73
Actuated Cycle Length (s) 109.1 Sum of lost time (s) 18.1 Intersection Capacity Utilization 68.1% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th AWSC
32: Florin Rd
Synchro 10 Report

Page 32 ends

Intersection
Intersection Delay, s/veh314.6
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 940 660 0 1260 560 0 0 90 0 0 210
Future Vol, veh/h 0 940 660 0 1260 560 0 0 90 0 0 210
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 940 660 0 1260 560 0 0 90 0 0 210
Number of Lanes 0 2 1 0 2 0 0 0 1 0 0 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 3
HCM Control Delay 54.8 591.8 16.3 19.3

HCM LOS F F C C
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBLn1
Vol Left, % 0% 0% 0% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 100% 43% 0%
Vol Right, % 100% 0% 0% 100% 0% 57% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 90 470 470 660 840 980 210
LT Vol 0 0 0 0 0 0 0
Through Vol 0 470 470 0 840 420 0
RT Vol 90 0 0 660 0 560 210
Lane Flow Rate 90 470 470 660 840 980 210
Geometry Grp 7 7 7 7 8 8 7
Degree of Util (X) 0.236 0.972 0.972 0.916 2.125 2.366 0.514 Departure Headway (Hd) 10.434 8.11 8.11 5.64 9.106 8.693 8.216 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 346 451 451 647 412 431 441
Service Time 8.134 5.81 5.81 3.34 6.806 6.393 5.916
HCM Lane V/C Ratio 0.26 1.042 1.042 1.02 2.039 2.274 0.476 HCM Control Delay 16.3 64.4 64.4 41.2 534.7 640.8 19.3
HCM Lane LOS C F F E F F C
HCM 95th-tile Q 0.9 12 12 11.8 60.8 75.6 2.9
Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
33: 43rd Ave & I-5 NB Ramp
Synchro 10 Report

Page 33 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 930 510 120 340 0 0
Future Volume (veh/h) 930 510 120 340 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856
Adj Flow Rate, veh/h 930 510 120 0
Peak Hour Factor 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 3 3 3
Cap, veh/h 1356 1502 888
Arrive On Green 0.40 0.81 0.25 0.00
Sat Flow, veh/h 3428 1856 3711 0
Grp Volume(v), veh/h 930 510 120 0
Grp Sat Flow(s),veh/h/ln1714 1856 1763 0
Q Serve(g_s), s 6.3 2.0 0.7 0.0
Cycle Q Clear(g_c), s 6.3 2.0 0.7 0.0
Prop In Lane 1.00 0.00
Lane Grp Cap(c), veh/h 1356 1502 888
V/C Ratio(X) 0.69 0.34 0.14
Avail Cap(c_a), veh/h 3614 2557 4985
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 7.0 0.7 8.1 0.0
Incr Delay (d2), s/veh 0.2 0.0 0.0 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.9 0.0 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 7.2 0.7 8.1 0.0
LnGrp LOS A A A
Approach Vol, veh/h 1440 120 A
Approach Delay, s/veh 4.9 8.1
Approach LOS A A
Timer - Assigned Phs 2 5 6
Phs Duration (G+Y+Rc), s 27.8 15.5 12.3
Change Period (Y+Rc), s 5.3 4.5 5.3
Max Green Setting (Gmax), s 38.3 29.3 39.3
Max Q Clear Time (g_c+I1), s 4.0 8.3 2.7
Green Ext Time (p_c), s 2.0 1.9 0.4
Intersection Summary
HCM 6th Ctrl Delay 5.2
HCM 6th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Pocket Greenhaven Transportation Study
Existing Conditions AM Peak Hour
HCM 6th Signalized Intersection Summary
1: Greenhaven Dr & Pocket Rd
Synchro 10 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 385 5 130 450 530 20 30 70 760 70 50 Future Volume (veh/h) 30 385 5 130 450 530 20 30 70 760 70 50 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 30 385 4 130 450 353 20 30 6 760 70 21 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 118 957 10 228 1168 521 87 244 207 876 912 263 Arrive On Green 0.07 0.27 0.27 0.13 0.33 0.33 0.05 0.13 0.13 0.26 0.34 0.34 Sat Flow, veh/h 1767 3575 37 1767 3526 1572 1767 1856 1572 3428 2701 777 Grp Volume(v), veh/h 30 190 199 130 450 353 20 30 6 760 45 46 Grp Sat Flow(s),veh/h/ln 1767 1763 1849 1767 1763 1572 1767 1856 1572 1714 1763 1716 Q Serve(g_s), s 1.3 7.1 7.1 5.6 7.9 15.6 0.9 1.1 0.3 17.1 1.4 1.5 Cycle Q Clear(g_c), s 1.3 7.1 7.1 5.6 7.9 15.6 0.9 1.1 0.3 17.1 1.4 1.5 Prop In Lane 1.00 0.02 1.00 1.00 1.00 1.00 1.00 0.45
Lane Grp Cap(c), veh/h 118 472 495 228 1168 521 87 244 207 876 595 579 V/C Ratio(X) 0.25 0.40 0.40 0.57 0.39 0.68 0.23 0.12 0.03 0.87 0.08 0.08 Avail Cap(c_a), veh/h 659 1095 1148 659 2190 977 659 1152 977 1703 1095 1066 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 35.7 24.2 24.2 32.9 20.6 23.2 36.8 30.9 30.5 28.7 18.1 18.1 Incr Delay (d2), s/veh 0.4 0.2 0.2 0.8 0.4 3.1 0.5 0.1 0.0 1.1 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 2.8 2.9 2.3 3.1 5.8 0.4 0.5 0.1 6.7 0.5 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 36.1 24.4 24.4 33.8 21.1 26.3 37.3 30.9 30.5 29.7 18.1 18.2 LnGrp LOS D C C C C C D C C C B B
Approach Vol, veh/h 419 933 56 851
Approach Delay, s/veh 25.2 24.8 33.2 28.5
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 9.6 31.6 8.2 31.2 14.7 26.4 24.8 14.6 Change Period (Y+Rc), s * 4.2 * 4.9 * 4.2 * 4 * 4.3 * 4.9 * 4.2 * 4 Max Green Setting (Gmax), s * 30 * 50 * 30 * 50 * 30 * 50 * 40 * 50 Max Q Clear Time (g_c+I1), s 3.3 17.6 2.9 3.5 7.6 9.1 19.1 3.1 Green Ext Time (p_c), s 0.0 9.1 0.0 0.3 0.1 1.3 1.5 0.1 Intersection Summary
HCM 6th Ctrl Delay 26.5
HCM 6th LOS C
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
2: Pocket Rd & E Shore Dr
Synchro 10 Report

Page 2 ends

Intersection
Int Delay, s/veh 0.8
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 5 380 440 60 40 5
Future Vol, veh/h 5 380 440 60 40 5
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length 70 - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 5 380 440 60 40 5
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 500 0 - 0 670 250
Stage 1 - - - - 470 -
Stage 2 - - - - 200 -
Critical Hdwy 4.16 - - - 6.86 6.96
Critical Hdwy Stg 1 - - - - 5.86 -
Critical Hdwy Stg 2 - - - - 5.86 -
Follow-up Hdwy 2.23 - - - 3.53 3.33
Pot Cap-1 Maneuver 1053 - - - 388 747
Stage 1 - - - - 592 -
Stage 2 - - - - 811 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1053 - - - 386 747
Mov Cap-2 Maneuver - - - - 386 -
Stage 1 - - - - 589 -
Stage 2 - - - - 811 -
Approach EB WB SB
HCM Control Delay, s 0.1 0 14.9

HCM LOS B
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1053 - - - 408
HCM Lane V/C Ratio 0.005 - - - 0.11
HCM Control Delay (s) 8.4 - - - 14.9
HCM Lane LOS A - - - B
HCM 95th %tile Q(veh) 0 - - - 0.4
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
3: Pocket Rd & W Shore Dr
Synchro 10 Report

Page 3 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 20 330 30 70 330 30 10 5 20 30 10 10 Future Volume (veh/h) 20 330 30 70 330 30 10 5 20 30 10 10 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 20 330 27 70 330 27 10 5 2 30 10 3 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 90 988 80 260 1306 106 284 111 27 326 86 16
Arrive On Green 0.05 0.30 0.30 0.15 0.40 0.40 0.14 0.14 0.14 0.14 0.14 0.14 Sat Flow, veh/h 1767 3301 269 1767 3301 269 649 767 189 850 599 109 Grp Volume(v), veh/h 20 175 182 70 175 182 17 0 0 43 0 0 Grp Sat Flow(s),veh/h/ln 1767 1763 1807 1767 1763 1807 1604 0 0 1557 0 0 Q Serve(g_s), s 0.3 2.3 2.4 1.1 2.0 2.0 0.0 0.0 0.0 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.3 2.3 2.4 1.1 2.0 2.0 0.2 0.0 0.0 0.6 0.0 0.0 Prop In Lane 1.00 0.15 1.00 0.15 0.59 0.12 0.70 0.07
Lane Grp Cap(c), veh/h 90 528 541 260 697 715 422 0 0 428 0 0 V/C Ratio(X) 0.22 0.33 0.34 0.27 0.25 0.25 0.04 0.00 0.00 0.10 0.00 0.00 Avail Cap(c_a), veh/h 1764 2932 3006 2939 2932 3006 2735 0 0 2201 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 1.00 1.00 1.00 1.00 1.00 0.00 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 13.7 8.2 8.2 11.4 6.1 6.1 11.1 0.0 0.0 11.3 0.0 0.0 Incr Delay (d2), s/veh 0.5 0.1 0.1 0.2 0.1 0.1 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.1 0.5 0.5 0.3 0.3 0.4 0.1 0.0 0.0 0.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 14.1 8.3 8.3 11.6 6.2 6.2 11.1 0.0 0.0 11.3 0.0 0.0 LnGrp LOS B A A B A A B A A B A A
Approach Vol, veh/h 377 427 17 43
Approach Delay, s/veh 8.6 7.1 11.1 11.3
Approach LOS A A B B
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 5.0 16.6 8.4 7.9 13.7 8.4
Change Period (Y+Rc), s 3.5 * 4.7 * 4.1 3.5 * 4.7 * 4.1 Max Green Setting (Gmax), s 30.0 * 50 * 40 50.0 * 50 * 50 Max Q Clear Time (g_c+I1), s 2.3 4.0 2.6 3.1 4.4 2.2
Green Ext Time (p_c), s 0.0 1.2 0.1 0.1 1.2 0.0
Intersection Summary
HCM 6th Ctrl Delay 8.0
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
4: Pocket Rd & Windbridge Blvd
Synchro 10 Report

Page 4 ends

Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 60 310 240 60 60 50
Future Vol, veh/h 60 310 240 60 60 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 60 310 240 60 60 50
Number of Lanes 1 2 2 0 1 1
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 2 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 2
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 3
HCM Control Delay 8.8 9.8 9.6

HCM LOS A A A
Lane EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBLn1 SBLn2
Vol Left, % 100% 0% 0% 0% 0% 100% 0%
Vol Thru, % 0% 100% 100% 100% 57% 0% 0%
Vol Right, % 0% 0% 0% 0% 43% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 60 155 155 160 140 60 50
LT Vol 60 0 0 0 0 60 0
Through Vol 0 155 155 160 80 0 0
RT Vol 0 0 0 0 60 0 50
Lane Flow Rate 60 155 155 160 140 60 50
Geometry Grp 8 8 8 8 8 8 8
Degree of Util (X) 0.101 0.238 0.162 0.247 0.205 0.113 0.077 Departure Headway (Hd) 6.033 5.53 3.768 5.566 5.264 6.762 5.557 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 590 645 939 638 675 533 649
Service Time 3.808 3.305 1.543 3.354 3.052 4.462 3.257
HCM Lane V/C Ratio 0.102 0.24 0.165 0.251 0.207 0.113 0.077 HCM Control Delay 9.5 10 7.3 10.2 9.4 10.3 8.7
HCM Lane LOS A A A B A B A
HCM 95th-tile Q 0.3 0.9 0.6 1 0.8 0.4 0.2
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
5: Pocket Rd & Axios River Ct/Little Riverway
Synchro 10 Report

Page 5 ends

Intersection
Int Delay, s/veh 1.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 5 5 20 5 30 30 290 5 5 310 20
Future Vol, veh/h 5 5 5 20 5 30 30 290 5 5 310 20
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 100 - - 150 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 5 5 20 5 30 30 290 5 5 310 20
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 538 685 165 521 693 148 330 0 0 295 0 0 Stage 1 330 330 - 353 353 - - - - - - -
Stage 2 208 355 - 168 340 - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 424 367 847 436 363 869 1219 - - 1256 - - Stage 1 654 642 - 634 627 - - - - - - -
Stage 2 772 626 - 814 635 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 396 356 847 419 352 869 1219 - - 1256 - - Mov Cap-2 Maneuver 396 356 - 419 352 - - - - - - -
Stage 1 638 639 - 618 611 - - - - - - -
Stage 2 721 610 - 800 632 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 13.1 12 0.7 0.1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1219 - - 460 570 1256 - -
HCM Lane V/C Ratio 0.025 - - 0.033 0.096 0.004 - -
HCM Control Delay (s) 8 - - 13.1 12 7.9 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.3 0 - -
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
6: Pocket Rd & Rivergate Way
Synchro 10 Report

Page 6 ends

Intersection
Int Delay, s/veh 1.3
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 5 5 20 5 10 30 310 5 5 320 10
Future Vol, veh/h 5 5 5 20 5 10 30 310 5 5 320 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 130 - - 120 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 5 5 20 5 10 30 310 5 5 320 10
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 553 710 165 546 713 158 330 0 0 315 0 0 Stage 1 335 335 - 373 373 - - - - - - -
Stage 2 218 375 - 173 340 - - - - - - -
Critical Hdwy 7.56 6.56 6.96 7.56 6.56 6.96 4.16 - - 4.16 - - Critical Hdwy Stg 1 6.56 5.56 - 6.56 5.56 - - - - - - - Critical Hdwy Stg 2 6.56 5.56 - 6.56 5.56 - - - - - - - Follow-up Hdwy 3.53 4.03 3.33 3.53 4.03 3.33 2.23 - - 2.23 - - Pot Cap-1 Maneuver 414 355 847 418 354 856 1219 - - 1235 - - Stage 1 650 639 - 617 614 - - - - - - -
Stage 2 761 613 - 809 635 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 396 345 847 402 344 856 1219 - - 1235 - - Mov Cap-2 Maneuver 396 345 - 402 344 - - - - - - -
Stage 1 634 636 - 602 599 - - - - - - -
Stage 2 727 598 - 795 632 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 13.2 13.5 0.7 0.1

HCM LOS B B
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1219 - - 454 461 1235 - -
HCM Lane V/C Ratio 0.025 - - 0.033 0.076 0.004 - -
HCM Control Delay (s) 8 - - 13.2 13.5 7.9 - -
HCM Lane LOS A - - B B A - -
HCM 95th %tile Q(veh) 0.1 - - 0.1 0.2 0 - -
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
7: Riverside Blvd & Park Riviera Way
Synchro 10 Report

Page 7 ends

Intersection
Intersection Delay, s/veh 13.8
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 20 30 40 20 50 20 220 40 160 670 5 Future Vol, veh/h 5 20 30 40 20 50 20 220 40 160 670 5
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 20 30 40 20 50 20 220 40 160 670 5
Number of Lanes 0 1 0 0 1 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 3 3 1 1
HCM Control Delay 10.4 11.5 10.4 15.4

HCM LOS B B B C
Lane NBLn1 NBLn2 NBLn3 EBLn1 WBLn1 SBLn1 SBLn2 SBLn3
Vol Left, % 100% 0% 0% 9% 36% 100% 0% 0%
Vol Thru, % 0% 100% 65% 36% 18% 0% 100% 98%
Vol Right, % 0% 0% 35% 55% 45% 0% 0% 2%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 20 147 113 55 110 160 447 228
LT Vol 20 0 0 5 40 160 0 0
Through Vol 0 147 73 20 20 0 447 223
RT Vol 0 0 40 30 50 0 0 5
Lane Flow Rate 20 147 113 55 110 160 447 228
Geometry Grp 7 7 7 7 7 7 7 7
Degree of Util (X) 0.037 0.25 0.185 0.105 0.211 0.267 0.683 0.348 Departure Headway (Hd) 6.643 6.137 5.886 6.841 6.895 6.013 5.508 5.492 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes
Cap 539 585 610 524 520 598 657 655
Service Time 4.382 3.875 3.625 4.586 4.636 3.739 3.234 3.218 HCM Lane V/C Ratio 0.037 0.251 0.185 0.105 0.212 0.268 0.68 0.348 HCM Control Delay 9.6 10.9 10 10.4 11.5 10.9 19.3 11.1
HCM Lane LOS A B A B B B C B
HCM 95th-tile Q 0.1 1 0.7 0.3 0.8 1.1 5.4 1.6
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
8: Riverside Blvd & Park Rivieria Way
Synchro 10 Report

Page 8 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 110 5 10 5 5 5 10 240 5 5 830 240 Future Volume (veh/h) 110 5 10 5 5 5 10 240 5 5 830 240 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 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 118 0 0 5 5 0 10 240 5 5 830 229
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 589 309 0 24 24 0 41 1698 35 19 1237 341
Arrive On Green 0.17 0.00 0.00 0.03 0.03 0.00 0.02 0.48 0.48 0.01 0.45 0.45 Sat Flow, veh/h 3534 1856 0 905 905 0 1767 3532 73 1767 2730 753 Grp Volume(v), veh/h 118 0 0 10 0 0 10 120 125 5 536 523 Grp Sat Flow(s),veh/h/ln1767 1856 0 1810 0 0 1767 1763 1842 1767 1763 1720 Q Serve(g_s), s 1.4 0.0 0.0 0.3 0.0 0.0 0.3 1.8 1.8 0.1 11.3 11.3 Cycle Q Clear(g_c), s 1.4 0.0 0.0 0.3 0.0 0.0 0.3 1.8 1.8 0.1 11.3 11.3 Prop In Lane 1.00 0.00 0.50 0.00 1.00 0.04 1.00 0.44
Lane Grp Cap(c), veh/h 589 309 0 47 0 0 41 847 886 19 799 780 V/C Ratio(X) 0.20 0.00 0.00 0.21 0.00 0.00 0.24 0.14 0.14 0.26 0.67 0.67 Avail Cap(c_a), veh/h 2247 1180 0 1151 0 0 936 1094 1144 899 1121 1093 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 0.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 16.9 0.0 0.0 22.5 0.0 0.0 22.6 6.8 6.8 23.2 10.1 10.1 Incr Delay (d2), s/veh 0.1 0.0 0.0 0.8 0.0 0.0 1.1 0.1 0.1 2.7 1.4 1.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.5 0.0 0.0 0.1 0.0 0.0 0.1 0.5 0.5 0.1 3.3 3.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 17.0 0.0 0.0 23.3 0.0 0.0 23.7 6.9 6.9 25.8 11.5 11.5 LnGrp LOS B A A C A A C A A C B B
Approach Vol, veh/h 118 10 255 1064
Approach Delay, s/veh 17.0 23.3 7.6 11.6
Approach LOS B C A B
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 11.5 4.8 26.0 4.9 3.5 27.3
Change Period (Y+Rc), s * 3.6 * 3.7 * 4.6 3.7 3.0 * 4.6 Max Green Setting (Gmax), s * 30 * 25 * 30 30.0 24.0 * 29 Max Q Clear Time (g_c+I1), s 3.4 2.3 13.3 2.3 2.1 3.8
Green Ext Time (p_c), s 0.2 0.0 8.1 0.0 0.0 1.8
Intersection Summary
HCM 6th Ctrl Delay 11.4
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.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
9: Florin Rd & Riverside Blvd
Synchro 10 Report

Page 9 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 310 50 260 980 0 150 0 130 0 0 0 Future Volume (veh/h) 0 310 50 260 980 0 150 0 130 0 0 0 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 0 1856 1856 1856 1856 0 1856 1856 1856 0 1856 0 Adj Flow Rate, veh/h 0 310 50 260 980 0 150 0 130 0 0 0 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 3 3 3 0 3 3 3 0 3 0
Cap, veh/h 0 792 353 455 2075 0 753 408 751 0 4 0
Arrive On Green 0.00 0.22 0.22 0.26 0.59 0.00 0.22 0.00 0.22 0.00 0.00 0.00 Sat Flow, veh/h 0 3618 1572 1767 3618 0 3428 1856 1572 0-64944 0 Grp Volume(v), veh/h 0 310 50 260 980 0 150 0 130 0 0 0 Grp Sat Flow(s),veh/h/ln 0 1763 1572 1767 1763 0 1714 1856 1572 0 1856 0 Q Serve(g_s), s 0.0 3.7 1.2 6.3 7.8 0.0 1.7 0.0 2.3 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 3.7 1.2 6.3 7.8 0.0 1.7 0.0 2.3 0.0 0.0 0.0 Prop In Lane 0.00 1.00 1.00 0.00 1.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 792 353 455 2075 0 753 408 751 0 4 0 V/C Ratio(X) 0.00 0.39 0.14 0.57 0.47 0.00 0.20 0.00 0.17 0.00 0.00 0.00 Avail Cap(c_a), veh/h 0 3599 1605 1082 3599 0 3500 1894 2011 0 1326 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) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 16.1 15.2 15.8 5.7 0.0 15.6 0.0 7.3 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.3 0.4 0.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.3 0.4 2.1 1.6 0.0 0.6 0.0 2.7 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 16.6 15.5 16.2 5.8 0.0 15.6 0.0 7.3 0.0 0.0 0.0 LnGrp LOS A B B B A A B A A A A A
Approach Vol, veh/h 360 1240 280 0
Approach Delay, s/veh 16.4 8.0 11.8 0.0
Approach LOS B A B
Timer - Assigned Phs 2 4 5 6 8
Phs Duration (G+Y+Rc), s 33.9 15.1 17.8 16.1 0.0
Change Period (Y+Rc), s * 5.1 * 4.3 * 5.2 * 5.1 3.5
Max Green Setting (Gmax), s * 50 * 50 * 30 * 50 35.0
Max Q Clear Time (g_c+I1), s 9.8 4.3 8.3 5.7 0.0
Green Ext Time (p_c), s 4.9 0.5 0.3 3.1 0.0
Intersection Summary
HCM 6th Ctrl Delay 10.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM Signalized Intersection Capacity Analysis
10: Havenside Dr/Rivercrest Dr & Riverside Blvd
Synchro 10 Report

Page 1 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 5 490 20 220 1390 30 50 5 120 5 5 5 Future Volume (vph) 5 490 20 220 1390 30 50 5 120 5 5 5 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 3.5 4.6 3.5 4.6 3.7 3.5 3.7
Lane Util. Factor 1.00 0.95 1.00 0.95 1.00 1.00 1.00
Frt 1.00 0.99 1.00 1.00 1.00 0.85 0.95
Flt Protected 0.95 1.00 0.95 1.00 0.96 1.00 0.98
Satd. Flow (prot) 1752 3484 1752 3494 1764 1568 1733
Flt Permitted 0.95 1.00 0.95 1.00 0.75 1.00 0.93
Satd. Flow (perm) 1752 3484 1752 3494 1389 1568 1635
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 5 490 20 220 1390 30 50 5 120 5 5 5
RTOR Reduction (vph) 0 1 0 0 0 0 0 0 81 0 4 0
Lane Group Flow (vph) 5 509 0 220 1420 0 0 55 39 0 11 0 Turn Type Prot NA Prot NA Perm NA custom Perm NA
Protected Phases 1 6 5 2 7 5 8 7
Permitted Phases 7 7 7
Actuated Green, G (s) 1.7 35.1 12.3 45.7 10.2 22.5 10.2 Effective Green, g (s) 1.7 35.1 12.3 45.7 10.2 22.5 10.2 Actuated g/C Ratio 0.02 0.51 0.18 0.66 0.15 0.32 0.15
Clearance Time (s) 3.5 4.6 3.5 4.6 3.7 3.7
Vehicle Extension (s) 2.0 2.0 2.0 2.0 2.0 2.0
Lane Grp Cap (vph) 42 1762 310 2300 204 508 240
v/s Ratio Prot 0.00 0.15 c0.13 c0.41 0.01
v/s Ratio Perm c0.04 0.01 0.01
v/c Ratio 0.12 0.29 0.71 0.62 0.27 0.08 0.04
Uniform Delay, d1 33.1 9.9 26.9 6.8 26.3 16.3 25.4
Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.5 0.0 6.0 0.4 0.3 0.0 0.0
Delay (s) 33.6 10.0 32.8 7.2 26.6 16.3 25.4
Level of Service C A C A C B C
Approach Delay (s) 10.2 10.6 19.5 25.4
Approach LOS B B B C
Intersection Summary
HCM 2000 Control Delay 11.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.64
Actuated Cycle Length (s) 69.4 Sum of lost time (s) 15.3 Intersection Capacity Utilization 66.5% ICU Level of Service C Analysis Period (min) 15
c Critical Lane Group
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
11: Greenhaven Dr & Riverside Blvd/43rd Ave
Synchro 10 Report

Page 11 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 600 50 330 1590 0 50 0 110 0 0 0 Future Volume (veh/h) 0 600 50 330 1590 0 50 0 110 0 0 0 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 0 1856 1856 1856 1856 0 1856 0 1856 0 1856 0 Adj Flow Rate, veh/h 0 600 46 330 1590 0 50 0 60 0 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 3 3 3 0 3 0 3 0 3 0
Cap, veh/h 0 976 75 447 2293 0 176 0 0 0 5 0
Arrive On Green 0.00 0.29 0.29 0.25 0.65 0.00 0.10 0.00 0.00 0.00 0.00 0.00 Sat Flow, veh/h 0 3411 254 1767 3618 0 1767 50 0-64944 0 Grp Volume(v), veh/h 0 318 328 330 1590 0 50 14.5 0 0 0 Grp Sat Flow(s),veh/h/ln 0 1763 1810 1767 1763 0 1767 B 0 1856 0 Q Serve(g_s), s 0.0 5.3 5.3 5.8 9.8 0.0 0.9 0.0 0.0 0.0 Cycle Q Clear(g_c), s 0.0 5.3 5.3 5.8 9.8 0.0 0.9 0.0 0.0 0.0 Prop In Lane 0.00 0.14 1.00 0.00 1.00 0.00 0.00
Lane Grp Cap(c), veh/h 0 519 532 447 2293 0 176 0 5 0
V/C Ratio(X) 0.00 0.61 0.62 0.74 0.69 0.00 0.28 0.00 0.00 0.00 Avail Cap(c_a), veh/h 0 2593 2662 1560 5187 0 2080 0 1638 0 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 10.3 10.3 11.7 3.8 0.0 14.2 0.0 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.4 0.4 0.9 0.1 0.0 0.3 0.0 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 1.4 1.4 1.6 0.0 0.0 0.3 0.0 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 10.8 10.8 12.6 3.9 0.0 14.5 0.0 0.0 0.0 LnGrp LOS A B B B A A B A A A
Approach Vol, veh/h 646 1920 0
Approach Delay, s/veh 10.8 5.4 0.0
Approach LOS B A
Timer - Assigned Phs 4 5 6 7 8
Phs Duration (G+Y+Rc), s 26.7 7.3 0.0 12.1 14.6
Change Period (Y+Rc), s * 4.6 3.9 3.5 3.5 * 4.6
Max Green Setting (Gmax), s * 50 40.0 30.0 30.0 * 50
Max Q Clear Time (g_c+I1), s 11.8 2.9 0.0 7.8 7.3
Green Ext Time (p_c), s 10.1 0.1 0.0 0.4 2.4
Intersection Summary
HCM 6th Ctrl Delay 6.9
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
12: Greenhaven Dr & Gloria Dr
Synchro 10 Report

Page 12 ends

Intersection
Intersection Delay, s/veh 25
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 190 130 140 110 20 50 150 120 20 280 80 Future Vol, veh/h 70 190 130 140 110 20 50 150 120 20 280 80 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 70 190 130 140 110 20 50 150 120 20 280 80
Number of Lanes 0 1 0 0 1 0 0 2 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 1 1 1
HCM Control Delay 30.4 20.9 15.2 30.8

HCM LOS D C C D
Lane NBLn1 NBLn2 EBLn1WBLn1 SBLn1
Vol Left, % 40% 0% 18% 52% 5%
Vol Thru, % 60% 38% 49% 41% 74%
Vol Right, % 0% 62% 33% 7% 21%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 125 195 390 270 380
LT Vol 50 0 70 140 20
Through Vol 75 75 190 110 280
RT Vol 0 120 130 20 80
Lane Flow Rate 125 195 390 270 380
Geometry Grp 7 7 2 2 5
Degree of Util (X) 0.287 0.412 0.771 0.577 0.769
Departure Headway (Hd) 8.26 7.608 7.114 7.697 7.289
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 434 472 507 467 494
Service Time 6.041 5.389 5.185 5.777 5.362
HCM Lane V/C Ratio 0.288 0.413 0.769 0.578 0.769
HCM Control Delay 14.4 15.7 30.4 20.9 30.8
HCM Lane LOS B C D C D
HCM 95th-tile Q 1.2 2 6.8 3.6 6.8
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
13: Havenside Dr & Gloria Dr
Synchro 10 Report

Page 13 ends

Intersection
Intersection Delay, s/veh18.7
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 180 240 240 50 120 50 30 80 50 40 110 90 Future Vol, veh/h 180 240 240 50 120 50 30 80 50 40 110 90 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 180 240 240 50 120 50 30 80 50 40 110 90
Number of Lanes 1 1 0 1 1 0 0 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 2 2
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 2 2
HCM Control Delay 24 12.3 12.6 14.3

HCM LOS C B B B
Lane NBLn1 EBLn1 EBLn2WBLn1WBLn2 SBLn1
Vol Left, % 19% 100% 0% 100% 0% 17%
Vol Thru, % 50% 0% 50% 0% 71% 46%
Vol Right, % 31% 0% 50% 0% 29% 38%
Sign Control Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 160 180 480 50 170 240
LT Vol 30 180 0 50 0 40
Through Vol 80 0 240 0 120 110
RT Vol 50 0 240 0 50 90
Lane Flow Rate 160 180 480 50 170 240
Geometry Grp 2 7 7 7 7 2
Degree of Util (X) 0.298 0.342 0.797 0.104 0.319 0.43
Departure Headway (Hd) 6.694 6.846 5.98 7.481 6.758 6.449 Convergence, Y/N Yes Yes Yes Yes Yes Yes
Cap 536 527 610 479 532 559
Service Time 4.739 4.563 3.697 5.226 4.502 4.467
HCM Lane V/C Ratio 0.299 0.342 0.787 0.104 0.32 0.429
HCM Control Delay 12.6 13.1 28.1 11.1 12.7 14.3
HCM Lane LOS B B D B B B
HCM 95th-tile Q 1.2 1.5 7.8 0.3 1.4 2.1
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
14: Florin Rd & Gloria Dr
Synchro 10 Report

Page 14 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 80 50 190 120 140 90 350 120 90 230 60 Future Volume (veh/h) 40 80 50 190 120 140 90 350 120 90 230 60 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 40 80 10 190 120 44 90 350 34 90 230 11 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 169 661 295 321 965 430 265 1058 299 265 955 296 Arrive On Green 0.10 0.19 0.19 0.18 0.27 0.27 0.15 0.19 0.19 0.15 0.19 0.19 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 5567 1572 1767 5066 1572 Grp Volume(v), veh/h 40 80 10 190 120 44 90 350 34 90 230 11 Grp Sat Flow(s),veh/h/ln1767 1763 1572 1767 1763 1572 1767 1856 1572 1767 1689 1572 Q Serve(g_s), s 1.3 1.2 0.3 6.3 1.6 1.3 2.9 3.5 1.1 2.9 2.5 0.4 Cycle Q Clear(g_c), s 1.3 1.2 0.3 6.3 1.6 1.3 2.9 3.5 1.1 2.9 2.5 0.4 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 169 661 295 321 965 430 265 1058 299 265 955 296 V/C Ratio(X) 0.24 0.12 0.03 0.59 0.12 0.10 0.34 0.33 0.11 0.34 0.24 0.04 Avail Cap(c_a), veh/h 1110 2215 988 1110 2768 1235 1110 4109 1161 1110 3978 1235 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 26.6 21.5 21.2 23.9 17.4 17.3 24.2 22.3 21.3 24.2 22.0 21.1 Incr Delay (d2), s/veh 0.3 0.0 0.0 0.6 0.0 0.0 0.3 0.2 0.2 0.3 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/ln0.5 0.5 0.1 2.5 0.6 0.4 1.1 1.4 0.4 1.1 0.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 26.9 21.5 21.2 24.5 17.4 17.3 24.5 22.5 21.5 24.5 22.1 21.2 LnGrp LOS C C C C B B C C C C C C
Approach Vol, veh/h 130 354 474 331
Approach Delay, s/veh 23.2 21.2 22.8 22.7
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.9 22.1 14.6 16.1 16.4 16.6 14.5 16.2 Change Period (Y+Rc), s* 4.8 * 4.7 5.0 * 4.1 * 4.8 * 4.7 * 4.9 * 4.1 Max Green Setting (Gmax), s* 40 * 50 40.0 * 50 * 40 * 40 * 40 * 47 Max Q Clear Time (g_c+I1), s3.3 3.6 4.9 4.5 8.3 3.2 4.9 5.5 Green Ext Time (p_c), s 0.0 0.6 0.1 1.6 0.3 0.3 0.1 2.5 Intersection Summary
HCM 6th Ctrl Delay 22.4
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.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
15: Gloria Dr & Park Riviera Way
Synchro 10 Report

Page 15 ends

Intersection
Intersection Delay, s/veh 9.2
Intersection LOS A
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 60 130 60 100 170 80
Future Vol, veh/h 60 130 60 100 170 80
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 60 130 60 100 170 80
Number of Lanes 1 0 0 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 1
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach RightNB EB
Conflicting Lanes Right 1 0 1
HCM Control Delay 9 9.1 9.4

HCM LOS A A A
Lane NBLn1 EBLn1 SBLn1
Vol Left, % 38% 32% 0%
Vol Thru, % 62% 0% 68%
Vol Right, % 0% 68% 32%
Sign Control Stop Stop Stop
Traffic Vol by Lane 160 190 250
LT Vol 60 60 0
Through Vol 100 0 170
RT Vol 0 130 80
Lane Flow Rate 160 190 250
Geometry Grp 1 1 1
Degree of Util (X) 0.211 0.239 0.305
Departure Headway (Hd) 4.745 4.529 4.392
Convergence, Y/N Yes Yes Yes
Cap 755 792 818
Service Time 2.783 2.565 2.427
HCM Lane V/C Ratio 0.212 0.24 0.306
HCM Control Delay 9.1 9 9.4
HCM Lane LOS A A A
HCM 95th-tile Q 0.8 0.9 1.3
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
16: Gloria Dr & Rivergate Way
Synchro 10 Report

Page 16 ends

Intersection
Int Delay, s/veh 0.5
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 10 0 5 0 190 5 10 280 0
Future Vol, veh/h 0 0 0 10 0 5 0 190 5 10 280 0
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length 0 - - - - - - - - - - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 0 0 10 0 5 0 190 5 10 280 0
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 495 - - 493 493 193 - 0 0 195 0 0
Stage 1 300 - - 193 193 - - - - - - -
Stage 2 195 - - 300 300 - - - - - - -
Critical Hdwy 7.13 - - 7.13 6.53 6.23 - - - 4.13 - -
Critical Hdwy Stg 1 6.13 - - 6.13 5.53 - - - - - - -
Critical Hdwy Stg 2 6.13 - - 6.13 5.53 - - - - - - -
Follow-up Hdwy 3.527 - - 3.527 4.027 3.327 - - - 2.227 - - Pot Cap-1 Maneuver 483 0 0 485 476 846 0 - - 1372 - 0
Stage 1 707 0 0 806 739 - 0 - - - - 0
Stage 2 804 0 0 707 664 - 0 - - - - 0
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 477 - - 482 472 846 - - - 1372 - -
Mov Cap-2 Maneuver 477 - - 482 472 - - - - - - -
Stage 1 707 - - 806 739 - - - - - - -
Stage 2 799 - - 701 658 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 9.3 0 0.3

HCM LOS A A
Minor Lane/Major Mvmt NBT NBR EBLn1WBLn1 SBL SBT
Capacity (veh/h) - - - 846 1372 -
HCM Lane V/C Ratio - - - 0.006 0.007 -
HCM Control Delay (s) - - 0 9.3 7.6 0
HCM Lane LOS - - A A A A
HCM 95th %tile Q(veh) - - - 0 0 -
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
17: Rush River Dr & Gloria Dr/Havenside Dr
Synchro 10 Report

Page 17 ends

Intersection
Intersection Delay, s/veh 12.3
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 90 180 280 130 20 90 20 120 20 30 10 Future Vol, veh/h 5 90 180 280 130 20 90 20 120 20 30 10 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 90 180 280 130 20 90 20 120 20 30 10
Number of Lanes 1 1 0 1 1 0 1 1 0 0 1 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 2 1 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 2 2 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 2 1 2 2
HCM Control Delay 12.3 13.4 10.8 10.8

HCM LOS B B B B
Lane NBLn1 NBLn2 EBLn1 EBLn2 WBLn1 WBLn2 SBLn1
Vol Left, % 100% 0% 100% 0% 100% 0% 33%
Vol Thru, % 0% 14% 0% 33% 0% 87% 50%
Vol Right, % 0% 86% 0% 67% 0% 13% 17%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 90 140 5 270 280 150 60
LT Vol 90 0 5 0 280 0 20
Through Vol 0 20 0 90 0 130 30
RT Vol 0 120 0 180 0 20 10
Lane Flow Rate 90 140 5 270 280 150 60
Geometry Grp 7 7 7 7 7 7 6
Degree of Util (X) 0.177 0.231 0.009 0.421 0.493 0.239 0.115 Departure Headway (Hd) 7.063 5.947 6.592 5.611 6.341 5.741 6.872 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 508 602 543 640 568 626 520
Service Time 4.811 3.695 4.337 3.356 4.081 3.48 4.933
HCM Lane V/C Ratio 0.177 0.233 0.009 0.422 0.493 0.24 0.115 HCM Control Delay 11.3 10.5 9.4 12.4 15.1 10.3 10.8
HCM Lane LOS B B A B C B B
HCM 95th-tile Q 0.6 0.9 0 2.1 2.7 0.9 0.4
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
18: Havenside Dr & Florin Rd
Synchro 10 Report

Page 18 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 5 420 70 240 480 130 70 70 310 360 100 10 Future Volume (veh/h) 5 420 70 240 480 130 70 70 310 360 100 10 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 5 420 62 240 480 90 70 70 221 230 282 2 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 26 553 81 284 1148 512 377 84 264 379 397 337 Arrive On Green 0.01 0.18 0.18 0.16 0.33 0.33 0.21 0.21 0.21 0.21 0.21 0.21 Sat Flow, veh/h 1767 3084 452 1767 3526 1572 1767 393 1240 1767 1856 1572 Grp Volume(v), veh/h 5 239 243 240 480 90 70 0 291 230 282 2 Grp Sat Flow(s),veh/h/ln1767 1763 1774 1767 1763 1572 1767 0 1632 1767 1856 1572 Q Serve(g_s), s 0.2 9.8 9.9 10.0 8.1 3.1 2.5 0.0 13.0 9.0 10.7 0.1 Cycle Q Clear(g_c), s 0.2 9.8 9.9 10.0 8.1 3.1 2.5 0.0 13.0 9.0 10.7 0.1 Prop In Lane 1.00 0.26 1.00 1.00 1.00 0.76 1.00 1.00
Lane Grp Cap(c), veh/h 26 316 318 284 1148 512 377 0 348 379 397 337 V/C Ratio(X) 0.20 0.76 0.76 0.84 0.42 0.18 0.19 0.00 0.84 0.61 0.71 0.01 Avail Cap(c_a), veh/h 696 1157 1164 696 2314 1032 928 0 857 928 974 826 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 37.1 29.7 29.7 31.0 20.0 18.4 24.6 0.0 28.7 27.0 27.7 23.6 Incr Delay (d2), s/veh 1.4 1.4 1.5 2.6 0.1 0.1 0.1 0.0 2.1 2.2 3.2 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 4.0 4.1 4.2 3.1 1.1 1.0 0.0 5.0 3.9 4.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 38.5 31.1 31.2 33.7 20.1 18.4 24.6 0.0 30.7 29.2 31.0 23.6 LnGrp LOS D C C C C B C A C C C C
Approach Vol, veh/h 487 810 361 514
Approach Delay, s/veh 31.2 24.0 29.6 30.1
Approach LOS C C C C
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s5.3 29.5 20.6 16.5 18.4 20.7
Change Period (Y+Rc), s* 4.2 * 4.7 * 4.3 * 4.2 * 4.7 4.5 Max Green Setting (Gmax), s* 30 * 50 * 40 * 30 * 50 40.0 Max Q Clear Time (g_c+I1), s2.2 10.1 12.7 12.0 11.9 15.0 Green Ext Time (p_c), s 0.0 2.2 3.6 0.3 1.7 1.3
Intersection Summary
HCM 6th Ctrl Delay 28.0
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.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
19: Greenhaven Dr & Florin Rd
Synchro 10 Report

Page 19 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 910 190 600 660 200 170 120 280 240 200 50 Future Volume (veh/h) 40 910 190 600 660 200 170 120 280 240 200 50 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 40 910 128 600 660 136 170 120 46 240 200 36 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 143 1253 389 710 1312 585 259 588 249 512 490 87 Arrive On Green 0.08 0.25 0.25 0.21 0.37 0.37 0.15 0.16 0.16 0.15 0.16 0.16 Sat Flow, veh/h 1767 5066 1572 3428 3526 1572 1767 3711 1572 3428 2994 529 Grp Volume(v), veh/h 40 910 128 600 660 136 170 120 46 240 116 120 Grp Sat Flow(s),veh/h/ln1767 1689 1572 1714 1763 1572 1767 1856 1572 1714 1763 1760 Q Serve(g_s), s 1.7 13.2 5.3 13.4 11.6 4.8 7.3 2.2 2.0 5.1 4.7 4.9 Cycle Q Clear(g_c), s 1.7 13.2 5.3 13.4 11.6 4.8 7.3 2.2 2.0 5.1 4.7 4.9 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.30
Lane Grp Cap(c), veh/h 143 1253 389 710 1312 585 259 588 249 512 289 288 V/C Ratio(X) 0.28 0.73 0.33 0.84 0.50 0.23 0.66 0.20 0.18 0.47 0.40 0.42 Avail Cap(c_a), veh/h 663 3168 983 1715 2205 983 663 2321 983 1286 1102 1101 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 34.5 27.6 24.7 30.5 19.4 17.2 32.2 29.3 29.2 31.1 29.9 30.0 Incr Delay (d2), s/veh 0.4 0.3 0.2 1.1 0.1 0.1 1.1 0.1 0.1 0.2 0.3 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/ln0.7 5.0 1.9 5.3 4.3 1.6 3.1 1.0 0.7 2.1 2.0 2.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 34.9 27.9 24.8 31.5 19.5 17.3 33.3 29.3 29.3 31.4 30.3 30.4 LnGrp LOS C C C C B B C C C C C C
Approach Vol, veh/h 1078 1396 336 476
Approach Delay, s/veh 27.8 24.5 31.3 30.8
Approach LOS C C C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s10.7 35.0 16.2 18.1 20.7 25.0 16.6 17.7 Change Period (Y+Rc), s* 4.2 * 5.2 4.5 5.0 * 4.1 * 5.2 * 4.7 5.0 Max Green Setting (Gmax), s* 30 * 50 30.0 50.0 * 40 * 50 * 30 50.0 Max Q Clear Time (g_c+I1), s3.7 13.6 9.3 6.9 15.4 15.2 7.1 4.2 Green Ext Time (p_c), s 0.0 3.1 0.2 0.9 1.1 4.6 0.4 0.6 Intersection Summary
HCM 6th Ctrl Delay 27.2
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.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
20: Greenhaven Dr & Parkshore Cir
Synchro 10 Report

Page 20 ends

Intersection
Int Delay, s/veh 3.9
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 5 5 5 110 5 5 10 290 80 30 390 10
Future Vol, veh/h 5 5 5 110 5 5 10 290 80 30 390 10
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Stop Stop Stop Stop Stop Stop Free Free Free Free Free Free RT Channelized - - None - - None - - None - - None
Storage Length - - - - - - 50 - - 50 - -
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 5 5 5 110 5 5 10 290 80 30 390 10
Major/Minor Minor2 Minor1 Major1 Major2
Conflicting Flow All 810 845 395 810 810 330 400 0 0 370 0 0 Stage 1 455 455 - 350 350 - - - - - - -
Stage 2 355 390 - 460 460 - - - - - - -
Critical Hdwy 7.13 6.53 6.23 7.13 6.53 6.23 4.13 - - 4.13 - - Critical Hdwy Stg 1 6.13 5.53 - 6.13 5.53 - - - - - - - Critical Hdwy Stg 2 6.13 5.53 - 6.13 5.53 - - - - - - - Follow-up Hdwy 3.527 4.027 3.327 3.527 4.027 3.327 2.227 - - 2.227 - - Pot Cap-1 Maneuver 297 298 652 297 313 709 1153 - - 1183 - - Stage 1 583 567 - 664 631 - - - - - - -
Stage 2 660 606 - 579 564 - - - - - - -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 284 288 652 283 302 709 1153 - - 1183 - - Mov Cap-2 Maneuver 284 288 - 283 302 - - - - - - -
Stage 1 578 553 - 658 625 - - - - - - -
Stage 2 644 601 - 555 550 - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 15.7 25.8 0.2 0.6

HCM LOS C D
Minor Lane/Major Mvmt NBL NBT NBR EBLn1WBLn1 SBL SBT SBR Capacity (veh/h) 1153 - - 352 291 1183 - -
HCM Lane V/C Ratio 0.009 - - 0.043 0.412 0.025 - -
HCM Control Delay (s) 8.2 - - 15.7 25.8 8.1 - -
HCM Lane LOS A - - C D A - -
HCM 95th %tile Q(veh) 0 - - 0.1 1.9 0.1 - -
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
21: Greenhaven Dr & Havenhurst Dr
Synchro 10 Report

Page 21 ends

Intersection
Int Delay, s/veh 2.1
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 10 40 280 10 150 400
Future Vol, veh/h 10 40 280 10 150 400
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 - - - - -
Veh in Median Storage, # 0 - 0 - - 0
Grade, % 0 - 0 - - 0
Peak Hour Factor 100 100 100 100 100 100
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 10 40 280 10 150 400
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 985 285 0 0 290 0
Stage 1 285 - - - - -
Stage 2 700 - - - - -
Critical Hdwy 6.43 6.23 - - 4.13 -
Critical Hdwy Stg 1 5.43 - - - - -
Critical Hdwy Stg 2 5.43 - - - - -
Follow-up Hdwy 3.527 3.327 - - 2.227 -
Pot Cap-1 Maneuver 274 752 - - 1266 -
Stage 1 761 - - - - -
Stage 2 491 - - - - -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 232 752 - - 1266 -
Mov Cap-2 Maneuver 232 - - - - -
Stage 1 761 - - - - -
Stage 2 416 - - - - -
Approach WB NB SB
HCM Control Delay, s 12.7 0 2.2

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 519 1266 -
HCM Lane V/C Ratio - - 0.096 0.118 -
HCM Control Delay (s) - - 12.7 8.2 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.3 0.4 -
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
22: Rush River Dr & Little River Way
Pocket Greenhaven Transportation Study 4:00 pm 09/29/2020 Existing Conditions Synchro 10 Report

Page 22 ends

Intersection
Intersection Delay, s/veh 11.8
Intersection LOS B
Movement EBL EBR NBL NBT SBT SBR
Lane Configurations
Traffic Vol, veh/h 30 50 50 170 420 50
Future Vol, veh/h 30 50 50 170 420 50
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 30 50 50 170 420 50
Number of Lanes 1 0 1 1 1 0
Approach EB NB SB
Opposing Approach SB NB
Opposing Lanes 0 1 2
Conflicting Approach Left SB EB
Conflicting Lanes Left 1 1 0
Conflicting Approach Right NB EB
Conflicting Lanes Right 2 0 1
HCM Control Delay 8.9 9.3 13.5

HCM LOS A A B
Lane NBLn1 NBLn2 EBLn1 SBLn1
Vol Left, % 100% 0% 38% 0%
Vol Thru, % 0% 100% 0% 89%
Vol Right, % 0% 0% 62% 11%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 50 170 80 470
LT Vol 50 0 30 0
Through Vol 0 170 0 420
RT Vol 0 0 50 50
Lane Flow Rate 50 170 80 470
Geometry Grp 7 7 2 5
Degree of Util (X) 0.078 0.241 0.115 0.581
Departure Headway (Hd) 5.61 5.106 5.187 4.45
Convergence, Y/N Yes Yes Yes Yes
Cap 639 702 689 813
Service Time 3.344 2.841 3.237 2.477
HCM Lane V/C Ratio 0.078 0.242 0.116 0.578
HCM Control Delay 8.8 9.5 8.9 13.5
HCM Lane LOS A A A B
HCM 95th-tile Q 0.3 0.9 0.4 3.8
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Roundabout
23: Windbridge Blvd & Rush River Dr
Synchro 10 Report

Page 23 ends

Intersection
Intersection Delay, s/veh 6.4
Intersection LOS A
Approach EB WB NB SW
Entry Lanes 1 1 1 1
Conflicting Circle Lanes 1 1 1 1
Adj Approach Flow, veh/h 430 240 170 260
Demand Flow Rate, veh/h 443 247 175 268
Vehicles Circulating, veh/h 227 165 433 216
Vehicles Exiting, veh/h 257 443 237 196
Ped Vol Crossing Leg, #/h 0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 7.7 5.1 6.2 5.6
Approach LOS A A A A
Lane Left Left Left Left
Designated Moves LTR LTR R LR
Assumed Moves LTR LTR R LR
RT Channelized
Lane Util 1.000 1.000 1.000 1.000
Follow-Up Headway, s 2.609 2.609 2.609 2.609
Critical Headway, s 4.976 4.976 4.976 4.976
Entry Flow, veh/h 443 247 175 268
Cap Entry Lane, veh/h 1095 1166 887 1107
Entry HV Adj Factor 0.971 0.971 0.971 0.971
Flow Entry, veh/h 430 240 170 260
Cap Entry, veh/h 1063 1132 862 1075
V/C Ratio 0.405 0.212 0.197 0.242
Control Delay, s/veh 7.7 5.1 6.2 5.6

LOS A A A A
95th %tile Queue, veh 2 1 1 1
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
24: S Land Park & Windbridge Dr
Synchro 10 Report

Page 24 ends

Intersection
Intersection Delay, s/veh17.1
Intersection LOS C
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 230 60 120 550 40 60
Future Vol, veh/h 230 60 120 550 40 60
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 230 60 120 550 40 60
Number of Lanes 1 0 1 1 1 0
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach RightNB WB
Conflicting Lanes Right 1 0 2
HCM Control Delay 11.2 20.7 9.9

HCM LOS B C A
Lane NBLn1 EBLn1WBLn1WBLn2
Vol Left, % 40% 0% 100% 0%
Vol Thru, % 0% 79% 0% 100%
Vol Right, % 60% 21% 0% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 100 290 120 550
LT Vol 40 0 120 0
Through Vol 0 230 0 550
RT Vol 60 60 0 0
Lane Flow Rate 100 290 120 550
Geometry Grp 2 5 7 7
Degree of Util (X) 0.159 0.395 0.186 0.774
Departure Headway (Hd) 5.72 4.908 5.572 5.069
Convergence, Y/N Yes Yes Yes Yes
Cap 622 728 642 710
Service Time 3.799 2.969 3.328 2.825
HCM Lane V/C Ratio 0.161 0.398 0.187 0.775
HCM Control Delay 9.9 11.2 9.6 23.1
HCM Lane LOS A B A C
HCM 95th-tile Q 0.6 1.9 0.7 7.5
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
25: Greenhaven Dr & Rush River Dr/Alder Tree Way
Synchro 10 Report

Page 25 ends

Intersection
Intersection Delay, s/veh33.1
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 70 5 290 10 5 5 280 330 10 20 610 150 Future Vol, veh/h 70 5 290 10 5 5 280 330 10 20 610 150 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 70 5 290 10 5 5 280 330 10 20 610 150
Number of Lanes 1 1 0 0 1 0 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 1 2
HCM Control Delay 25.7 14.1 23.5 44.6

HCM LOS D B C E
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 50% 100% 0% 0%
Vol Thru, % 0% 100% 92% 0% 2% 25% 0% 100% 58%
Vol Right, % 0% 0% 8% 0% 98% 25% 0% 0% 42%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 280 220 120 70 295 20 20 407 353
LT Vol 280 0 0 70 0 10 20 0 0
Through Vol 0 220 110 0 5 5 0 407 203
RT Vol 0 0 10 0 290 5 0 0 150
Lane Flow Rate 280 220 120 70 295 20 20 407 353
Geometry Grp 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.699 0.518 0.28 0.188 0.693 0.059 0.049 0.93 0.778 Departure Headway (Hd) 8.987 8.471 8.411 9.665 8.458 10.631 8.75 8.234 7.928 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 403 427 428 372 428 337 411 443 459
Service Time 6.708 6.192 6.132 7.42 6.212 8.4 6.47 5.954 5.648 HCM Lane V/C Ratio 0.695 0.515 0.28 0.188 0.689 0.059 0.049 0.919 0.769 HCM Control Delay 30.1 20 14.4 14.7 28.3 14.1 11.9 56.1 33.3 HCM Lane LOS D C B B D B B F D
HCM 95th-tile Q 5.2 2.9 1.1 0.7 5.1 0.2 0.2 10.6 6.8
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
26: Greenhaven Dr & S Land Park
Synchro 10 Report

Page 26 ends

Intersection
Intersection Delay, s/veh18.5
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 20 100 140 190 40 30 60 220 110 60 440 30 Future Vol, veh/h 20 100 140 190 40 30 60 220 110 60 440 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 20 100 140 190 40 30 60 220 110 60 440 30
Number of Lanes 1 1 0 1 1 1 1 2 0 1 2 0
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 2 3 3
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 3 3 2 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 3 3 3 2
HCM Control Delay 19.6 18.1 15.4 20.5

HCM LOS C C C C
Lane NBLn1 NBLn2 NBLn3 EBLn1 EBLn2WBLn1WBLn2WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 100% 0% 100% 0% 0% 100% 0% 0%
Vol Thru, % 0% 100% 40% 0% 42% 0% 100% 0% 0% 100% 83%
Vol Right, % 0% 0% 60% 0% 58% 0% 0% 100% 0% 0% 17%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 60 147 183 20 240 190 40 30 60 293 177 LT Vol 60 0 0 20 0 190 0 0 60 0 0
Through Vol 0 147 73 0 100 0 40 0 0 293 147
RT Vol 0 0 110 0 140 0 0 30 0 0 30
Lane Flow Rate 60 147 183 20 240 190 40 30 60 293 177
Geometry Grp 8 8 8 8 8 8 8 8 8 8 8
Degree of Util (X) 0.149 0.342 0.406 0.05 0.543 0.486 0.097 0.067 0.143 0.658 0.39 Departure Headway (Hd) 8.91 8.399 7.97 9.055 8.147 9.214 8.706 7.995 8.581 8.071 7.95 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 403 428 451 397 444 391 412 448 419 449 454
Service Time 6.661 6.15 5.72 6.776 5.868 6.966 6.458 5.747 6.296 5.786 5.665 HCM Lane V/C Ratio 0.149 0.343 0.406 0.05 0.541 0.486 0.097 0.067 0.143 0.653 0.39 HCM Control Delay 13.2 15.5 16.1 12.3 20.2 20.4 12.4 11.3 12.7 25 15.7 HCM Lane LOS B C C B C C B B B C C
HCM 95th-tile Q 0.5 1.5 1.9 0.2 3.2 2.6 0.3 0.2 0.5 4.6 1.8 Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
27: Windbridge Dr/Corporate Way & Greenhaven Dr
Synchro 10 Report

Page 27 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 60 420 620 60 280 5 250 20 70 10 30 60 Future Volume (veh/h) 60 420 620 60 280 5 250 20 70 10 30 60 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 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 60 420 433 60 280 4 155 153 40 10 30 5 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 213 538 773 213 1032 15 357 286 75 46 137 157 Arrive On Green 0.12 0.29 0.29 0.12 0.29 0.29 0.20 0.20 0.20 0.10 0.10 0.10 Sat Flow, veh/h 1767 1856 1572 1767 3558 51 1767 1418 371 458 1374 1572 Grp Volume(v), veh/h 60 420 433 60 139 145 155 0 193 40 0 5 Grp Sat Flow(s),veh/h/ln1767 1856 1572 1767 1763 1846 1767 0 1789 1833 0 1572 Q Serve(g_s), s 1.7 11.3 10.5 1.7 3.3 3.3 4.2 0.0 5.2 1.1 0.0 0.2 Cycle Q Clear(g_c), s 1.7 11.3 10.5 1.7 3.3 3.3 4.2 0.0 5.2 1.1 0.0 0.2 Prop In Lane 1.00 1.00 1.00 0.03 1.00 0.21 0.25 1.00
Lane Grp Cap(c), veh/h 213 538 773 213 511 535 357 0 361 183 0 157 V/C Ratio(X) 0.28 0.78 0.56 0.28 0.27 0.27 0.43 0.00 0.53 0.22 0.00 0.03 Avail Cap(c_a), veh/h 978 1711 1767 978 1626 1703 1304 0 1320 1352 0 1160 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 21.7 17.7 9.7 21.7 14.8 14.8 18.9 0.0 19.4 22.5 0.0 22.0 Incr Delay (d2), s/veh 0.3 0.9 0.2 0.3 0.1 0.1 0.3 0.0 0.5 0.2 0.0 0.0 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 4.3 4.6 0.6 1.2 1.2 1.5 0.0 2.0 0.4 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 22.0 18.6 9.9 22.0 14.9 14.9 19.2 0.0 19.8 22.7 0.0 22.1 LnGrp LOS C B A C B B B A B C A C
Approach Vol, veh/h 913 344 348 45
Approach Delay, s/veh 14.7 16.2 19.6 22.6
Approach LOS B B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 9.4 10.2 19.4 15.1 10.2 19.4
Change Period (Y+Rc), s 4.0 * 3.7 3.7 4.2 * 3.7 3.7
Max Green Setting (Gmax), s 40.0 * 30 50.0 40.0 * 30 50.0 Max Q Clear Time (g_c+I1), s 3.1 3.7 13.3 7.2 3.7 5.3
Green Ext Time (p_c), s 0.1 0.1 2.5 0.9 0.1 1.0
Intersection Summary
HCM 6th Ctrl Delay 16.2
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.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
28: Pocket Rd & I-5 SB Ramp
Synchro 10 Report

Page 28 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 710 505 0 850 220 0 0 0 440 0 260 Future Volume (veh/h) 0 710 505 0 850 220 0 0 0 440 0 260 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 0 1856 1856 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 0 710 505 0 850 0 440 0 0
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 3 0 3 3 3 3 3
Cap, veh/h 0 1531 1081 0 2734 517 280
Arrive On Green 0.00 0.78 0.78 0.00 0.78 0.00 0.15 0.00 0.00 Sat Flow, veh/h 0 2067 1394 0 3711 0 3428 1856 0
Grp Volume(v), veh/h 0 633 582 0 850 0 440 0 0
Grp Sat Flow(s),veh/h/ln 0 1763 1605 0 1763 0 1714 1856 0 Q Serve(g_s), s 0.0 13.9 14.0 0.0 7.8 0.0 13.8 0.0 0.0
Cycle Q Clear(g_c), s 0.0 13.9 14.0 0.0 7.8 0.0 13.8 0.0 0.0 Prop In Lane 0.00 0.87 0.00 0.00 1.00 0.00
Lane Grp Cap(c), veh/h 0 1367 1244 0 2734 517 280
V/C Ratio(X) 0.00 0.46 0.47 0.00 0.31 0.85 0.00
Avail Cap(c_a), veh/h 0 1367 1244 0 2734 1325 717
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 0.83 0.83 0.00 0.80 0.00 1.00 0.00 0.00 Uniform Delay (d), s/veh 0.0 4.3 4.3 0.0 3.7 0.0 45.5 0.0 0.0 Incr Delay (d2), s/veh 0.0 0.9 1.0 0.0 0.2 0.0 1.6 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/ln0.0 3.8 3.6 0.0 2.0 0.0 5.9 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 5.3 5.4 0.0 3.9 0.0 47.0 0.0 0.0 LnGrp LOS A A A A A D A
Approach Vol, veh/h 1215 850 A 440 A
Approach Delay, s/veh 5.3 3.9 47.0
Approach LOS A A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 89.9 20.1 89.9
Change Period (Y+Rc), s * 4.6 3.5 * 4.6
Max Green Setting (Gmax), s * 59 42.5 * 59
Max Q Clear Time (g_c+I1), s 16.0 15.8 9.8
Green Ext Time (p_c), s 6.0 0.8 4.1
Intersection Summary
HCM 6th Ctrl Delay 12.2
HCM 6th LOS B
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th TWSC
29: Florin Rd & I-5 SB Ramp
Synchro 10 Report

Page 29 ends

Intersection
Int Delay, s/veh 0
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 1150 380 0 940 170 0 0 440 0 0 520 Future Vol, veh/h 0 1150 380 0 940 170 0 0 440 0 0 520
Conflicting Peds, #/hr 0 0 0 0 0 0 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - Free - - Free - - Free - - Free
Storage Length - - 0 - - 540 - - 0 - - 0
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 100 100 100 100 100 100 100 100 100 100 100 100 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 1150 380 0 940 170 0 0 440 0 0 520
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All - 0 - - - 0 - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Critical Hdwy - - - - - - - - - - - -
Critical Hdwy Stg 1 - - - - - - - - - - - -
Critical Hdwy Stg 2 - - - - - - - - - - - -
Follow-up Hdwy - - - - - - - - - - - -
Pot Cap-1 Maneuver 0 - 0 0 - 0 0 0 0 0 0 0
Stage 1 0 - 0 0 - 0 0 0 0 0 0 0
Stage 2 0 - 0 0 - 0 0 0 0 0 0 0
Platoon blocked, % - -
Mov Cap-1 Maneuver - - - - - - - - - - - -
Mov Cap-2 Maneuver - - - - - - - - - - - -
Stage 1 - - - - - - - - - - - -
Stage 2 - - - - - - - - - - - -
Approach EB WB NB SB
HCM Control Delay, s 0 0 0 0

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBT WBT SBLn1
Capacity (veh/h) - - - -
HCM Lane V/C Ratio - - - -
HCM Control Delay (s) 0 - - 0
HCM Lane LOS A - - A
HCM 95th %tile Q(veh) - - - -
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
30: 43rd Ave & I-5 SB Ramp
Synchro 10 Report

Page 30 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 610 0 0 240 0 0 0 0 280 0 1110 Future Volume (veh/h) 0 610 0 0 240 0 0 0 0 280 0 1110
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 0 1856 0 0 1856 0 1856 1856 1856 Adj Flow Rate, veh/h 0 610 0 0 240 0 280 0 448
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 0 3 0 0 3 0 3 3 3
Cap, veh/h 0 1235 0 0 1235 0 540 0 961
Arrive On Green 0.00 0.35 0.00 0.00 0.35 0.00 0.31 0.00 0.31 Sat Flow, veh/h 0 3711 0 0 3711 0 1767 0 3145
Grp Volume(v), veh/h 0 610 0 0 240 0 280 0 448
Grp Sat Flow(s),veh/h/ln 0 1763 0 0 1763 0 1767 0 1572
Q Serve(g_s), s 0.0 4.0 0.0 0.0 1.4 0.0 3.8 0.0 3.4
Cycle Q Clear(g_c), s 0.0 4.0 0.0 0.0 1.4 0.0 3.8 0.0 3.4 Prop In Lane 0.00 0.00 0.00 0.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1235 0 0 1235 0 540 0 961
V/C Ratio(X) 0.00 0.49 0.00 0.00 0.19 0.00 0.52 0.00 0.47 Avail Cap(c_a), veh/h 0 6002 0 0 6002 0 963 0 1713
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 0.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 7.5 0.0 0.0 6.6 0.0 8.4 0.0 8.3 Incr Delay (d2), s/veh 0.0 0.3 0.0 0.0 0.1 0.0 0.9 0.0 0.4 Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.0 0.8 0.0 0.0 0.3 0.0 0.8 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 0.0 7.8 0.0 0.0 6.7 0.0 9.3 0.0 8.7 LnGrp LOS A A A A A A A A A
Approach Vol, veh/h 610 240 728
Approach Delay, s/veh 7.8 6.7 8.9
Approach LOS A A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 15.6 13.8 15.6
Change Period (Y+Rc), s 5.3 * 4.8 5.3
Max Green Setting (Gmax), s 50.0 * 16 50.0
Max Q Clear Time (g_c+I1), s 6.0 5.8 3.4
Green Ext Time (p_c), s 4.4 2.5 1.5
Intersection Summary
HCM 6th Ctrl Delay 8.2
HCM 6th LOS A
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.

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM Signalized Intersection Capacity Analysis
31: Pocket Rd
Synchro 10 Report

Page 31 ends

Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (vph) 0 980 170 0 690 320 380 0 330 0 0 0 Future Volume (vph) 0 980 170 0 690 320 380 0 330 0 0 0 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 1900 Total Lost time (s) 4.4 4.6 3.5 3.5
Lane Util. Factor 0.95 0.95 1.00 1.00
Frt 0.98 0.95 1.00 0.85
Flt Protected 1.00 1.00 0.95 1.00
Satd. Flow (prot) 3427 3338 1752 1568
Flt Permitted 1.00 1.00 0.95 1.00
Satd. Flow (perm) 3427 3338 1752 1568
Peak-hour factor, PHF 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Adj. Flow (vph) 0 980 170 0 690 320 380 0 330 0 0 0
RTOR Reduction (vph) 0 4 0 0 17 0 0 0 241 0 0 0
Lane Group Flow (vph) 0 1146 0 0 993 0 380 0 89 0 0 0
Turn Type NA NA Perm Perm
Protected Phases 6 2 2 6
Permitted Phases 4 4
Actuated Green, G (s) 50.0 50.0 21.3 21.3
Effective Green, g (s) 50.0 50.0 21.3 21.3
Actuated g/C Ratio 0.63 0.63 0.27 0.27
Clearance Time (s) 3.5 3.5
Vehicle Extension (s) 2.0 2.0
Lane Grp Cap (vph) 2163 2107 471 421
v/s Ratio Prot c0.33 0.30
v/s Ratio Perm c0.22 0.06
v/c Ratio 0.53 0.47 0.81 0.21
Uniform Delay, d1 8.1 7.7 27.0 22.4
Progression Factor 1.00 1.00 1.00 1.00
Incremental Delay, d2 0.1 0.1 9.2 0.1
Delay (s) 8.2 7.7 36.3 22.5
Level of Service A A D C
Approach Delay (s) 8.2 7.7 29.9 0.0
Approach LOS A A C A
Intersection Summary
HCM 2000 Control Delay 13.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.69
Actuated Cycle Length (s) 79.2 Sum of lost time (s) 15.6 Intersection Capacity Utilization 60.6% ICU Level of Service B Analysis Period (min) 15
c Critical Lane Group
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th AWSC
32: Florin Rd
Synchro 10 Report

Page 32 ends

Intersection
Intersection Delay, s/veh213.5
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 1310 280 0 810 310 0 0 210 0 0 300 Future Vol, veh/h 0 1310 280 0 810 310 0 0 210 0 0 300
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 0 1310 280 0 810 310 0 0 210 0 0 300
Number of Lanes 0 2 1 0 2 0 0 0 1 0 0 1
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 2 3 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 3 2
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 2 3
HCM Control Delay 228.9 271.5 29.5 43.8

HCM LOS F F D E
Lane NBLn1 EBLn1 EBLn2 EBLn3WBLn1WBLn2 SBLn1
Vol Left, % 0% 0% 0% 0% 0% 0% 0%
Vol Thru, % 0% 100% 100% 0% 100% 47% 0%
Vol Right, % 100% 0% 0% 100% 0% 53% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop
Traffic Vol by Lane 210 655 655 280 540 580 300
LT Vol 0 0 0 0 0 0 0
Through Vol 0 655 655 0 540 270 0
RT Vol 210 0 0 280 0 310 300
Lane Flow Rate 210 655 655 280 540 580 300
Geometry Grp 7 7 7 7 8 8 7
Degree of Util (X) 0.559 1.536 1.536 0.465 1.486 1.536 0.769 Departure Headway (Hd) 12.27 8.562 8.562 5.983 10.751 10.358 11.459 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes
Cap 296 432 432 602 346 354 318
Service Time 9.97 6.262 6.262 3.719 8.451 8.058 9.159
HCM Lane V/C Ratio 0.709 1.516 1.516 0.465 1.561 1.638 0.943 HCM Control Delay 29.5 274.9 274.9 13.8 261.2 281 43.8
HCM Lane LOS D F F B F F E
HCM 95th-tile Q 3.2 35.1 35.1 2.5 27.2 30 6
Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
HCM 6th Signalized Intersection Summary
33: 43rd Ave & I-5 NB Ramp
Synchro 10 Report

Page 33 ends

Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 390 500 240 130 0 0
Future Volume (veh/h) 390 500 240 130 0 0
Initial Q (Qb), veh 0 0 0 0
Ped-Bike Adj(A_pbT) 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00
Work Zone On Approach No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856
Adj Flow Rate, veh/h 390 500 240 0
Peak Hour Factor 1.00 1.00 1.00 1.00
Percent Heavy Veh, % 3 3 3 3
Cap, veh/h 1376 1524 959
Arrive On Green 0.40 0.82 0.27 0.00
Sat Flow, veh/h 3428 1856 3711 0
Grp Volume(v), veh/h 390 500 240 0
Grp Sat Flow(s),veh/h/ln1714 1856 1763 0
Q Serve(g_s), s 2.0 1.7 1.4 0.0
Cycle Q Clear(g_c), s 2.0 1.7 1.4 0.0
Prop In Lane 1.00 0.00
Lane Grp Cap(c), veh/h 1376 1524 959
V/C Ratio(X) 0.28 0.33 0.25
Avail Cap(c_a), veh/h 3999 2886 5482
HCM Platoon Ratio 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 0.00
Uniform Delay (d), s/veh 5.2 0.6 7.3 0.0
Incr Delay (d2), s/veh 0.0 0.0 0.1 0.0
Initial Q Delay(d3),s/veh 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln0.2 0.0 0.2 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d),s/veh 5.2 0.6 7.4 0.0
LnGrp LOS A A A
Approach Vol, veh/h 890 240 A
Approach Delay, s/veh 2.6 7.4
Approach LOS A A
Timer - Assigned Phs 2 5 6
Phs Duration (G+Y+Rc), s 25.7 14.1 11.6
Change Period (Y+Rc), s * 4.6 * 3.8 * 4.6
Max Green Setting (Gmax), s * 40 * 30 * 40
Max Q Clear Time (g_c+I1), s 3.7 4.0 3.4
Green Ext Time (p_c), s 1.9 0.7 1.0
Intersection Summary
HCM 6th Ctrl Delay 3.6
HCM 6th LOS A
Notes
* HCM 6th computational engine requires equal clearance times for the phases crossing the barrier.

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

Pocket Greenhaven Transportation Study
Existing Conditions PM Peak Hour
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Corridors
Roadway Extents Side Sidewalk Width Score Sidewalk Quality Score Sidewalk
Accessibility Score
Landscape Buffer
and Street Trees Score Number of Lanes Score Prevailing Speed Score Lighting Score Heavy Vehicle Score (Optional)
Crosswalk
Frequency Score
Overall Score (based
on weakest link) Average Score
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 4 2 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.1
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 4 2 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.1
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 5 2 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.1
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 5 2 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.1
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 4 2 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.1
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 4 2 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.1
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
Gloria Dr to Little River
Way
Rush River Dr
Little River Way to
Windbridge Dr
Greenhaven Dr
Riverside Blvd to
Gloria Dr
Greenhaven Dr Gloria Dr to Katz Ave
Greenhaven Dr
Florin Rd to
Windbridge Village
Greenhaven Dr Katz Ave to Florin Rd
Greenhaven Dr
Windbridge Dr to S
Land Park
Greenhaven Dr
S Lank Park to Rush
River Dr
Greenhaven Dr
Rush River Dr to
Pocket Rd
Windbridge Dr
Pocket Rd to Rush
River Dr
Windbridge Dr
Rush River Dr to
Pocket Rd
Rush River Dr
Fehr & Peers Page 1
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Corridors
Roadway Extents Side Sidewalk Width Score Sidewalk Quality Score Sidewalk
Accessibility Score
Landscape Buffer
and Street Trees Score Number of Lanes Score Prevailing Speed Score Lighting Score Heavy Vehicle Score (Optional)
Crosswalk
Frequency Score
Overall Score (based
on weakest link) Average Score
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 25 1 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.8
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 25 1 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.8
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.8
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.8
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
E 5 3
Even, Smooth
Surface 1 4 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
N 5 3
Even, Smooth
Surface 1 4 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
S 5 3
Even, Smooth
Surface 1 4 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 4 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 6 4 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.6
W 5 3
Even, Smooth
Surface 1 6 4 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.6
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
Havenside Dr
Havenwood CirParklite Cir
Gloria Dr
Greenhaven Dr to
Havenside Dr
Florin Rd
Havenside Dr to
Greenhaven Dr
Florin Rd Greenhaven Dr to I-5
Gloria Dr
E of Greenhaven to
Greenhaven Dr
Havenside Dr Gloria Dr to Florin Rd
Florin Rd
Riverside Blvd to
Gloria Dr
Florin Rd
Gloria Dr to Havenside
Dr
Rush River Dr
Windbridge Dr to
Northland Dr
Rush River Dr
Desertwind Way to
Greenhaven Dr
Havenside Dr
Riverside Blvd to
Havenwood CirParklite Cir
Rush River Dr
Northland Dr to
Desertwind Way
Fehr & Peers Page 2
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Corridors
Roadway Extents Side Sidewalk Width Score Sidewalk Quality Score Sidewalk
Accessibility Score
Landscape Buffer
and Street Trees Score Number of Lanes Score Prevailing Speed Score Lighting Score Heavy Vehicle Score (Optional)
Crosswalk
Frequency Score
Overall Score (based
on weakest link) Average Score
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
N 5 3
Even, Smooth
Surface 1
Frequent Curb
Cuts into Sidewalk
Zone 4 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 4 2.3
S 5 3
Even, Smooth
Surface 1
Frequent Curb
Cuts into Sidewalk
Zone 4 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 4 2.3
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 3 1 35 3 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 2.0
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 25 1 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.7
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 25 1 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.7
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.8
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
N 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Roadway Lighting 2 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.9
S 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 30 2 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.8
N 5 3
Even, Smooth
Surface 1 4 2 40 4 Pedestrian Scale 1 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.1
S 5 3
Even, Smooth
Surface 1 4 2 40 4 Pedestrian Scale 1 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.1
E 5 3
Even, Smooth
Surface 1 5 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 5 2 40 4 Roadway Lighting 2 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
N 5 3
Even, Smooth
Surface 1 5 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
43rd Ave I-5 to Greenhaven Dr
Riverside Blvd
Greenhaven to
Havenside Dr
Rivergate Way
Riverside Blvd to
Gloria Dr
Park Riveria Way
Riverside Blvd to
Riverside Blvd
Park Riveria Way
Riverside Blvd to
Gloria Dr
Gloria Dr
Park Riviera Way to
Rivergate Way
Gloria Dr
Rivergate Way to Rush
River Dr
Gloria DrHavenside DrRush River Dr to Florin
Rd
Gloria Dr
Havenside Dr to Florin
Rd
Gloria Dr
Steamboat Way to
Park Riveria Way
Gloria Dr
Florin Rd to
Steamboat Way
Fehr & Peers Page 3
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Corridors
Roadway Extents Side Sidewalk Width Score Sidewalk Quality Score Sidewalk
Accessibility Score
Landscape Buffer
and Street Trees Score Number of Lanes Score Prevailing Speed Score Lighting Score Heavy Vehicle Score (Optional)
Crosswalk
Frequency Score
Overall Score (based
on weakest link) Average Score
S 5 3
Even, Smooth
Surface 1 5 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
N 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
S 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 Yes, Discontinuous 2 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 Yes, Continuous 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.1
E 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
W 5 3
Even, Smooth
Surface 1 4 2 40 4 <= 5% 1
Crosswalks Spaced
> 400 3 4 2.3
E 5 3
Even, Smooth
Surface 1 No Landscaping 3 2 1 25 1 Pedestrian Scale 1 <= 5% 1 3 1.6 W 5 3
Even, Smooth
Surface 1 No Landscaping 3 2 1 25 1 Pedestrian Scale 1 <= 5% 1 3 1.6 E 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 25 1 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.7
W 5 3
Even, Smooth
Surface 1
Driveway Curb
Cuts Out of
Sidewalk Zone 1 No Landscaping 3 2 1 25 1 Pedestrian Scale 1 <= 5% 1 Crosswalks Spaced
> 400 3 3 1.7
E 5 3
Even, Smooth
Surface 1 No Landscaping 3 2 1 30 2 Pedestrian Scale 1 <= 5% 1 3 1.7 W 5 3
Even, Smooth
Surface 1 No Landscaping 3 2 1 30 2 Pedestrian Scale 1 <= 5% 1 3 1.7 56th Ave Haventhurst to 13th St
Havenhurst Dr
Greenhaven to
Greenhaven Dr
S Land Park
Greenhaven to Willow
Lake Way
Pocket Rd
Pocket Canal Pkwy to
Windbridge Dr
Riverside Blvd
Havenside Dr to Florin
Rd
Riverside Blvd
Florin Rd to Park
Riviera Way
Riverside Blvd
Park Riveria Way to
Park Riveria Way
Riverside BlvdPocket Rd Park Riveria Way to
Rivergate Way
Pocket Rd
Rivergate Way to Little
River Way
Pocket Rd
Little River Way to
Pocket Canal Pkwy
Pocket Rd
Windbridge Dr to
Greenhaven Dr
Pocket Rd
Greenhaven Dr to to I5
Fehr & Peers Page 4
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Intersections
Uncontrolled
Intersection Side
Signal
Control
Crossing Distance
(lanes) Score
Pedestrian Signal
Accessiblity Score Accessiblity Score Channelized Right Turn Score LPI or Scramble Score Overall Score
(based on weakest
link)
Average
Score Vibrotactile/Audible Push Button
S 3 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 E 5 2 Standard Push Button 3 Missing Curb Ramps 4 No Channelized Right 1 None 4 2.5 W 4 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 N 2 1 Standard Push Button 3 Missing Curb Ramps 4 No Channelized Right 1 None 4 2.3 S 3 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 E 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 W 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 S 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 E 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 W 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 N 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 S 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 W 3 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 N 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 S 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 E 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 W 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 N 2 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 S 2 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 E 2 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 W 2 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 Signalized Signalized Signalized Signalized Signalized Signalized 1.Riverside Boulevard & Greenhaven Drive

2.Riverside Boulevard &
Havenside Drive

3.Riverside Boulevard &
Florin Road

4.Riverside Boulevard &
Park Riviera Way

9.Pocket Road &
Greenhaven Drive

11.Greenhaven Drive &
Windbridge Drive
Fehr & Peers Page 5
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Intersections
Uncontrolled
Intersection Side
Signal
Control
Crossing Distance
(lanes) Score
Pedestrian Signal
Accessiblity Score Accessiblity Score Channelized Right Turn Score LPI or Scramble Score Overall Score
(based on weakest
link)
Average
Score Vibrotactile/Audible Push Button
N 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 S 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 E 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 W 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 N 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 S 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 E 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 W 6+ 4 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 4 2.3 N 4 2 Standard Push Button 3 #N/A #N/A None 3 2.5
S 3 1 Standard Push Button 3 #N/A #N/A None 3 2.0
E 5 2 Standard Push Button 3 #N/A #N/A None 3 2.5
W 5 2 Not Meet ADA 4 #N/A #N/A None 4 3.0
N 3 Vibrotactile/Audible Push Button 1 1 Directional Curb Ramps 1 No Channelized Right 1 None 1 1.0 E 5 2 Not Meet ADA 4 Missing Curb Ramps 4 No Channelized Right 1 None 4 2.8 W 5 2 Not Meet ADA 4 Missing Curb Ramps 4 No Channelized Right 1 None 4 2.8 N 3 1 Not Meet ADA 4 #N/A No Channelized Right 1 None 4 2.0 S 3 1 Not Meet ADA 4 #N/A No Channelized Right 1 None 4 2.0 E 4 2 Not Meet ADA 4 #N/A No Channelized Right 1 None 4 2.3 W 4 2 Not Meet ADA 4 #N/A No Channelized Right 1 None 4 2.3 N 2 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 S 2 1 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.5 Signalized Signalized Signalized Uncontrolled Signalized Signalized

23. Florin Rd & I-5 SB Ramps

26.Pocket Road & West

19.Havenside Drive &
Florin Road

22.43 Ave & I-5 SB Ramps

15.Gloria Drive & Florin
Road

12.Greenhaven Drive &
Florin Road
Shore Drive
Fehr & Peers Page 6
Pocket Greenhaven Transportation Study
Existing Conditions
Pedestrian Streetscore+
Intersections
Uncontrolled
Intersection Side
Signal
Control
Crossing Distance
(lanes) Score
Pedestrian Signal
Accessiblity Score Accessiblity Score Channelized Right Turn Score LPI or Scramble Score Overall Score
(based on weakest
link)
Average
Score Vibrotactile/Audible Push Button
E 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 W 5 2 Standard Push Button 3 Directional Curb Ramps 1 No Channelized Right 1 None 3 1.8 N 4 2 Standard Push Button 3 Directional Curb Ramps 1 Yield Channelized Right 3 None 3 2.3 E 4 2 Not Meet ADA 4 Missing Curb Ramps 4 No Channelized Right 1 None 4 2.8 W 5 2 Standard Push Button 3 Directional Curb Ramps 1 Yield Channelized Right 3 None 3 2.3 Signalized Signalized

30.Pocket Rd & I-5 SB
Ramps
Shore Drive
Fehr & Peers Page 7
Pocket Greenhaven Transportation Study
Existing Conditions
Bicycle Level of Traffic Stress Yes
Corridors Bike Lane No
Bike BoulevardMixed Traffic
Roadway Extents Side Type Parking Street Width Score Bike Lane Width Score Speed Limit Score Bike Lane Blockage Score Overall Score
(based on
weakest link)
Average
Score
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
N No >2 lanes each direction, or 2 without raised median 3 35+ 3 3 3.0 S No >2 lanes each direction, or 2 without raised median 3 35+ 3 3 3.0 N No >2 lanes each direction, or 2 without raised median 3 35+ 3 3 3.0 S No >2 lanes each direction, or 2 without raised median 3 35+ 3 3 3.0 N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
N No 2 lanes each direction with raised median 2 35+ 3 3 2.5 S No 2 lanes each direction with raised median 2 35+ 3 3 2.5 E Yes 1 lane each direction 1 35+ 3 3 2.0
W Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 35+ 3 3 2.0
W No 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 35+ 3 3 2.0
W Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 35+ 3 3 2.0
W Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 <= 13.5' bike & parking 3 25 1 3 1.0 W Yes 1 lane each direction 1 <= 13.5' bike & parking 3 25 1 3 1.7 E Yes 1 lane each direction 1 35+ 3 3 2.0
W Yes 1 lane each direction 1 35+ 3 3 2.0
E Mixed Traffic 3,000-6,000 3 30 2 3 2.5
W Mixed Traffic 3,000-6,000 3 30 2 3 2.5
E Mixed Traffic 3,000-6,000 3 30 2 3 2.5
W Mixed Traffic 3,000-6,000 3 30 2 3 2.5
E Mixed Traffic 3,000-6,000 3 30 2 3 2.5
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike
Boulevard
Bike
Boulevard
Windbridge Dr Rush River to Durfee Way
Rush River Dr
Desertwind Way to
Greenhaven Dr
Havenside Dr
Riverside Blvd to
Havenwood Cir- Parklite Cir
Havenside Dr Havenwood Cir- Parklite Cir
Rush River Dr
Little River Way to
Windbridge Dr
Rush River Dr
Windbridge Dr to
Northland Dr
Rush River Dr
Northland Dr to
Desertwind Way
Rush River Dr
Gloria Dr to Little River
Way
Windbridge Dr Pocket Rd to Rush River Dr
Greenhaven Dr
Florin Rd to Windbridge
Village
Greenhaven Dr
Windbridge Dr to S Land
Park
Greenhaven Dr
S Land Park to Rush River
Dr
Greenhaven Dr Riverside Blvd to Gloria Dr
Greenhaven Dr Gloria Dr to Katz Ave
Greenhaven Dr Katz Ave to Florin Rd
Greenhaven Dr Rush River Dr to Pocket Rd
Windbridge Dr
Durfee Way to Greenhaven
Dr
Fehr & Peers Page 8
Pocket Greenhaven Transportation Study
Existing Conditions
Bicycle Level of Traffic Stress Yes
Corridors Bike Lane No
Bike BoulevardMixed Traffic
Roadway Extents Side Type Parking Street Width Score Bike Lane Width Score Speed Limit Score Bike Lane Blockage Score Overall Score
(based on
weakest link)
Average
Score
W Mixed Traffic 3,000-6,000 3 30 2 3 2.5
E Yes 2+ lanes each direction 3 40+ 4 4 3.5
W Yes 2+ lanes each direction 3 40+ 4 4 3.5
N Yes 2+ lanes each direction 3 40+ 4 4 3.5
S Yes 2+ lanes each direction 3 40+ 4 4 3.5
N Yes 2+ lanes each direction 3 40+ 4 4 3.5
S Yes 2+ lanes each direction 3 40+ 4 4 3.5
N Yes 2+ lanes each direction 3 40+ 4 4 3.5
S Yes 2+ lanes each direction 3 40+ 4 4 3.5
N Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 35+ 3 3 2.0
W Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
E Yes 1 lane each direction 1 35+ 3 3 2.0
W Yes 1 lane each direction 1 35+ 3 3 2.0
N Yes 1 lane each direction 1 35+ 3 3 2.0
S Yes 1 lane each direction 1 35+ 3 3 2.0
N Mixed Traffic <1,500 1 25 1 1 1.0
S Mixed Traffic <1,500 1 25 1 1 1.0
N Yes 1 lane each direction 1 <= 13.5' bike & parking 3 30 2 3 1.5 S Yes 1 lane each direction 1 <= 13.5' bike & parking 3 30 2 3 2.0 E Mixed Traffic <1,500 1 30 2 2 1.5
W Mixed Traffic 1,500-3,000 2 30 2 2 2.0
N Yes 40+ 4 4 4.0
S Yes 40+ 4 4 4.0
E No 40+ 4 4 4.0
W No 40+ 4 4 4.0
N No 40+ 4 4 4.0
S No 40+ 4 4 4.0
E No 40+ 4 4 4.0
W No 40+ 4 4 4.0
E Yes 40+ 4 4 4.0
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike
Boulevard
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike
Boulevard
Riverside Blvd
Florin Rd to Park Riviera
Way
Park Riveria Way to Park
43rd Ave I-5 to Greenhaven Dr
Riverside Blvd
Greenhaven to Havenside
Dr
Riverside Blvd Havenside Dr to Florin Rd
Rivergate Way Riverside Blvd to Gloria Dr
Park Riveria Way
Riverside Blvd to Riverside
Blvd
Park Riveria Way Riverside Blvd to Gloria Dr
Gloria Dr
Park Riviera Way to
Rivergate Way
Gloria Dr
Rivergate Way to Rush
River Dr
Gloria Dr-Havenside Dr Rush River Dr to Florin Rd
Gloria Dr
Greenhaven Dr to
Havenside Dr
Gloria Dr Havenside Dr to Florin Rd
Gloria Dr
Florin Rd to Park Riveria
Way
Florin Rd
Havenside Dr to
Greenhaven Dr
Florin Rd Greenhaven Dr to I-5
Gloria Dr
E of Greenhaven to
Greenhaven Dr
Havenside Dr Gloria Dr to Florin Rd
Florin Rd Riverside Blvd to Gloria Dr
Florin Rd Gloria Dr to Havenside Dr
Fehr & Peers Page 9
Pocket Greenhaven Transportation Study
Existing Conditions
Bicycle Level of Traffic Stress Yes
Corridors Bike Lane No
Bike BoulevardMixed Traffic
Roadway Extents Side Type Parking Street Width Score Bike Lane Width Score Speed Limit Score Bike Lane Blockage Score Overall Score
(based on
weakest link)
Average
Score
W Yes 40+ 4 4 4.0
N Yes 40+ 4 4 4.0
S Yes 40+ 4 4 4.0
E Yes 40+ 4 4 4.0
W Yes 40+ 4 4 4.0
E Yes 40+ 4 4 4.0
W Yes 40+ 4 4 4.0
E Yes 40+ 4 4 4.0
W Yes 40+ 4 4 4.0
E No 40+ 4 4 4.0
W No 40+ 4 4 4.0
E No 40+ 4 4 4.0
W No 40+ 4 4 4.0
E Mixed Traffic 1,500-3,000 2 <=25 2 2 2.0
W Mixed Traffic 1,500-3,000 2 <=25 2 2 2.0
N Mixed Traffic 1,500-3,000 2 <=25 2 2 1 2 1.5
S Mixed Traffic 1,500-3,000 2 <=25 2 2 1 2 1.7
E Mixed Traffic 3,000-6,000 3 >25 4 4 3.5
W Mixed Traffic 3,000-6,000 3 >25 4 4 3.5
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Bike Lane
Pocket Rd
Windbridge Dr to
Greenhaven Dr
Pocket Rd Greenhaven Dr to to I-5
Pocket Rd
Rivergate Way to Little
River Way
Pocket Rd
Little River Way to Pocket
Canal Pkwy
Pocket Rd
Pocket Canal Pkwy to
Windbridge Dr
Riverside Blvd Riveria Way
Riverside Blvd-Pocket Rd
Park Riveria Way to
Rivergate Way
56th Ave Haventhurst to 13th St
Bike
Boulevard
Havenhurst Dr
Greenhaven to
Greenhaven Dr
Bike
Boulevard
S Land Park
Greenhaven to Willow Lake
Way
Bike
Boulevard
Fehr & Peers Page 10
Pocket Greenhaven Transportation Study Separated Approach Existing Conditions
Bicycle Level of Traffic Stress No Right Turning Vehicle Lane Intersections Pocket Bike Lane
Mixed Traffic Right-Turn Lane
Intersection Approach Type Description Overall Score
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 SB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Otherwise 4
EB No Right Turning Vehicle Lane 1
WB Pocket Bike Lane Single right-turn lane in which the bike lane shifts to the left but the intersection angle and curb radius are such that turning speed is < 15 mph. 3 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 SB No Right Turning Vehicle Lane 1
EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 SB No Right Turning Vehicle Lane 1
EB No Right Turning Vehicle Lane 1
WB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB No Right Turning Vehicle Lane 1
WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB No Right Turning Vehicle Lane 1
SB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 EB Pocket Bike Lane Single right-turn lane in which the bike lane shifts to the left but the intersection angle and curb radius are such that turning speed is < 15 mph. 3 WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 SB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 EB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB No Right Turning Vehicle Lane 1
WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 SB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB No Right Turning Vehicle Lane 1

1.Riverside Boulevard & Greenhaven Drive

2.Riverside Boulevard & Havenside Drive

3.Riverside Boulevard & Florin Road

4.Riverside Boulevard & Park Riviera Way

5.Riverside Boulevard & Park Riviera Way

6.Pocket Road & Rivergate Way

7.Pocket Road & LiƩle River Way

8.Pocket Road & Windbridge Drive

9.Pocket Road & Greenhaven Drive

10.Greenhaven Drive & Rush River Drive

11.Greenhaven Drive & Windbridge Drive

12.Greenhaven Drive & Florin Road

13.Greenhaven Drive & Gloria Drive

14.Gloria Drive & Havenside Drive
Fehr & Peers Page 11
Pocket Greenhaven Transportation Study Separated Approach Existing Conditions
Bicycle Level of Traffic Stress No Right Turning Vehicle Lane Intersections Pocket Bike Lane
Mixed Traffic Right-Turn Lane
Intersection Approach Type Description Overall Score
WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 SB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 EB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length between 75 and 150 ft., and intersection angle and curb radius limit turning speed to 15 mph. 3 SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB No Right Turning Vehicle Lane 1
NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB No Right Turning Vehicle Lane 1
SB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 SB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Otherwise 4
WB Mixed Traffic Right-Turn Lane Otherwise 4
NB No Right Turning Vehicle Lane 1
EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Pocket Bike Lane Single right-turn lane in which the bike lane shifts to the left but the intersection angle and curb radius are such that turning speed is < 15 mph. 3 WB No Right Turning Vehicle Lane 1
NB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 SB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
SB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 EB No Right Turning Vehicle Lane 1
WB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
NB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 NB No Right Turning Vehicle Lane 1
SB No Right Turning Vehicle Lane 1
EB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1 WB Mixed Traffic Right-Turn Lane Single right-turn lane with length < 75 ft. and intersection angle and curb radius limit turning speed to 15 mph. 1

22.43 Ave & SB I-5 Ramps

23. Florin Rd & I-5 SB Ramps

24.Windbridge Dr & S Land Park Dr

25.Greenhaven Drive & South Land Park Drive

26.Pocket Road & West Shore Drive

27.Pocket Road & East Shore Drive

28.Greenhaven Drive & Havenhurst Drive

29.Greenhaven Drive & Parkshore Circle

16.Gloria Drive & Park Riviera Way

18.Gloria Drive & Rush River Drive

19.Havenside Drive & Florin Road

20.Rush River Drive & LiƩle River Way

21.Rush River Dr & Windbridge Dr

17.Gloria Drive & Rivergate Way

15.Gloria Drive & Florin Road
Fehr & Peers Page 12
Pocket Greenhaven Transportation Study Separated Approach Existing Conditions
Bicycle Level of Traffic Stress No Right Turning Vehicle Lane Intersections Pocket Bike Lane
Mixed Traffic Right-Turn Lane
Intersection Approach Type Description Overall Score
EB Mixed Traffic Right-Turn Lane Otherwise 4
WB Mixed Traffic Right-Turn Lane Otherwise 4

30.Pocket Rd & I-5 SB Ramp
Fehr & Peers Page 13
Project Pocket Greenhaven Transp. Plan
Major Street Riverside Blvd Scenario Existing Conditions Minor Street Park Riviera Way Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 20 0 530 0 X North/South
Through 780 100 5 0 East/West
Right 0 190 30 0
Total 800 290 565 0
Intersection Geometry
1 3
9 Approach with Worst Case Delay EB
565
Warrant Met NO
Limiting Value 4 100 650
Condition Satisfied? Not Met Met Met
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Existing Conditions 1.4 565 1,655
Warrant 3A, Peak Hour
Number of Approach Lanes for Minor Street
Total Approaches
Worst Case Delay for Minor Street
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Project Pocket Greenhaven Transp. Plan
Major Street Riverside Blvd Scenario Existing Conditions Minor Street Park Riviera Way Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 20 0 530 0 X North/South
Through 780 100 5 0 East/West
Right 0 190 30 0
Total 800 290 565 0
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 1,090 565
Major Street Minor Street Warrant Met Riverside Blvd Park Rivieria Way 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Project Pocket Greenhaven Transp. Plan
Major Street Greenhaven Dr Scenario Existing Conditions Minor Street Rush River Dr/Alder Tree Way Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 290 5 210 10 x North/South
Through 690 180 5 5 East/West
Right 10 90 230 10
Total 990 275 445 25
2 1
YES
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Traffic Volume (VPH) * 1,265 445
Major Street Minor Street Warrant Met Greenhaven Dr Rush River Dr/Alder Tree Way 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Project Pocket Greenhaven Transp. Plan
Major Street Greenhaven Dr Scenario Existing Conditions Minor Street S Land Park Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 150 20 20 40 X North/South
Through 580 100 80 110 East/West
Right 270 5 50 80
Total 1,000 125 150 230
Intersection Geometry
1 4
13 Approach with Worst Case Delay EB
150
Warrant Met NO
Limiting Value 4 100 800
Condition Satisfied? Not Met Met Met
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Existing Conditions 0.5 230 1,505
Warrant 3A, Peak Hour
Number of Approach Lanes for Minor Street
Total Approaches
Worst Case Delay for Minor Street
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Project Pocket Greenhaven Transp. Plan
Major Street Greenhaven Dr Scenario Existing Conditions Minor Street S Land Park Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 150 20 20 40 X North/South
Through 580 100 80 110 East/West
Right 270 5 50 80
Total 1,000 125 150 230
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
YES
Traffic Volume (VPH) * 1,125 230
Major Street Minor Street Warrant Met Greenhaven Dr S Land Park 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Project Pocket Greenhaven Transp. Plan
Major Street Windbridge Dr Scenario Existing Conditions Minor Street Greenhaven Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 890 5 20 30 X North/South
Through 20 5 150 580 East/West
Right 40 40 260 20
Total 950 50 430 630
Intersection Geometry
1 4
17 Approach with Worst Case Delay WB
630
Warrant Met NO
Limiting Value 4 100 800
Condition Satisfied? Not Met Met Met
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Existing Conditions 3 630 2,060
Warrant 3A, Peak Hour
Number of Approach Lanes for Minor Street
Total Approaches
Worst Case Delay for Minor Street
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Project Pocket Greenhaven Transp. Plan
Major Street Windbridge Dr Scenario Existing Conditions Minor Street Greenhaven Dr Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 890 5 20 30 X North/South
Through 20 5 150 580 East/West
Right 40 40 260 20
Total 950 50 430 630
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
YES
Traffic Volume (VPH) * 1,000 630
Major Street Minor Street Warrant Met Windbridge Dr Greenhaven Dr 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Project Pocket Greenhaven Transp. Plan
Major Street Riverside Blvd Scenario Existing Conditions Minor Street Park Riviera Way Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 5 110 5 X North/South
Through 240 830 5 5 East/West
Right 5 240 10 5
Total 255 1,075 125 15
Intersection Geometry
1 4
23 Approach with Worst Case Delay WB
15 Warrant Met NO
Limiting Value 4 100 800
Condition Satisfied? Not Met Met Met
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Existing Conditions 0.1 125 1,470
Warrant 3A, Peak Hour
Number of Approach Lanes for Minor Street
Total Approaches
Worst Case Delay for Minor Street
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Project Pocket Greenhaven Transp. Plan
Major Street Riverside Blvd Scenario Existing Conditions Minor Street Park Riviera Way Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 10 5 110 5 X North/South
Through 240 830 5 5 East/West
Right 5 240 10 5
Total 255 1,075 125 15
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 1,330 125
Major Street Minor Street Warrant Met Riverside Blvd Park Rivieria Way 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

NB SB EB WB
Left 280 20 70 10 x North/South
Through 330 610 5 5 East/West
Right 10 150 290 5
Total 620 780 365 20
2 1
YES
Number of Approach Lanes
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Traffic Volume (VPH) * 1,400 365
Major Street Minor Street Warrant Met Greenhaven Dr Rush River Dr/Alder Tree Way 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Project Pocket Greenhaven Transp. Plan
Major Street Greenhaven Dr Scenario Existing Conditions Minor Street S Land Park Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 60 60 20 190 X North/South
Through 220 440 100 40 East/West
Right 110 30 140 30
Total 390 530 260 260
Intersection Geometry
1 4
20 Approach with Worst Case Delay EB
260
Warrant Met NO
Limiting Value 4 100 800
Condition Satisfied? Not Met Met Met
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Existing Conditions 1.4 260 1,440
Warrant 3A, Peak Hour
Number of Approach Lanes for Minor Street
Total Approaches
Worst Case Delay for Minor Street
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Project Pocket Greenhaven Transp. Plan
Major Street Greenhaven Dr Scenario Existing Conditions Minor Street S Land Park Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 60 60 20 190 X North/South
Through 220 440 100 40 East/West
Right 110 30 140 30
Total 390 530 260 260
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 2 1
NO
Traffic Volume (VPH) * 920 260
Major Street Minor Street Warrant Met Greenhaven Dr S Land Park 0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Project Pocket Greenhaven Transp. Plan
Major Street Windbridge Dr/Corporate Way Scenario Existing Conditions Minor Street Greenhaven Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 250 10 60 60 X North/South
Through 20 30 420 280 East/West
Right 70 60 620 5
Total 340 100 1,100 345
Intersection Geometry
1 4
16 Approach with Worst Case Delay WB
345
Warrant Met NO
Limiting Value 4 100 800
Condition Satisfied? Not Met Met Met
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Existing Conditions 1.5 1,100 1,885
Warrant 3A, Peak Hour
Number of Approach Lanes for Minor Street
Total Approaches
Worst Case Delay for Minor Street
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Project Pocket Greenhaven Transp. Plan
Major Street Windbridge Dr/Corporate Way Scenario Existing Conditions Minor Street Greenhaven Dr Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 250 10 60 60 X North/South
Through 20 30 420 280 East/West
Right 70 60 620 5
Total 340 100 1,100 345
* Note: Traffic Volume for Major Street is Total Volume of Both Approches.

Traffic Volume for Minor Street is the Volume of High Volume Approach.

Number of Approach Lanes 1 1
YES
Traffic Volume (VPH) * 440 1,100
Major Street Minor Street Warrant Met
Windbridge Dr/Corporate Way Greenhaven Dr
0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1800 Minor Street Higher Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicle Per Hour (VPH) Warrant 3B, Peak Hour
* Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.

Source: California Manual on Uniform Traffic Control Devices, Caltrans, 2014 150*
100*
2 or More Lanes & 2 or More Lanes
1 Lane & 1 Lane
2 or More Lanes & 1 Lane
Pocket Greenhaven Transportation Plan
Appendix D.

Corridor Concept
Plans

Pocket Greenhaven Transportation Plan
Appendix E.

Corridor Cost
Estimates
Current Year Cost Escalated Cost (2025)**
$ 4,183,395 $ 4,849,701
$ 4,184,000 $ 4,850,000
$ 530,000 $ 620,000
$ 740,000 $ 860,000
CM
$ 800,000 $ 930,000
$ 2,070,000 $ 2,410,000
$ 6,300,000 $ 7,300,000
** Assumes escalation of 3% per year. No Adjustments in escalation for time between design and construction were made.
* Support cost percentages reference the Multi-Agency CIP Benchmarking Study (2019) for streets projects PA/ED (12.5%)*
PS&E (17.5%)
CONSTRUCTION (19%)
DESIGN

TOTAL PROJECT COST

TOTAL DELIVERY COST
Pocket and Riverside Blvd
(Florin Rd - Pocket Rd)
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL CAPITAL OUTLAY COSTS
Summary 2/3/2023
1 Install Concrete - Curb Ramp EA 16 $8,000 $128,000
2 Install Concrete - Sidewalk SF 4040 $12 $48,480
3 Roadway Excavation CY 4400 $180 $792,000
4 Pavement Maintenance (includes overlay cost and base repair) SY 61200 $19 $1,162,800 5 Signing and Striping LS 1 $80,500 $80,500
6 Delineators EA 43 $70 $3,010
7 Green MMA (Methyl Methacrylate) SF 7560 $10 $75,600
8 New Pedestrian Signal EA 1 $230,100 $230,100
9 New Rectangular Rapid Flashing Beacon EA 1 $122,230 $122,230 10 Speed Feedback Sign EA 1 $16,275 $16,275
$2,658,995
11 Minor Items (10% of Items 1-0) ** LS 1 $266,000 $266,000 $2,924,995
12 Mobilization (10% of Items 1-11) LS 1 $293,000 $293,000 $3,217,995
$965,400
$4,183,395
$4,183,395
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

CONSTRUCTION SUBTOTAL=
CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL

GRAND TOTAL
Pocket and Riverside Blvd (Florin Rd - Pocket Rd)
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

TOTAL DELIVERY COST
Pocket and Riverside Blvd
(Pocket Rd -River Landing Dr)
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL CAPITAL OUTLAY COSTS
** Assumes escalation of 3% per year. No Adjustments in escalation for time between design and construction were made.
* Support cost percentages reference the Multi-Agency CIP Benchmarking Study (2019) for streets projects PA/ED (12.5%)*
PS&E (17.5%)
CONSTRUCTION (19%)
DESIGN

TOTAL PROJECT COST
Summary 2/3/2023
1 Install Concrete - Curb Ramp EA 25 $8,000 $200,000
2 Install Concrete - Sidewalk SF 10600 $12 $127,200
3 Install Concrete - Textured Paving SF 100 $25 $2,500
4 Install Doweled Curb LF 80 $30 $2,400
5 Roadway Excavation CY 6250 $180 $1,125,000
6 Pavement Maintenance (includes overlay cost and base repair) SY 83700 $19 $1,590,300 7 Signing and Striping LS 1 $84,000 $84,000
8 Delineators EA 202 $70 $14,140
9 Green MMA (Methyl Methacrylate) SF 10510 $10 $105,100 10 New Pedestrian Signal EA 2 $230,100 $460,200
11 New Rectangular Rapid Flashing Beacon EA 4 $122,230 $488,920 12 Speed Feedback Sign EA 4 $16,275 $65,100
$4,264,860
13 Minor Items (10% of Items 1-12) ** LS 1 $427,000 $427,000 $4,691,860
14 Mobilization (10% of Items 1-13) LS 1 $470,000 $470,000 $5,161,860
$1,548,600
$6,710,460
$6,710,460
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

CONSTRUCTION SUBTOTAL=
CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL

GRAND TOTAL
Pocket and Riverside Blvd (Pocket Rd-River Landing Dr)
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

TOTAL DELIVERY COST
Pocket and Riverside Blvd
(River Landing Dr - Greenhaven Dr)
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL PROJECT COST
Summary 2/3/2023
1 Install Concrete - Curb Ramp EA 11 $8,000 $88,000
2 Install Concrete - Textured Paving SF 100 $25 $2,500
3 Install Doweled Curb LF 60 $30 $1,800
4 Roadway Excavation CY 3930 $180 $707,400
5 Pavement Maintenance (includes overlay cost and base repair) SY 56100 $19 $1,065,900 6 Signing and Striping LS 1 $80,000 $80,000
7 Green MMA (Methyl Methacrylate) SF 5100 $10 $51,000
8 New Pedestrian Signal EA 1 $230,100 $230,100
$2,226,700
9 Minor Items (10% of Items 1-8) ** LS 1 $223,000 $223,000 $2,449,700
10 Mobilization (10% of Items 1-9) LS 1 $245,000 $245,000 $2,694,700
$808,500
$3,503,200
$3,503,200
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

CONSTRUCTION SUBTOTAL=
CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL

GRAND TOTAL
Pocket and Riverside Blvd
(River Landing Dr - Greenhaven Dr)
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

SUBTOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\Pocket- Updated Estimates (Excel)\ 2 of 4 2/3/2023 Current Year Cost Escalated Cost (2026)**
$ 3,756,271 $ 4,354,548
$ 3,757,000 $ 4,355,000
$ 470,000 $ 550,000
$ 660,000 $ 770,000
CM
$ 720,000 $ 840,000
$ 1,850,000 $ 2,160,000
$ 5,650,000 $ 6,550,000
** Assumes escalation of 3% per year. No Adjustments in escalation for time between design and construction were made.
* Support cost percentages reference the Multi-Agency CIP Benchmarking Study (2019) for streets projects PA/ED (12.5%)*
PS&E (17.5%)
CONSTRUCTION (19%)
DESIGN

TOTAL PROJECT COST

TOTAL DELIVERY COST
Gloria Drive
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL CAPITAL OUTLAY COSTS
Summary 4/13/2022
1 Install Concrete - Curb Ramp EA 52 $8,000 $416,000
2 Install Concrete - Sidewalk SF 15225 $12 $182,700
3 Install Concrete - Textured Paving SF 5660 $25 $141,500 4 Install Doweled Curb LF 1390 $30 $41,700
5 Roadway Excavation CY 3700 $180 $666,000
6 Pavement Maintenance (includes overlay cost and base repair) SY 36890 $19 $700,910 7 Signing and Striping LS 1 $33,231 $33,231
8 Install Hardened Centerline EA 4 $825 $3,300
9 Green MMA (Methyl Methacrylate) SF 7980 $10 $79,800
10 New Rectangular Rapid-Flashing Beacon EA 1 $122,230 $122,230 $2,387,371
11 Minor Items (10% of Items 1-10) ** LS 1 $239,000 $239,000 $2,626,371
12 Mobilization (10% of Items 1-11) LS 1 $263,000 $263,000 $2,889,371
$866,900
$3,756,271
$3,756,271
$3,756,271
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

Gloria Drive
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

SUBTOTAL
CONSTRUCTION SUBTOTAL=
CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL
GRAND TOTAL=

GRAND TOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\Pocket- Updated Estimates (Excel)\ 2 of 4 4/13/2022 Current Year Cost Escalated Cost (2026)**
$ 3,883,320 $ 4,501,832
$ 3,884,000 $ 4,502,000
$ 490,000 $ 570,000
$ 680,000 $ 790,000
CM
$ 740,000 $ 860,000
$ 1,910,000 $ 2,220,000
$ 5,800,000 $ 6,750,000

TOTAL DELIVERY COST
Rush River Drive (Low Parking)
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL PROJECT COST
Summary 4/13/2022
1 Install Concrete - Curb Ramp EA 33 $8,000 $264,000
2 Install Concrete - Textured Paving SF 9710 $25 $242,750 3 Install Doweled Curb LF 1790 $30 $53,700
4 Roadway Excavation CY 3060 $180 $550,800
5 Pavement Maintenance (includes overlay cost and base repair) SY 34786 $19 $660,934 6 Signing and Striping LS 1 $57,486 $57,486
7 Green MMA (Methyl Methacrylate) SF 5490 $10 $54,900
8 Install Speed Lump EA 2 $500 $1,000
9 New Traffic Signal (electrical cost only, civil and signal interconnect costs are accounted for separately)
EA 1 $550,000 $550,000
10 Speed Feedback Sign EA 2 $16,275 $32,550
$2,468,120
11 Minor Items (10% of Items 1-10) ** LS 1 $247,000 $247,000 $2,715,120
12 Mobilization (10% of Items 1-11) LS 1 $272,000 $272,000 $2,987,120
$896,200
$3,883,320
$3,883,320
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

CONSTRUCTION SUBTOTAL=
CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL

GRAND TOTAL
Rush River Drive (Low Parking)
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

SUBTOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\Pocket- Updated Estimates (Excel)\ 2 of 3 4/13/2022 Current Year Cost Escalated Cost (2026)**
$ 4,857,050 $ 5,630,652
$ 4,858,000 $ 5,631,000
$ 610,000 $ 710,000
$ 860,000 $ 1,000,000
CM
$ 930,000 $ 1,080,000
$ 2,400,000 $ 2,790,000
$ 7,300,000 $ 8,450,000

TOTAL DELIVERY COST
Florin Drive
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL PROJECT COST
Summary 4/13/2022
1 Install Concrete - Curb Ramp EA 30 $8,000 $240,000
2 Install Concrete - Sidewalk SF 2600 $12 $31,200
3 Install Concrete - Textured Paving SF 280 $25 $7,000
4 Install Doweled Curb LF 91 $30 $2,730
5 Roadway Excavation CY 5230 $180 $941,400
6 Pavement Maintenance (includes overlay cost and base repair) SY 64099 $19 $1,217,881 7 Signing and Striping LS 1 $66,289 $66,289
8 Green MMA (Methyl Methacrylate) SF 8290 $10 $82,900
9 Vertical Delineator (Type K-71) EA 25 $200 $5,000
10 HAWK or Pedestrian Signal EA 2 $230,100 $460,200
11 Speed Feedback Sign EA 2 $16,275 $32,550
$3,087,150
12 Minor Items (10% of Items 1-11) ** LS 1 $309,000 $309,000 $3,396,150
13 Mobilization (10% of Items 1-12) LS 1 $340,000 $340,000 $3,736,150
$1,120,900
$4,857,050
$4,857,050
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

CONSTRUCTION SUBTOTAL=
CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL

GRAND TOTAL
Florin Drive
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

SUBTOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\Pocket- Updated Estimates (Excel)\ 2 of 4 4/13/2022 Current Year Cost Escalated Cost (2026)**
$ 3,971,719 $ 4,604,311
$ 3,972,000 $ 4,605,000
$ 500,000 $ 580,000
$ 700,000 $ 820,000
CM
$ 760,000 $ 890,000
$ 1,960,000 $ 2,290,000
$ 5,950,000 $ 6,900,000
Greenhaven Drive
(Riverside Blvd- Florin Rd)
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL CAPITAL OUTLAY COSTS
DESIGN
PA/ED (12.5%)*
* Support cost percentages reference the Multi-Agency CIP Benchmarking Study (2019) for streets projects ** Assumes escalation of 3% per year. No Adjustments in escalation for time between design and construction were made.

PS&E (17.5%)
CONSTRUCTION (19%)

TOTAL DELIVERY COST

TOTAL PROJECT COST
Summary 2/3/2023
1 Install Concrete - Curb Ramp EA 23 $8,000 $184,000
2 Install Concrete - Sidewalk SF 2125 $12 $25,500
3 Roadway Excavation CY 4500 $180 $810,000
4 Pavement Maintenance (includes overlay cost and base repair) SY 63100 $19 $1,198,900 5 Signing and Striping LS 1 $52,144 $52,144
6 Green MMA (Methyl Methacrylate) SF 18565 $10 $185,650 7 Install Speed Lump EA 4 $500 $2,000
8 Install Hardened Centerline EA 1 $825 $825
9 Speed Feedback Sign EA 4 $16,275 $65,100
$2,524,119
10 Minor Items (10% of Items 1-9) ** LS 1 $253,000 $253,000 $2,777,119
11 Mobilization (10% of Items 1-10) LS 1 $278,000 $278,000 $3,055,119
$916,600
$3,971,719
$3,971,719
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of limited information.

CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL
CONSTRUCTION SUBTOTAL=

GRAND TOTAL
Greenhaven Drive (Riverside Blvd- Florin Rd)
(Feasibility Opinion of Probable Cost)
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

PS&E (17.5%)
CONSTRUCTION (19%)

TOTAL DELIVERY COST

TOTAL PROJECT COST
Summary 2/3/2023
1 Install Concrete - Curb Ramp EA 9 $8,000 $72,000
2 Install Concrete - Sidewalk SF 1260 $12 $15,120
3 Install Concrete - Textured Paving SF 185 $25 $4,625
4 Install Doweled Curb LF 85 $30 $2,550
5 Roadway Excavation CY 4875 $180 $877,500
6 Pavement Maintenance (includes overlay cost and base repair) SY 65700 $19 $1,248,300 7 Signing and Striping LS 1 $56,531 $56,531
8 Green MMA (Methyl Methacrylate) SF 7060 $10 $70,600
9 New Traffic Signal (electrical cost only, civil and signal interconnect costs are accounted for separately)
EA 1 $550,000 $550,000
10 New Rectangular Rapid-Flashing Beacon EA 1 $122,230 $122,230 $3,019,456
11 Minor Items (10% of Items 1-10) ** LS 1 $302,000 $302,000 $3,321,456
12 Mobilization (10% of Items 1-12) LS 1 $333,000 $333,000 $3,654,456
$1,096,400
$4,750,856
$4,750,856
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of limited information.

CONTINGENCY (30%) ***

CONSTRUCTION SUBTOTAL
CONSTRUCTION SUBTOTAL=

GRAND TOTAL
Greenhaven Drive (Florin Rd - Pocket Rd)
(Feasibility Opinion of Probable Cost)
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL

SUBTOTAL

SUBTOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\Pocket- Updated Estimates (Excel)\ 2 of 4 2/3/2023 Current Year Cost Escalated Cost (2026)**
$ 1,521,584 $ 1,763,933
$ 1,522,000 $ 1,764,000
$ 200,000 $ 240,000
$ 270,000 $ 320,000 CM$ 290,000 $ 340,000
$ 760,000 $ 900,000
$ 2,290,000 $ 2,670,000
* Support cost percentages reference the Multi-Agency CIP Benchmarking Study (2019) for streets projects ** Assumes escalation of 3% per year. No Adjustments in escalation for time between design and construction were made.

PS&E (17.5%)
CONSTRUCTION (19%)

TOTAL DELIVERY COST

TOTAL PROJECT COST
Genevieve Didion
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST
TOTAL CAPITAL OUTLAY COSTS DESIGNPA/ED (12.5%)*
Summary 2/21/2022
1 Install Concrete - Curb Ramp EA 38 $8,000 $304,000
2 Install Concrete - Sidewalk SF 9535 $12 $114,420
3 Roadway Excavation CY 1335 $180 $240,300
4 Pavement Maintenance (includes overlay cost and base repair) SY 13088 $19 $248,672 5 Signing and Striping LS 1 $18,342 $18,342
6 Green MMA (Methyl Methacrylate) SF 3055 $10 $30,550
7 Install Hardened Centerline EA 8 $825 $6,600
8 Install Speed Lump EA 7 $500 $3,500
$966,384
9 Minor Items (10% of Items 1-8) ** LS 1 $97,000 $97,000 $1,063,384
10 Mobilization (10% of Items 1-9) LS 1 $107,000 $107,000 $1,170,384
$351,200
$1,521,584
$1,521,584
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of limited information.

CONSTRUCTION SUBTOTAL
CONTINGENCY (30%) ***
CONSTRUCTION SUBTOTAL=

GRAND TOTAL
Genevieve Didion
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

SUBTOTAL

SUBTOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\ 1 of 1 2/21/2022 Current Year Cost Escalated Cost (2026)**
$ 1,052,552 $ 1,220,196
$ 1,053,000 $ 1,221,000
$ 140,000 $ 170,000
$ 190,000 $ 230,000
CM
$ 210,000 $ 250,000
$ 540,000 $ 650,000
$ 1,600,000 $ 1,880,000
** Assumes escalation of 3% per year. No Adjustments in escalation for time between design and construction were made.

TOTAL PROJECT COST

TOTAL DELIVERY COST
DESIGN
PA/ED (12.5%)*
PS&E (17.5%)
CONSTRUCTION (19%)
Martin Luther King, Jr
(Feasibility Opinion of Probable Cost)

SUMMARY OF PROJECT COST ESTIMATE

TOTAL CONSTRUCTION COST

TOTAL CAPITAL OUTLAY COSTS
* Support cost percentages reference the Multi-Agency CIP Benchmarking Study (2019) for streets projects Summary 4/13/2022
1 Install Concrete - Curb Ramp EA 8 $8,000 $64,000
2 Install Concrete - Sidewalk SF 1900 $12 $22,800
3 Install Concrete - Textured Paving SF 150 $25 $3,750
4 Install Doweled Curb LF 96 $30 $2,880
5 Roadway Excavation CY 96 $180 $17,280
6 Install Speed Lump EA 1 $500 $500
7 Signing and Striping LS 1 $5,042 $5,042
8 Install Vertical Delineator (Type K-71) EA 12 $200 $2,400 9 New Traffic Signal (electrical cost only, civil and signal interconnect costs are accounted for separately)
EA 1 $550,000 $550,000
10 Speed Feedback Sign EA 1 $16,275 $16,275
$668,652
11 Minor Items (10% of Items 1-10) ** LS 1 $67,000 $67,000 $735,652
12 Mobilization (10% of Items 1-12) LS 1 $74,000 $74,000 $809,652
$242,900
$1,052,552
$1,052,552
** Minor items (for example, fencing, signage, sidewalk repair, utility adjustments, etc.) have been estimated by using a percentage. *** This feasibility level estimate includes a 30% contingency intended to compensate for the use of preliminary and limited information.

Martin Luther King, Jr
(Feasibility Opinion of Probable Cost)

SUBTOTAL
ITEM No. ITEM DESCRIPTION UNIT QUANTITY UNIT PRICE TOTAL

ROADWAY

ELECTRICAL
CONSTRUCTION SUBTOTAL=

GRAND TOTAL
CONTINGENCY (30%)***

CONSTRUCTION SUBTOTAL

SUBTOTAL

SUBTOTAL
J:\Fehr & Peers-SA-20121-Sac-Pocket Greenhaven Transportation\Estimates\Pocket- Updated Estimates (Excel)\ 2 of 4 4/13/2022 GIS
Symbol Action Roadway From To
Bike Lane to be Removed from BMP Pocket Rd Park Riviera Way Riverside Blvd/ Pocket Rd Existing Bike Lane to be Buffered
Bike Lane Riverside Blvd/ Pocket Rd Florin Rd Greenhaven Dr " Park Riviera Way Riverside Blvd Riverside Blvd
" Rush River Dr Gloria Dr Greenhaven Dr
" Florin Rd Gloria Dr Greenhaven Dr
" Greenhaven Dr Riverside Blvd Pocket Rd
" Gloria Dr Florin Rd Greenhaven Dr
" Windbridge Dr Greenhaven Dr Pocket Rd
" Havenside Dr/ Gloria Dr Florin Rd Rush River Dr
Shared Use Path to be Added North side extension of Pocket Canal Parkway Swan River Ct Lazy River Way
" Shared Use Path (North side) Charter Pointe Park Windbridge Dr " Shared Use Path (South side) Pocket Canal Parkway Windbridge Dr " Shared Use Path (Zacharias Park) Sac River Parkway Seymour Park Shared Use Path Existing Bike Route/ Bike Lane to be
Separated Bikeway Florin Rd Greenhaven Dr I-5 Ramp
Existing Bike Route to be Separated
Bikeway S Land Park Dr Greenhaven Dr I-5 Overpass
Bike Route to be Added North Pointe Way North Pointe Way Grangers Dairy Dr " Grangers Dairy Dr North Pointe Way Riverside Blvd
" Surfside Way Benham Way Park Riviera Way
" Benham Way Surfside Way Arabella Way
" Arabella Way Harmon Dr Pocket Rd
" Harmon Dr Arabella Way Pocket Rd
" Steamboat Way Gloria Dr (north) Gloria Dr (south)
Attachment C - Pocket Greenhaven Neighborhood Transportation Plan Bicylce Master Plan Amendments GIS
Symbol Action Roadway From To
" Rivertree Way Riverside Blvd Lazy River Way
" Lazy River Way Rivertree Way
North side extension of Pocket
Canal Parkway
Bike Route to be Added Downriver Ct Bay River Way
Cul-de-sac end/ Pocket Canal
Parkway
Bay River Way Downriver Ct Pebble River Cir
Pebble River Way planned Pocket Canal Parkway
extension
Rivergate Way
Rivergate Way Pocket Rd Gloria Dr
Greenway Cir
Seymour Park Shared Use Path
(@ Greenway Cir) Greenhaven Dr
Parkshore Cir
Seymour Park Shared Use Path
(@ Parkshore Cir) Greenhaven Dr
Secret River Dr Long River Dr Greenhaven Dr
Long River Rd Secret River Dr
Cul-de-sac / Pocket Canal
Parkway
Flowerwood Way Pocket Canal Parkway (@
Flowerwood Way) Winbridge Dr
Lake Front Dr Rush River Dr (west) Rush River Dr (east) W Shore Dr Lake Front Dr Pocket Rd
E Shore Dr Lake front Dr Pocket Rd

Sacramento City CouncilNovember 14, 2023

Sacramento City Council
November 14, 2023