Agenda packet — Lincoln City Council, July 28, 2026 (part 5 of 10)

BEGIN PEAK HR
VOLUMES 0 0 3 11 2 4 10 100 2 3 84 18 236
APPROACH % 0% 0% 100% 67% 9% 24% 9% 89% 2% 3% 80% 17%
PEAK HR FACTOR 0.750 0.550 0.929 0.847 0.908
APP/DEPART 3 / 28 17 / 7 112 / 114 105 / 88 0
Torino Way

NORTH SIDE
Sorento Pkwy WEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
740
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Torino Way LOCATION #: 5
THURSDAY EAST & WEST: Sorento Pkwy CONTROL: STOP N/S
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 0 7 0 2 1 5 0 0 10 3 28 0 0 0 0 0
7:15 AM 0 0 0 6 0 3 0 8 0 1 7 3 28 0 0 0 0 0
7:30 AM 2 0 2 6 0 2 0 23 0 0 10 0 45 0 0 0 0 0
7:45 AM 0 0 3 7 1 1 2 24 0 2 11 4 55 0 0 0 0 0
8:00 AM 0 0 2 7 0 0 2 19 1 2 8 2 43 0 0 0 0 0
8:15 AM 0 0 2 2 0 0 0 16 1 0 17 3 41 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 7 0 0 9 3 19 0 0 0 0 0
8:45 AM 0 0 1 6 0 0 0 14 1 0 5 0 27 0 0 0 0 0
VOLUMES 2 0 10 41 1 8 5 116 3 5 77 18 286 0 0 0 0 0
APPROACH % 17% 0% 83% 82% 2% 16% 4% 94% 2% 5% 77% 18%
APP/DEPART 12 / 23 50 / 9 124 / 167 100 / 87 0

BEGIN PEAK HR
VOLUMES 2 0 9 22 1 3 4 82 2 4 46 9 184 0 0 0 0
APPROACH % 18% 0% 82% 85% 4% 12% 5% 93% 2% 7% 78% 15%
PEAK HR FACTOR 0.688 0.722 0.846 0.738 0.836
APP/DEPART 11 / 13 26 / 7 88 / 113 59 / 51 0
03:00 PM 0 0 3 5 0 2 1 15 0 1 15 3 45 0 0 0 0 0
3:15 PM 0 0 1 2 0 0 2 14 1 0 12 2 34 0 0 0 0 0
3:30 PM 1 1 0 3 0 0 0 16 0 0 11 1 33 0 0 0 0 0
3:45 PM 0 0 1 4 0 2 1 24 0 1 11 9 53 0 0 0 0 0
4:00 PM 0 0 1 2 0 0 0 29 0 0 17 1 50 0 0 0 0 0
4:15 PM 0 0 0 2 0 2 4 19 0 2 17 5 51 0 0 0 0 0
4:30 PM 0 0 1 3 0 0 3 18 0 0 20 3 48 0 0 0 0 0
4:45 PM 0 0 1 3 0 0 1 21 1 0 11 7 45 0 0 0 0 0
5:00 PM 0 0 0 6 0 2 5 19 1 2 16 3 54 0 0 0 0 0
5:15 PM 0 0 2 4 0 2 1 21 2 2 14 2 50 0 0 0 0 0
5:30 PM 0 1 1 2 0 0 0 17 0 0 10 5 36 0 0 0 0 0
5:45 PM 1 0 2 2 0 1 2 15 0 0 12 2 37 0 0 0 0 0
VOLUMES 2 2 13 38 0 11 20 228 5 8 166 43 536 0 0 0 0 0
APPROACH % 12% 12% 76% 78% 0% 22% 8% 90% 2% 4% 76% 20%
APP/DEPART 17 / 65 49 / 13 253 / 279 217 / 179 0

BEGIN PEAK HR
VOLUMES 0 0 3 11 0 4 8 90 0 3 65 18 202 0 0 0 0
APPROACH % 0% 0% 100% 73% 0% 27% 8% 92% 0% 3% 76% 21%
PEAK HR FACTOR 0.750 0.625 0.845 0.896 0.953
APP/DEPART 3 / 26 15 / 3 98 / 104 86 / 69 0
Torino Way

NORTH SIDE
Sorento Pkwy WEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
Attachment 6
741
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Torino Way LOCATION #: 5
THURSDAY EAST & WEST: Sorento Pkwy CONTROL: STOP N/S
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
8:15 AM 0 0 0 1 0 0 0 0 0 0 2 0 3 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
VOLUMES 0 0 0 1 0 0 0 7 0 0 6 1 15 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 86% 14%
APP/DEPART 0 / 1 1 / 0 7 / 8 7 / 6 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 5 0 0 3 0 9 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.625 0.375 0.750
APP/DEPART 0 / 0 1 / 0 5 / 6 3 / 3 0
03:00 PM 0 0 0 1 0 0 0 1 0 0 1 1 4 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 3 0 0 2 0 5 0 0 0 0 0
3:45 PM 0 0 0 0 1 0 0 2 0 0 3 0 6 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
VOLUMES 0 0 0 1 1 0 0 15 0 0 17 1 35 0 0 0 0 0
APPROACH % 0% 0% 0% 50% 50% 0% 0% 100% 0% 0% 94% 6%
APP/DEPART 0 / 1 2 / 1 15 / 16 18 / 17 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 1 0 0 5 0 0 8 0 14 0 0 0 0
APPROACH % 0% 0% 0% 0% 100% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.250 0.625 0.667 0.583
APP/DEPART 0 / 0 1 / 1 5 / 5 8 / 8 0
Torino Way

NORTH SIDE
Sorento Pkwy WEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
Attachment 6
742
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Torino Way LOCATION #: 5
THURSDAY EAST & WEST: Sorento Pkwy CONTROL: STOP N/S
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 1 1 0 0 2 0 4 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 50% 50% 0% 0% 100% 0%
APP/DEPART 0 / 1 0 / 0 2 / 1 2 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.500 0.750
APP/DEPART 0 / 0 0 / 0 1 / 1 2 / 2 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 1 1 0 2 0 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 1 5 1 0 5 0 12 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 14% 71% 14% 0% 100% 0%
APP/DEPART 0 / 1 0 / 1 7 / 5 5 / 5 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 1 1 1 0 2 0 5 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 33% 33% 33% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.375 0.250 0.313
APP/DEPART 0 / 1 0 / 1 3 / 1 2 / 2 0
Torino Way

NORTH SIDE
Sorento Pkwy WEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
Attachment 6
743
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Torino Way LOCATION #: 5
THURSDAY EAST & WEST: Sorento Pkwy CONTROL: STOP N/S
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 2 0 0 1 0 3 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 2 / 2 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0
Torino Way

NORTH SIDE
Sorento Pkwy WEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
Attachment 6
744
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Torino Way LOCATION #: 5
THURSDAY EAST & WEST: Sorento Pkwy CONTROL: STOP N/S
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Torino Way

NORTH SIDE
Sorento Pkwy WEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
Attachment 6
745
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Torino Way LOCATION #: 5
THURSDAY EAST & WEST: Sorento Pkwy CONTROL: STOP N/S
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 100% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 1 / 1 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Torino Way

NORTH SIDE
Sorento PkwyWEST SIDE EAST SIDE Sorento Pkwy

SOUTH SIDE
Marina Grande Way
AM
7:30 AM
PM
3:45 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Marina Grande Way Torino Way Sorento Pkwy Sorento Pkwy
Attachment 6
746
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 6
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0 0 0 0 0
7:00 AM 0 13 6 0 12 0 0 0 4 15 0 1 51 0 0 0 0 0
7:15 AM 2 12 6 0 15 0 0 0 3 31 0 1 70 0 0 0 0 0
7:30 AM 0 13 7 1 32 0 0 1 11 59 0 1 125 0 0 0 0 0
7:45 AM 10 18 13 0 36 0 0 1 16 62 0 0 156 0 0 0 0 0
8:00 AM 9 12 21 0 27 0 0 0 9 45 0 0 123 0 0 0 0 0
8:15 AM 5 20 25 0 21 0 1 0 8 22 0 1 103 0 0 0 0 0
8:30 AM 4 13 21 0 7 0 0 0 6 12 1 0 64 0 0 0 0 0
8:45 AM 4 6 10 0 22 0 0 0 7 11 0 0 60 0 0 0 0 0
VOLUMES 34 107 109 1 172 0 1 2 64 257 1 4 752 0 0 0 0 0 APPROACH % 14% 43% 44% 1% 99% 0% 1% 3% 96% 98% 0% 2%
APP/DEPART 250 / 112 173 / 493 67 / 112 262 / 35 0

BEGIN PEAK HR
VOLUMES 24 63 66 1 116 0 1 2 44 188 0 2 507 0 0 0 0
APPROACH % 16% 41% 43% 1% 99% 0% 2% 4% 94% 99% 0% 1%
PEAK HR FACTOR 0.765 0.813 0.691 0.766 0.813
APP/DEPART 153 / 66 117 / 348 47 / 69 190 / 24 0
03:00 PM 1 19 20 0 25 0 0 0 6 17 0 2 90 0 0 0 0 0
3:15 PM 10 19 42 0 19 0 0 0 1 10 1 0 102 0 0 0 0 0
3:30 PM 8 14 24 1 21 0 0 1 7 17 1 0 94 0 0 0 0 0
3:45 PM 12 25 35 1 30 0 0 0 2 19 0 0 124 0 0 0 0 0
4:00 PM 8 19 31 0 32 0 2 0 7 15 0 0 114 0 0 0 0 0
4:15 PM 7 27 20 1 23 0 0 0 6 19 0 1 104 0 0 0 0 0
4:30 PM 5 26 33 0 20 1 0 0 7 24 0 0 116 0 0 0 0 0
4:45 PM 6 20 35 0 26 0 0 0 2 25 1 0 115 0 0 0 0 0
5:00 PM 6 21 34 1 29 0 0 0 7 21 0 0 119 0 0 0 0 0
5:15 PM 6 19 35 0 28 1 0 1 5 21 0 0 116 0 0 0 0 0
5:30 PM 8 16 21 0 21 0 0 0 4 20 1 0 91 0 0 0 0 0
5:45 PM 6 13 27 1 19 0 0 0 6 25 0 1 98 0 0 0 0 0
VOLUMES 83 238 357 5 293 2 2 2 60 233 4 4 1,283 0 0 0 0 0 APPROACH % 12% 35% 53% 2% 98% 1% 3% 3% 94% 97% 2% 2%
APP/DEPART 678 / 244 300 / 586 64 / 364 241 / 89 0

BEGIN PEAK HR
VOLUMES 23 86 137 1 103 2 0 1 21 91 1 0 466 0 0 0 0
APPROACH % 9% 35% 56% 1% 97% 2% 0% 5% 95% 99% 1% 0%
PEAK HR FACTOR 0.961 0.883 0.786 0.885 0.979
APP/DEPART 246 / 86 106 / 215 22 / 139 92 / 26 0
Sorrento Pkwy

NORTH LEG
Lucca Ln WEST LEG EAST LEG Portello Way

SOUTH LEG
Sorrento Pkwy

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 1 1 1 3 0 1 1 1 3 0 0 0 0 0
7:30 AM 0 1 1 1 3 0 1 1 1 3 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 1 1 0 1 3 1 1 0 1 3 0 0 0 0 0
8:15 AM 0 0 3 0 3 0 0 3 0 3 0 0 0 0 0
8:30 AM 0 3 0 2 5 0 3 0 2 5 0 0 0 0 0
8:45 AM 1 3 3 4 11 1 3 3 4 11 0 0 0 0 0
TOTAL 2 9 8 9 28 2 9 8 9 28 0 0 0 0 0
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
3:30 PM 0 0 3 1 4 0 0 3 0 3 0 0 0 1 1
3:45 PM 1 0 1 2 4 1 0 0 2 3 0 0 1 0 1
4:00 PM 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0
4:15 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 1 3 4 0 0 0 3 3 0 0 1 0 1
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 1 1 0 1 3 1 1 0 1 3 0 0 0 0 0
TOTAL 2 3 5 12 22 2 1 3 11 17 0 2 2 1 5

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
4:30 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Sorrento Pkwy
Lucca Ln

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
747
473 2 465 6 TOTAL 356
300 2 293 5 PM 244
173 0 172 1 AM 112
262 241 503
124
89 35
4 4 8
1 4 5
TOTAL
PM
AM
257 233 490
3 2 1
AM
PM
TOTAL
4 2 2
124
60 64
112 364 476
131
64 67
493 AM 34 107 109 250
586 PM 83 238 357 678
1,079 TOTAL 117 345 466 928
223 2 219 2 TOTAL 152
106 2 103 1 PM 86
117 0 116 1 AM 66
190
92 282
50 26 24
2 0 2
0 1 1
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
188
91 279
1 0 1
#N/A
AM
PM
TOTAL
3 1 2
PM 4:30 PM
3:45 PM
65 21 44
69 139 208
69 22 47
348 AM 24 63 66 153
215 PM 23 86 137 246
563 Total 47 149 203 399
Sorrento Pkwy
AimTD LLC

TURNING MOVEMENT COUNTS
Sorrento Pkwy
Lucca Ln
Portello Way

ALL HOURS
Sorrento Pkwy
Sorrento Pkwy
Lucca Ln
Portello Way

PEAK HOUR
Lincoln
SC5421
Attachment 6
748
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 14 7 0 12 0 0 0 4 15 0 1 53 0
7:15 AM 2 13 6 0 16 0 0 0 3 33 0 2 74 0
7:30 AM 0 15 7 2 33 0 0 1 11 60 0 1 128 0
7:45 AM 11 19 13 0 37 0 0 1 16 63 0 0 160 0
8:00 AM 10 12 22 0 29 0 0 0 9 46 0 0 128 0
8:15 AM 5 21 25 0 22 0 1 0 8 22 0 1 105 0
8:30 AM 5 14 23 0 7 0 0 0 7 14 2 0 70 0
8:45 AM 5 7 10 0 23 0 0 0 7 11 0 0 62 0
VOLUMES 37 113 113 2 177 0 1 2 65 263 2 5 778 0 0 0 0 0 APPROACH % 14% 43% 43% 1% 99% 0% 1% 3% 96% 97% 1% 2%
APP/DEPART 262 / 119 178 / 505 68 / 116 270 / 39 0

BEGIN PEAK HR
VOLUMES 26 67 67 2 120 0 1 2 44 191 0 2 520
APPROACH % 16% 42% 42% 1% 99% 0% 2% 4% 94% 99% 0% 1%
PEAK HR FACTOR 0.782 0.818 0.691 0.764 0.813
APP/DEPART 160 / 70 121 / 354 47 / 71 193 / 26 0
03:00 PM 1 20 21 0 26 0 0 0 7 18 0 2 94 0
3:15 PM 10 23 43 0 21 0 0 0 1 10 1 0 108 0
3:30 PM 9 15 25 1 23 0 0 1 8 18 1 0 99 0
3:45 PM 12 29 37 1 31 0 0 0 2 20 0 0 131 0
4:00 PM 8 21 32 0 32 0 2 0 8 18 0 0 119 0
4:15 PM 7 30 20 1 25 0 0 0 6 20 0 2 110 0
4:30 PM 5 26 34 0 21 1 0 0 8 24 0 0 118 0
4:45 PM 7 22 37 0 27 0 0 0 2 26 1 0 121 0
5:00 PM 6 21 34 1 36 0 0 0 8 21 0 0 127 0
5:15 PM 6 20 36 0 29 1 0 1 5 21 0 0 118 0
5:30 PM 8 17 21 0 22 0 0 0 4 22 1 0 94 0
5:45 PM 6 13 27 1 20 0 0 0 6 25 0 1 99 0
VOLUMES 84 254 365 5 310 2 2 2 63 241 4 5 1,336 0 0 0 0 0 APPROACH % 12% 36% 52% 2% 98% 1% 3% 3% 94% 97% 2% 2%
APP/DEPART 703 / 260 317 / 614 67 / 372 250 / 90 0

BEGIN PEAK HR
VOLUMES 24 88 141 1 112 2 0 1 22 92 1 0 483
APPROACH % 9% 35% 56% 1% 97% 2% 0% 4% 96% 99% 1% 0%
PEAK HR FACTOR 0.969 0.777 0.767 0.861 0.955
APP/DEPART 252 / 88 115 / 226 23 / 143 93 / 27 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
749
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 12 5 0 12 0 0 0 4 15 0 1 49 0 0 0 0 0
7:15 AM 2 11 6 0 14 0 0 0 3 28 0 0 64 0 0 0 0 0
7:30 AM 0 11 7 0 31 0 0 1 11 58 0 1 120 0 0 0 0 0
7:45 AM 8 17 13 0 34 0 0 1 16 60 0 0 149 0 0 0 0 0
8:00 AM 8 12 20 0 25 0 0 0 9 44 0 0 118 0 0 0 0 0
8:15 AM 5 18 25 0 20 0 1 0 8 22 0 1 100 0 0 0 0 0
8:30 AM 3 12 19 0 7 0 0 0 5 10 0 0 56 0 0 0 0 0
8:45 AM 3 5 10 0 21 0 0 0 7 11 0 0 57 0 0 0 0 0
VOLUMES 29 98 105 0 164 0 1 2 63 248 0 3 713 0 0 0 0 0
APPROACH % 13% 42% 45% 0% 100% 0% 2% 3% 95% 99% 0% 1%
APP/DEPART 232 / 102 164 / 475 66 / 107 251 / 29 0

BEGIN PEAK HR
VOLUMES 21 58 65 0 110 0 1 2 44 184 0 2 487 0 0 0 0
APPROACH % 15% 40% 45% 0% 100% 0% 2% 4% 94% 99% 0% 1%
PEAK HR FACTOR 0.750 0.809 0.691 0.775 0.817
APP/DEPART 144 / 61 110 / 338 47 / 67 186 / 21 0
03:00 PM 1 17 19 0 23 0 0 0 5 15 0 2 82 0 0 0 0 0
3:15 PM 10 14 40 0 17 0 0 0 1 10 1 0 93 0 0 0 0 0
3:30 PM 7 12 23 1 18 0 0 1 6 16 1 0 85 0 0 0 0 0
3:45 PM 12 21 32 1 28 0 0 0 2 18 0 0 114 0 0 0 0 0
4:00 PM 8 16 30 0 32 0 2 0 6 12 0 0 106 0 0 0 0 0
4:15 PM 7 24 20 1 20 0 0 0 6 18 0 0 96 0 0 0 0 0
4:30 PM 5 26 31 0 19 1 0 0 6 24 0 0 112 0 0 0 0 0
4:45 PM 5 18 33 0 25 0 0 0 2 24 1 0 108 0 0 0 0 0
5:00 PM 6 21 34 1 24 0 0 0 6 21 0 0 113 0 0 0 0 0
5:15 PM 6 18 34 0 26 1 0 1 5 21 0 0 112 0 0 0 0 0
5:30 PM 8 15 21 0 20 0 0 0 4 18 1 0 87 0 0 0 0 0
5:45 PM 6 13 27 1 18 0 0 0 6 25 0 1 97 0 0 0 0 0
VOLUMES 81 215 344 5 270 2 2 2 55 222 4 3 1,205 0 0 0 0 0 APPROACH % 13% 34% 54% 2% 97% 1% 3% 3% 93% 97% 2% 1%
APP/DEPART 640 / 220 277 / 547 59 / 351 229 / 87 0

BEGIN PEAK HR
VOLUMES 22 83 132 1 94 2 0 1 19 90 1 0 445 0 0 0 0
APPROACH % 9% 35% 56% 1% 97% 2% 0% 5% 95% 99% 1% 0%
PEAK HR FACTOR 0.956 0.898 0.833 0.910 0.985
APP/DEPART 237 / 83 97 / 203 20 / 134 91 / 25 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
750
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 1 0 0 1 0 0 0 0 2 0 0 4 0 0 0 0 0
7:30 AM 0 1 0 1 1 0 0 0 0 1 0 0 4 0 0 0 0 0
7:45 AM 2 0 0 0 2 0 0 0 0 2 0 0 6 0 0 0 0 0
8:00 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
8:15 AM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
8:30 AM 1 1 1 0 0 0 0 0 0 1 0 0 4 0 0 0 0 0
8:45 AM 1 1 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
VOLUMES 4 7 1 1 7 0 0 0 0 6 0 0 26 0 0 0 0 0
APPROACH % 33% 58% 8% 13% 88% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 12 / 7 8 / 13 0 / 2 6 / 4 0

BEGIN PEAK HR
VOLUMES 2 3 0 1 5 0 0 0 0 3 0 0 14 0 0 0 0
APPROACH % 40% 60% 0% 17% 83% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.625 0.750 0.000 0.375 0.583
APP/DEPART 5 / 3 6 / 8 0 / 1 3 / 2 0
03:00 PM 0 2 1 0 2 0 0 0 1 2 0 0 8 0 0 0 0 0
3:15 PM 0 3 2 0 1 0 0 0 0 0 0 0 6 0 0 0 0 0
3:30 PM 1 2 1 0 3 0 0 0 0 1 0 0 8 0 0 0 0 0
3:45 PM 0 3 2 0 2 0 0 0 0 1 0 0 8 0 0 0 0 0
4:00 PM 0 3 1 0 0 0 0 0 1 1 0 0 6 0 0 0 0 0
4:15 PM 0 1 0 0 2 0 0 0 0 0 0 1 4 0 0 0 0 0
4:30 PM 0 0 2 0 1 0 0 0 1 0 0 0 4 0 0 0 0 0
4:45 PM 1 1 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
5:15 PM 0 1 1 0 2 0 0 0 0 0 0 0 4 0 0 0 0 0
5:30 PM 0 1 0 0 1 0 0 0 0 1 0 0 3 0 0 0 0 0
5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 2 17 10 0 16 0 0 0 4 6 0 1 56 0 0 0 0 0
APPROACH % 7% 59% 34% 0% 100% 0% 0% 0% 100% 86% 0% 14%
APP/DEPART 29 / 18 16 / 26 4 / 10 7 / 2 0

BEGIN PEAK HR
VOLUMES 1 2 3 0 4 0 0 0 2 0 0 0 12 0 0 0 0
APPROACH % 17% 33% 50% 0% 100% 0% 0% 0% 100% 0% 0% 0%
PEAK HR FACTOR 0.750 0.500 0.500 0.000 0.750
APP/DEPART 6 / 2 4 / 6 2 / 3 0 / 1 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
751
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
7:30 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:00 AM 1 0 1 0 1 0 0 0 0 1 0 0 4 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 1 0 0 0 0 0 1 1 1 0 4 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 1 2 2 0 1 0 0 0 1 3 1 0 11 0 0 0 0 0
APPROACH % 20% 40% 40% 0% 100% 0% 0% 0% 100% 75% 25% 0% APP/DEPART 5 / 2 1 / 5 1 / 2 4 / 2 0

BEGIN PEAK HR
VOLUMES 1 2 1 0 1 0 0 0 0 1 0 0 6 0 0 0 0
APPROACH % 25% 50% 25% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.500 0.250 0.000 0.250 0.375
APP/DEPART 4 / 2 1 / 2 0 / 1 1 / 1 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
3:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 2 0 0 2 0 0 0 0 0
4:15 PM 0 2 0 0 1 0 0 0 0 1 0 0 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 1 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:00 PM 0 0 0 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 5 2 0 5 0 0 0 1 4 0 0 17 0 0 0 0 0
APPROACH % 0% 71% 29% 0% 100% 0% 0% 0% 100% 100% 0% 0%
APP/DEPART 7 / 5 5 / 10 1 / 2 4 / 0 0

BEGIN PEAK HR
VOLUMES 0 1 1 0 3 0 0 0 0 0 0 0 5 0 0 0 0
APPROACH % 0% 50% 50% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.250 0.000 0.000 0.417
APP/DEPART 2 / 1 3 / 3 0 / 1 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
752
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 1 2 / 2 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0
APPROACH % 0% 0% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.000 0.000 0.250
APP/DEPART 0 / 0 2 / 2 0 / 0 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
753
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
754
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 6
THURSDAY EAST & WEST: Lucca Ln CONTROL: STOP ALL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0 1 0 0 1 0 0 1 0 0 1 0
7:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 0 0 0 0 1 2 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 100%
APP/DEPART 1 / 1 0 / 0 0 / 1 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 1 / 0 0 / 1 0 / 1 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.250 0.000 0.000 0.250 0.250
APP/DEPART 1 / 0 0 / 1 0 / 1 1 / 0 0
Sorrento Pkwy

NORTH SIDE
Lucca Ln WEST SIDE EAST SIDE Portello Way

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Lucca Ln Portello Way
Attachment 6
755
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 7
EAST & WEST: CONTROL: STOP W
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0 0 0 0 0
7:00 AM 0 19 5 0 34 0 0 0 0 7 0 2 67 0 0 0 0 0
7:15 AM 0 20 1 0 48 0 0 0 0 6 0 0 75 0 0 0 0 0
7:30 AM 0 17 2 2 100 0 0 0 0 18 0 0 139 0 1 0 0 1
7:45 AM 0 42 6 0 112 0 0 0 0 20 0 0 180 0 0 0 0 0
8:00 AM 0 50 13 0 82 0 0 0 0 14 0 0 159 0 0 0 0 0
8:15 AM 0 43 12 0 51 0 0 0 0 6 0 0 112 0 0 0 0 0
8:30 AM 0 35 8 0 25 0 0 0 0 5 0 1 74 0 0 0 0 0
8:45 AM 0 22 8 0 42 0 0 0 0 11 0 0 83 0 0 0 0 0
VOLUMES 0 248 55 2 494 0 0 0 0 87 0 3 890 0 1 0 0 1
APPROACH % 0% 82% 18% 0% 99% 0% 0% 0% 0% 97% 0% 3%
APP/DEPART 303 / 252 497 / 581 0 / 57 90 / 0 0

BEGIN PEAK HR
VOLUMES 0 152 33 2 345 0 0 0 0 58 0 0 591 0 1 0 0
APPROACH % 0% 82% 18% 1% 99% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.734 0.777 0.000 0.725 0.821
APP/DEPART 185 / 153 348 / 403 0 / 35 58 / 0 0
03:00 PM 0 51 5 0 47 0 0 0 0 3 0 0 106 0 0 0 0 0
3:15 PM 0 63 6 1 30 0 0 0 0 8 0 0 108 0 0 0 0 0
3:30 PM 0 54 15 1 46 0 0 0 0 6 0 0 122 0 0 0 0 0
3:45 PM 0 63 6 0 50 0 0 0 0 5 0 1 125 0 0 0 0 0
4:00 PM 0 60 11 4 48 0 0 0 0 5 0 1 129 0 0 0 0 0
4:15 PM 0 51 9 0 50 0 0 0 0 5 0 1 116 0 0 0 0 0
4:30 PM 0 62 8 0 49 0 0 0 0 8 0 3 130 0 0 0 0 0
4:45 PM 0 61 10 2 55 0 0 0 0 2 0 0 130 0 0 0 0 0
5:00 PM 0 64 7 2 52 0 0 0 0 10 0 0 135 0 0 0 0 0
5:15 PM 0 59 6 0 56 0 0 0 0 5 0 0 126 0 0 0 0 0
5:30 PM 0 42 13 1 42 0 0 0 0 10 0 0 108 0 0 0 0 0
5:45 PM 0 57 7 0 50 0 0 0 0 8 0 2 124 0 0 0 0 0
VOLUMES 0 687 103 11 575 0 0 0 0 75 0 8 1,459 0 0 0 0 0 APPROACH % 0% 87% 13% 2% 98% 0% 0% 0% 0% 90% 0% 10%
APP/DEPART 790 / 695 586 / 650 0 / 114 83 / 0 0

BEGIN PEAK HR
VOLUMES 0 246 31 4 212 0 0 0 0 25 0 3 521 0 0 0 0
APPROACH % 0% 89% 11% 2% 98% 0% 0% 0% 0% 89% 0% 11%
PEAK HR FACTOR 0.975 0.947 0.000 0.636 0.965
APP/DEPART 277 / 249 216 / 237 0 / 35 28 / 0 0
Sorrento Pkwy

NORTH LEG
Benvenito Ln WEST LEG EAST LEG Benvenito Ln

SOUTH LEG
Sorrento Pkwy

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
7:15 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0
7:30 AM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0
8:15 AM 0 0 2 0 2 0 0 2 0 2 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 0 0 9 0 9 0 0 8 0 8 0 0 1 0 1
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 3 1 4 0 0 3 0 3 0 0 0 1 1
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
4:15 PM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
4:30 PM 2 0 0 3 5 0 0 0 0 0 2 0 0 3 5
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 1 1 0 2 0 0 1 0 1 0 1 0 0 1
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 2 0 2 0 0 1 0 1 0 0 1 0 1
TOTAL 2 1 8 4 15 0 0 7 0 7 2 1 1 4 8

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
4:30 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Sorrento Pkwy
Benvenito Ln

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
756
1,083 0 1,069 13 TOTAL 947
586 0 575 11 PM 695
497 0 494 2 AM 252
90 83
173
0 0 0
3 8
11 0 0 0
TOTAL
PM
AM
87 75
162
0 0 0
AM
PM
TOTAL
0 0 0
0 0 0
57 114 171
0 0 0
581 AM 0 248 55 303
650 PM 0 687 103 790
1,231 TOTAL 0 935 158 1,093
564 0 557 6 TOTAL 402
216 0 212 4 PM 249
348 0 345 2 AM 153
58 28 86
0 0 0
0 3 3
0 0 0
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
58 25 83
0 0 0
#N/A
AM
PM
TOTAL
0 0 0
PM 4:30 PM
3:45 PM
0 0 0
35 35 70
0 0 0
403 AM 0 152 33 185
237 PM 0 246 31 277
640 Total 0 398 64 462
Sorrento Pkwy
AimTD LLC

TURNING MOVEMENT COUNTS
Sorrento Pkwy
Benvenito Ln
Benvenito Ln

ALL HOURS
Sorrento Pkwy
Sorrento Pkwy
Benvenito Ln
Benvenito Ln

PEAK HOUR
Lincoln
SC5421
Attachment 6
757
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 21 6 0 34 0 0 0 0 7 0 2 70 0
7:15 AM 0 22 1 0 50 0 0 0 0 6 0 0 79 0
7:30 AM 0 18 2 3 101 0 0 0 0 20 0 0 142 0
7:45 AM 0 44 6 0 113 0 0 0 0 21 0 0 184 0
8:00 AM 0 53 13 0 85 0 0 0 0 14 0 0 165 0
8:15 AM 0 44 12 0 52 0 0 0 0 6 0 0 114 0
8:30 AM 0 38 11 0 27 0 0 0 0 5 0 1 81 0
8:45 AM 0 23 8 0 43 0 0 0 0 12 0 0 86 0
VOLUMES 0 261 59 3 505 0 0 0 0 90 0 3 919 0 0 0 0 0
APPROACH % 0% 82% 18% 0% 100% 0% 0% 0% 0% 97% 0% 3%
APP/DEPART 319 / 264 507 / 595 0 / 61 93 / 0 0

BEGIN PEAK HR
VOLUMES 0 158 33 3 351 0 0 0 0 61 0 0 605
APPROACH % 0% 83% 17% 1% 99% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.729 0.781 0.000 0.720 0.821
APP/DEPART 191 / 158 353 / 411 0 / 36 61 / 0 0
03:00 PM 0 53 5 0 50 0 0 0 0 3 0 0 111 0
3:15 PM 0 67 7 1 32 0 0 0 0 9 0 0 116 0
3:30 PM 0 57 15 2 49 0 0 0 0 6 0 0 128 0
3:45 PM 0 68 6 0 52 0 0 0 0 5 0 2 132 0
4:00 PM 0 62 11 4 51 0 0 0 0 5 0 1 134 0
4:15 PM 0 53 9 0 54 0 0 0 0 5 0 1 122 0
4:30 PM 0 63 9 0 50 0 0 0 0 9 0 3 133 0
4:45 PM 0 65 10 2 58 0 0 0 0 2 0 0 137 0
5:00 PM 0 65 7 2 59 0 0 0 0 10 0 0 142 0
5:15 PM 0 59 6 0 57 0 0 0 0 5 0 0 127 0
5:30 PM 0 43 13 1 44 0 0 0 0 10 0 0 111 0
5:45 PM 0 57 7 0 51 0 0 0 0 9 0 2 125 0
VOLUMES 0 710 105 12 604 0 0 0 0 77 0 9 1,515 0 0 0 0 0 APPROACH % 0% 87% 13% 2% 98% 0% 0% 0% 0% 90% 0% 10%
APP/DEPART 815 / 719 615 / 681 0 / 116 86 / 0 0

BEGIN PEAK HR
VOLUMES 0 251 32 4 223 0 0 0 0 26 0 3 538
APPROACH % 0% 89% 11% 2% 98% 0% 0% 0% 0% 89% 0% 11%
PEAK HR FACTOR 0.948 0.938 0.000 0.620 0.947
APP/DEPART 283 / 254 227 / 249 0 / 36 29 / 0 0
Sorrento Pkwy

NORTH SIDE
Benvenito Ln WEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
758
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 17 4 0 34 0 0 0 0 7 0 2 64 0 0 0 0 0
7:15 AM 0 18 1 0 45 0 0 0 0 6 0 0 70 0 0 0 0 0
7:30 AM 0 16 2 1 99 0 0 0 0 16 0 0 134 0 1 0 0 1
7:45 AM 0 39 6 0 110 0 0 0 0 18 0 0 173 0 0 0 0 0
8:00 AM 0 47 13 0 78 0 0 0 0 14 0 0 152 0 0 0 0 0
8:15 AM 0 41 12 0 49 0 0 0 0 6 0 0 108 0 0 0 0 0
8:30 AM 0 31 6 0 23 0 0 0 0 5 0 1 66 0 0 0 0 0
8:45 AM 0 20 8 0 40 0 0 0 0 10 0 0 78 0 0 0 0 0
VOLUMES 0 229 52 1 478 0 0 0 0 82 0 3 846 0 1 0 0 1
APPROACH % 0% 81% 19% 0% 100% 0% 0% 0% 0% 96% 0% 4%
APP/DEPART 281 / 233 480 / 560 0 / 53 85 / 0 0

BEGIN PEAK HR
VOLUMES 0 143 33 1 336 0 0 0 0 54 0 0 568 0 1 0 0
APPROACH % 0% 81% 19% 0% 99% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.733 0.768 0.000 0.750 0.821
APP/DEPART 176 / 144 338 / 390 0 / 34 54 / 0 0
03:00 PM 0 47 5 0 41 0 0 0 0 3 0 0 96 0 0 0 0 0
3:15 PM 0 57 5 1 27 0 0 0 0 7 0 0 97 0 0 0 0 0
3:30 PM 0 49 15 0 42 0 0 0 0 6 0 0 112 0 0 0 0 0
3:45 PM 0 57 6 0 47 0 0 0 0 5 0 0 115 0 0 0 0 0
4:00 PM 0 57 11 4 44 0 0 0 0 5 0 1 122 0 0 0 0 0
4:15 PM 0 49 9 0 45 0 0 0 0 5 0 1 109 0 0 0 0 0
4:30 PM 0 60 7 0 48 0 0 0 0 7 0 3 125 0 0 0 0 0
4:45 PM 0 57 10 2 51 0 0 0 0 2 0 0 122 0 0 0 0 0
5:00 PM 0 63 7 2 47 0 0 0 0 10 0 0 129 0 0 0 0 0
5:15 PM 0 59 6 0 54 0 0 0 0 5 0 0 124 0 0 0 0 0
5:30 PM 0 40 13 1 40 0 0 0 0 10 0 0 104 0 0 0 0 0
5:45 PM 0 57 7 0 49 0 0 0 0 7 0 2 122 0 0 0 0 0
VOLUMES 0 652 101 10 535 0 0 0 0 72 0 7 1,377 0 0 0 0 0 APPROACH % 0% 87% 13% 2% 98% 0% 0% 0% 0% 91% 0% 9%
APP/DEPART 753 / 659 545 / 607 0 / 111 79 / 0 0

BEGIN PEAK HR
VOLUMES 0 239 30 4 200 0 0 0 0 24 0 3 500 0 0 0 0
APPROACH % 0% 89% 11% 2% 98% 0% 0% 0% 0% 89% 0% 11%
PEAK HR FACTOR 0.961 0.944 0.000 0.675 0.969
APP/DEPART 269 / 242 204 / 224 0 / 34 27 / 0 0
Sorrento Pkwy

NORTH SIDE
Benvenito Ln WEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
759
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
7:30 AM 0 1 0 1 1 0 0 0 0 1 0 0 4 0 0 0 0 0
7:45 AM 0 2 0 0 2 0 0 0 0 2 0 0 6 0 0 0 0 0
8:00 AM 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
8:15 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 0 0
8:30 AM 0 3 1 0 0 0 0 0 0 0 0 0 4 0 0 0 0 0
8:45 AM 0 2 0 0 2 0 0 0 0 1 0 0 5 0 0 0 0 0
VOLUMES 0 13 1 1 11 0 0 0 0 4 0 0 30 0 0 0 0 0
APPROACH % 0% 93% 7% 8% 92% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 14 / 13 12 / 15 0 / 2 4 / 0 0

BEGIN PEAK HR
VOLUMES 0 6 0 1 7 0 0 0 0 3 0 0 17 0 0 0 0
APPROACH % 0% 100% 0% 13% 88% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.750 1.000 0.000 0.375 0.708
APP/DEPART 6 / 6 8 / 10 0 / 1 3 / 0 0
03:00 PM 0 4 0 0 6 0 0 0 0 0 0 0 10 0 0 0 0 0
3:15 PM 0 4 0 0 3 0 0 0 0 0 0 0 7 0 0 0 0 0
3:30 PM 0 5 0 1 2 0 0 0 0 0 0 0 8 0 0 0 0 0
3:45 PM 0 4 0 0 3 0 0 0 0 0 0 1 8 0 0 0 0 0
4:00 PM 0 3 0 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0
4:15 PM 0 0 0 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0
4:30 PM 0 2 1 0 1 0 0 0 0 1 0 0 5 0 0 0 0 0
4:45 PM 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
5:30 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
5:45 PM 0 0 0 0 1 0 0 0 0 1 0 0 2 0 0 0 0 0
VOLUMES 0 26 1 1 27 0 0 0 0 2 0 1 58 0 0 0 0 0
APPROACH % 0% 96% 4% 4% 96% 0% 0% 0% 0% 67% 0% 33%
APP/DEPART 27 / 27 28 / 29 0 / 2 3 / 0 0

BEGIN PEAK HR
VOLUMES 0 4 1 0 6 0 0 0 0 1 0 0 12 0 0 0 0
APPROACH % 0% 80% 20% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.417 0.750 0.000 0.250 0.600
APP/DEPART 5 / 4 6 / 7 0 / 1 1 / 0 0
Sorrento Pkwy

NORTH SIDE
Benvenito Ln WEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
760
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
7:45 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:00 AM 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 5 1 0 5 0 0 0 0 1 0 0 12 0 0 0 0 0
APPROACH % 0% 83% 17% 0% 100% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 6 / 5 5 / 6 0 / 1 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 3 0 0 2 0 0 0 0 1 0 0 6 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.375 0.250 0.000 0.250 0.375
APP/DEPART 3 / 3 2 / 3 0 / 0 1 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 2 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
3:30 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
3:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
4:15 PM 0 2 0 0 2 0 0 0 0 0 0 0 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 7 0 0 10 0 0 0 0 0 0 0 17 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 7 / 7 10 / 10 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 2 0 0 3 0 0 0 0 0 0 0 5 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.375 0.000 0.000 0.417
APP/DEPART 2 / 2 3 / 3 0 / 0 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Benvenito Ln WEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
761
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 0 0 / 0 0 / 1 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 1 2 / 2 0 / 0 0 / 0 0

NORTH SIDE
Benvenito Ln WEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
762
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Benvenito Ln WEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
763
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 7
THURSDAY EAST & WEST: Benvenito Ln CONTROL: STOP W
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X 1 0 0 1 X X X X 0 X 0
7:00 AM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 1 / 1 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 1 1 0 1 0 0 0 0 1 0 0 4 0 0 0 0 0
APPROACH % 0% 50% 50% 0% 100% 0% 0% 0% 0% 100% 0% 0%
APP/DEPART 2 / 1 1 / 2 0 / 1 1 / 0 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.250 0.000 0.000 0.250
APP/DEPART 1 / 1 1 / 1 0 / 0 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Benvenito LnWEST SIDE EAST SIDE Benvenito Ln

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Benvenito Ln Benvenito Ln
Attachment 6
764
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 8
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X 0 0 0 0
7:00 AM 1 0 17 0 0 0 0 4 0 8 10 0 40 0 0 0 2 2
7:15 AM 1 0 18 0 0 0 0 1 0 7 8 0 35 0 0 0 2 2
7:30 AM 0 0 34 0 0 0 0 3 0 11 5 0 53 0 0 0 8 8
7:45 AM 1 0 49 0 0 0 0 5 0 19 5 0 79 0 0 0 7 7
8:00 AM 2 0 38 0 0 0 0 5 1 32 9 0 87 0 0 1 7 8
8:15 AM 1 0 28 0 0 0 0 1 0 23 9 0 62 0 0 0 2 2
8:30 AM 0 0 16 0 0 0 0 5 0 16 5 0 42 0 0 1 1 2
8:45 AM 0 0 14 0 0 0 0 3 0 17 5 0 39 0 0 0 3 3
VOLUMES 6 0 214 0 0 0 0 27 1 133 56 0 471 0 0 2 32 34
APPROACH % 3% 0% 97% 0% 0% 0% 0% 90% 3% 60% 25% 0%
APP/DEPART 220 / 0 0 / 134 30 / 273 221 / 64 0

BEGIN PEAK HR
VOLUMES 4 0 149 0 0 0 0 14 1 85 28 0 306 0 0 1 24 50 16 APPROACH % 3% 0% 97% 0% 0% 0% 0% 88% 6% 62% 20% 0%
PEAK HR FACTOR 0.765 0.000 0.571 0.714 0.805
APP/DEPART 153 / 0 0 / 86 16 / 187 137 / 33 0
03:00 PM 0 0 18 0 0 0 0 11 0 32 1 0 62 0 0 0 3 3
3:15 PM 1 0 19 0 0 0 0 5 0 26 6 0 57 0 0 0 4 4
3:30 PM 0 0 21 0 0 0 0 5 0 33 0 0 59 0 0 0 7 7
3:45 PM 1 0 15 0 0 0 0 4 1 40 2 0 63 0 0 0 0 0
4:00 PM 0 0 11 0 0 0 0 2 1 27 2 0 43 0 0 0 8 8
4:15 PM 0 0 22 0 0 0 0 6 0 26 5 0 59 0 0 0 3 3
4:30 PM 0 0 15 0 0 0 0 5 0 38 0 0 58 0 0 0 4 4
4:45 PM 0 0 20 0 0 0 0 1 0 21 2 0 44 0 0 0 0 0
5:00 PM 0 0 22 0 0 0 0 2 0 34 0 0 58 0 0 0 4 4
5:15 PM 0 0 24 0 0 0 0 5 0 41 0 0 70 0 0 0 7 7
5:30 PM 1 0 21 0 0 0 0 2 0 32 2 0 58 0 0 0 2 2
5:45 PM 1 0 21 0 0 0 0 1 0 31 2 0 56 0 0 0 1 1
VOLUMES 4 0 229 0 0 0 0 49 2 381 22 0 730 0 0 0 43 43
APPROACH % 2% 0% 98% 0% 0% 0% 0% 96% 4% 85% 5% 0%
APP/DEPART 233 / 0 0 / 383 51 / 321 446 / 26 0

BEGIN PEAK HR
VOLUMES 2 0 88 0 0 0 0 10 0 138 4 0 256 0 0 0 14 7 3
APPROACH % 2% 0% 98% 0% 0% 0% 0% 100% 0% 88% 3% 0%
PEAK HR FACTOR 0.938 0.000 0.500 0.813 0.831
APP/DEPART 90 / 0 0 / 138 10 / 112 156 / 6 0
Caledon Cir West

NORTH LEG
Ferrari Ranch Rd WEST LEG EAST LEG Ferrari Ranch Rd

SOUTH LEG
Caledon Cir West

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
7:15 AM 0 4 0 1 5 0 4 0 1 5 0 0 0 0 0
7:30 AM 0 4 0 3 7 0 4 0 3 7 0 0 0 0 0
7:45 AM 0 0 0 4 4 0 0 0 4 4 0 0 0 0 0
8:00 AM 0 3 0 2 5 0 3 0 2 5 0 0 0 0 0
8:15 AM 0 3 0 8 11 0 3 0 8 11 0 0 0 0 0
8:30 AM 0 2 0 2 4 0 2 0 1 3 0 0 0 1 1
8:45 AM 0 2 0 2 4 0 2 0 1 3 0 0 0 1 1
TOTAL 0 18 0 24 42 0 18 0 22 40 0 0 0 2 2
3:00 PM 0 1 0 3 4 0 0 0 3 3 0 1 0 0 1
3:15 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
3:30 PM 0 0 0 1 1 0 0 0 0 0 0 0 0 1 1
3:45 PM 0 0 0 5 5 0 0 0 1 1 0 0 0 4 4
4:00 PM 0 0 0 3 3 0 0 0 0 0 0 0 0 3 3
4:15 PM 0 1 0 3 4 0 1 0 0 1 0 0 0 3 3
4:30 PM 2 3 0 3 8 0 3 0 1 4 2 0 0 2 4
4:45 PM 0 0 0 2 2 0 0 0 0 0 0 0 0 2 2
5:00 PM 0 1 0 1 2 0 1 0 0 1 0 0 0 1 1
5:15 PM 0 1 0 1 2 0 0 0 0 0 0 1 0 1 2
5:30 PM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
5:45 PM 1 2 0 1 4 0 0 0 0 0 1 2 0 1 4
TOTAL 3 9 0 27 39 0 5 0 9 14 3 4 0 18 25

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Caledon Cir West
Ferrari Ranch Rd

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
5:00 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS
Attachment 6
765
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0
221 446 667
90 26 64
0 0 0
56 22 78
TOTAL
PM
AM
133 381 514
0 0 0
AM
PM
TOTAL
76 49 27
3 2 1
273 321 594
81 51 30
134 AM 6 0 214 220
383 PM 4 0 229 233
517 TOTAL10 0 443 453
0 0 0 0 TOTAL 0
0 0 0 0 PM 0
0 0 0 0 AM 0
137 156 293
39 6
33 0 0 0
28 4
32 TOTAL
PM
AM
AM 7:30 AM
8:45 AM
85 138 223
0 0 0
#N/A
AM
PM
TOTAL
24 10 14
PM 5:00 PM
3:45 PM
1 0 1
187 112 299
26 10 16
86 AM 4 0 149 153
138 PM 2 0 88 90
224 Total6 0 237 243
Caledon Cir West
AimTD LLC

TURNING MOVEMENT COUNTS
Caledon Cir West
Ferrari Ranch Rd
Ferrari Ranch Rd

ALL HOURS
Caledon Cir West
Caledon Cir West
Ferrari Ranch Rd
Ferrari Ranch Rd

PEAK HOUR
Lincoln
SC5421
Attachment 6
766
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 1 0 17 0 0 0 0 6 0 9 20 0 53 0
7:15 AM 1 0 20 0 0 0 0 2 0 8 18 0 47 0
7:30 AM 0 0 35 0 0 0 0 6 0 12 12 0 64 0
7:45 AM 1 0 51 0 0 0 0 10 0 20 9 0 90 0
8:00 AM 2 0 40 0 0 0 0 8 1 33 24 0 107 0
8:15 AM 1 0 29 0 0 0 0 2 0 24 17 0 72 0
8:30 AM 0 0 16 0 0 0 0 8 0 18 8 0 50 0
8:45 AM 0 0 14 0 0 0 0 6 0 18 10 0 48 0
VOLUMES 6 0 221 0 0 0 0 46 1 140 116 0 528 0 0 0 0 0
APPROACH % 3% 0% 97% 0% 0% 0% 0% 98% 2% 55% 45% 0%
APP/DEPART 227 / 0 0 / 141 47 / 266 255 / 122 0

BEGIN PEAK HR
VOLUMES 4 0 154 0 0 0 0 24 1 88 61 0 332
APPROACH % 3% 0% 97% 0% 0% 0% 0% 96% 4% 59% 41% 0%
PEAK HR FACTOR 0.760 0.000 0.658 0.663 0.778
APP/DEPART 158 / 0 0 / 89 25 / 178 149 / 65 0
03:00 PM 0 0 19 0 0 0 0 13 0 35 2 0 67 0
3:15 PM 1 0 20 0 0 0 0 9 0 27 6 0 62 0
3:30 PM 0 0 22 0 0 0 0 9 0 33 0 0 64 0
3:45 PM 1 0 15 0 0 0 0 5 1 42 2 0 66 0
4:00 PM 0 0 11 0 0 0 0 3 1 29 3 0 46 0
4:15 PM 0 0 22 0 0 0 0 11 0 27 6 0 65 0
4:30 PM 0 0 15 0 0 0 0 5 0 38 0 0 58 0
4:45 PM 0 0 22 0 0 0 0 1 0 22 3 0 47 0
5:00 PM 0 0 22 0 0 0 0 2 0 37 0 0 61 0
5:15 PM 0 0 26 0 0 0 0 6 0 42 0 0 74 0
5:30 PM 1 0 21 0 0 0 0 2 0 32 2 0 58 0
5:45 PM 1 0 21 0 0 0 0 1 0 31 2 0 56 0
VOLUMES 4 0 235 0 0 0 0 65 2 392 24 0 722 0 0 0 0 0
APPROACH % 2% 0% 98% 0% 0% 0% 0% 97% 3% 94% 6% 0%
APP/DEPART 239 / 0 0 / 394 67 / 300 416 / 28 0

BEGIN PEAK HR
VOLUMES 2 0 90 0 0 0 0 11 0 142 4 0 248
APPROACH % 2% 0% 98% 0% 0% 0% 0% 100% 0% 97% 3% 0%
PEAK HR FACTOR 0.885 0.000 0.477 0.866 0.844
APP/DEPART 92 / 0 0 / 142 11 / 101 146 / 6 0
Caledon Cir West

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West
AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
767
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 1 0 17 0 0 0 0 2 0 7 3 0 30 0 0 0 1 1
7:15 AM 1 0 15 0 0 0 0 0 0 6 2 0 24 0 0 0 2 2
7:30 AM 0 0 33 0 0 0 0 0 0 9 1 0 43 0 0 0 7 7
7:45 AM 1 0 48 0 0 0 0 0 0 17 1 0 67 0 0 0 7 7
8:00 AM 2 0 35 0 0 0 0 1 1 31 1 0 71 0 0 1 6 7
8:15 AM 1 0 27 0 0 0 0 0 0 22 2 0 52 0 0 0 2 2
8:30 AM 0 0 16 0 0 0 0 1 0 14 2 0 33 0 0 0 1 1
8:45 AM 0 0 14 0 0 0 0 1 0 16 2 0 33 0 0 0 3 3
VOLUMES 6 0 205 0 0 0 0 5 1 122 14 0 383 0 0 1 29 30
APPROACH % 3% 0% 97% 0% 0% 0% 0% 71% 14% 74% 8% 0%
APP/DEPART 211 / 0 0 / 123 7 / 239 165 / 21 0

BEGIN PEAK HR
VOLUMES 4 0 143 0 0 0 0 1 1 79 5 0 256 0 0 1 22
APPROACH % 3% 0% 97% 0% 0% 0% 0% 33% 33% 75% 5% 0%
PEAK HR FACTOR 0.750 0.000 0.250 0.697 0.821
APP/DEPART 147 / 0 0 / 80 3 / 166 106 / 10 0
03:00 PM 0 0 17 0 0 0 0 8 0 30 0 0 55 0 0 0 2 2
3:15 PM 1 0 18 0 0 0 0 2 0 25 6 0 52 0 0 0 4 4
3:30 PM 0 0 20 0 0 0 0 3 0 33 0 0 56 0 0 0 6 6
3:45 PM 1 0 15 0 0 0 0 2 1 39 2 0 60 0 0 0 0 0
4:00 PM 0 0 11 0 0 0 0 1 1 25 1 0 39 0 0 0 5 5
4:15 PM 0 0 22 0 0 0 0 2 0 25 4 0 53 0 0 0 3 3
4:30 PM 0 0 15 0 0 0 0 5 0 38 0 0 58 0 0 0 4 4
4:45 PM 0 0 17 0 0 0 0 1 0 20 1 0 39 0 0 0 0 0
5:00 PM 0 0 22 0 0 0 0 2 0 32 0 0 56 0 0 0 3 3
5:15 PM 0 0 23 0 0 0 0 4 0 39 0 0 66 0 0 0 7 7
5:30 PM 1 0 21 0 0 0 0 2 0 32 2 0 58 0 0 0 2 2
5:45 PM 1 0 21 0 0 0 0 1 0 31 2 0 56 0 0 0 1 1
VOLUMES 4 0 222 0 0 0 0 33 2 369 18 0 685 0 0 0 37 37
APPROACH % 2% 0% 98% 0% 0% 0% 0% 94% 6% 87% 4% 0%
APP/DEPART 226 / 0 0 / 371 35 / 292 424 / 22 0

BEGIN PEAK HR
VOLUMES 2 0 87 0 0 0 0 9 0 134 4 0 249 0 0 0 13
APPROACH % 2% 0% 98% 0% 0% 0% 0% 100% 0% 89% 3% 0%
PEAK HR FACTOR 0.967 0.000 0.563 0.821 0.853
APP/DEPART 89 / 0 0 / 134 9 / 109 151 / 6 0
Caledon Cir West

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
768
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
7:15 AM 0 0 3 0 0 0 0 1 0 1 1 0 6 0 0 0 0 0
7:30 AM 0 0 1 0 0 0 0 1 0 2 1 0 5 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 1 0 2 3 0 6 0 0 0 0 0
8:00 AM 0 0 2 0 0 0 0 3 0 1 1 0 7 0 0 0 0 0
8:15 AM 0 0 1 0 0 0 0 1 0 1 4 0 7 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 2 0 1 2 0 5 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
VOLUMES 0 0 7 0 0 0 0 9 0 9 15 0 40 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 38% 63% 0%
APP/DEPART 7 / 0 0 / 9 9 / 16 24 / 15 0

BEGIN PEAK HR
VOLUMES 0 0 4 0 0 0 0 6 0 6 9 0 25 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 40% 60% 0%
PEAK HR FACTOR 0.500 0.000 0.500 0.750 0.893
APP/DEPART 4 / 0 0 / 6 6 / 10 15 / 9 0
03:00 PM 0 0 1 0 0 0 0 3 0 1 1 0 6 0 0 0 0 0
3:15 PM 0 0 1 0 0 0 0 1 0 1 0 0 3 0 0 0 0 0
3:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 1 0 1 1 0 3 0 0 0 1 1
4:15 PM 0 0 0 0 0 0 0 2 0 1 1 0 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 2 0 0 0 0 0 0 1 1 0 4 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 0 2 0 0 3 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 5 0 0 0 0 10 0 8 4 0 28 0 0 0 1 1
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 62% 31% 0%
APP/DEPART 5 / 0 0 / 8 10 / 16 13 / 4 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 3 0 0 4 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 100% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.375 0.333
APP/DEPART 0 / 0 0 / 3 1 / 1 3 / 0 0
Caledon Cir West

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
769
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 4 0 0 0 0 4 0 0 0 0 0
8:00 AM 0 0 1 0 0 0 0 1 0 0 0 0 2 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 2 0 1 0 0 3 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 12 0 1 2 0 16 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 33% 67% 0%
APP/DEPART 1 / 0 0 / 1 12 / 13 3 / 2 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 7 0 0 0 0 8 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.000 0.438 0.000 0.500
APP/DEPART 1 / 0 0 / 0 7 / 8 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 1 0 0 0 0 2 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 0% 0% 0%
APP/DEPART 1 / 0 0 / 0 1 / 2 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Caledon Cir West

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
770
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
7:45 AM 0 0 1 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 7 0 7 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 1 0 1
8:45 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 1 0 0 25 0 28 0 0 1 0 1
APPROACH % 0% 0% 100% 0% 0% 0% 0% 50% 0% 0% 100% 0%
APP/DEPART 1 / 0 0 / 0 2 / 2 25 / 26 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 0 0 0 14 0 15 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.000 0.500 0.536
APP/DEPART 1 / 0 0 / 0 0 / 1 14 / 14 0
03:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
5:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 1 0 0 0 0 5 0 3 0 0 9 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 100% 0% 0%
APP/DEPART 1 / 0 0 / 3 5 / 6 3 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.250 0.000 0.000 0.250 0.500
APP/DEPART 1 / 0 0 / 1 0 / 1 1 / 0 0
Caledon Cir West

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
771
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
772
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Caledon Cir West LOCATION #: 8
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 X 1 X X X X 2 0 1 2 X
7:00 AM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 1 1
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 1 0 0 4 0 0 0 3 3
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 25% 0% 0%
APP/DEPART 0 / 0 0 / 1 0 / 3 4 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.500 0.500
APP/DEPART 0 / 0 0 / 0 0 / 2 2 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 2 2
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 1
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 1 0 0 6 0 0 0 5 5
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 17% 0% 0%
APP/DEPART 0 / 0 0 / 1 0 / 5 6 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.250 0.250
APP/DEPART 0 / 0 0 / 0 0 / 1 1 / 0 0
Caledon Cir West

NORTH SIDE
Ferrari Ranch RWEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir West

U-TURNS
Caledon Cir West Caledon Cir West Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
773
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 9
EAST & WEST: CONTROL: STOP ALL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1 0 0 0 0
7:00 AM 0 0 0 38 0 3 2 22 0 0 15 22 102 0 0 0 0 0
7:15 AM 0 0 0 52 0 2 2 19 0 0 13 19 107 0 0 0 0 0
7:30 AM 0 0 0 114 0 4 2 37 0 0 14 17 188 0 0 0 2 2
7:45 AM 0 0 0 128 0 4 4 59 0 0 23 44 262 0 0 0 0 0
8:00 AM 0 0 0 85 0 10 4 45 0 0 32 59 235 0 0 1 0 1
8:15 AM 0 0 0 54 0 3 2 31 0 0 31 53 174 0 0 0 0 0
8:30 AM 0 0 0 28 0 2 2 20 0 0 22 42 116 0 0 0 0 0
8:45 AM 0 0 0 50 0 3 1 18 0 0 20 29 121 0 0 0 0 0
VOLUMES 0 0 0 549 0 31 19 251 0 0 170 285 1,308 0 0 1 2 3 APPROACH % 0% 0% 0% 95% 0% 5% 7% 93% 0% 0% 37% 62%
APP/DEPART 0 / 304 580 / 0 271 / 802 457 / 202 0

BEGIN PEAK HR
VOLUMES 0 0 0 381 0 21 12 172 0 0 100 173 862 0 0 1 2
APPROACH % 0% 0% 0% 95% 0% 5% 6% 93% 0% 0% 36% 63%
PEAK HR FACTOR 0.000 0.761 0.734 0.755 0.823
APP/DEPART 0 / 185 402 / 0 185 / 555 275 / 122 0
03:00 PM 0 0 0 45 0 4 2 28 0 0 31 54 164 0 0 0 0 0
3:15 PM 0 0 0 38 0 0 2 26 0 0 33 67 166 0 0 0 0 0
3:30 PM 0 0 0 52 0 0 6 29 0 0 41 63 191 0 0 0 0 0
3:45 PM 0 0 0 53 0 2 2 19 0 0 36 67 179 0 0 1 0 1
4:00 PM 0 0 0 48 0 5 1 20 0 0 38 71 183 0 0 0 0 0
4:15 PM 0 0 0 51 0 3 1 27 0 0 31 59 172 0 0 0 0 0
4:30 PM 0 0 0 53 0 3 0 23 0 0 36 69 184 0 1 1 0 2
4:45 PM 0 0 0 55 0 2 4 19 0 0 25 67 172 0 0 0 0 0
5:00 PM 0 0 0 59 0 3 1 19 0 0 40 70 192 0 0 0 0 0
5:15 PM 0 0 0 56 0 4 2 39 0 0 41 62 204 0 1 0 0 1
5:30 PM 0 0 0 48 0 4 2 25 0 0 29 53 161 0 0 0 0 0
5:45 PM 0 0 0 57 0 1 4 17 0 0 36 60 175 0 0 0 0 0
VOLUMES 0 0 0 615 0 31 27 291 0 0 417 762 2,147 0 2 2 0 4 APPROACH % 0% 0% 0% 95% 0% 5% 8% 91% 0% 0% 35% 65%
APP/DEPART 0 / 791 648 / 0 320 / 906 1,179 / 450 0

BEGIN PEAK HR
VOLUMES 0 0 0 223 0 12 7 100 0 0 142 268 755 0 2 1 0
APPROACH % 0% 0% 0% 94% 0% 5% 6% 93% 0% 0% 35% 65%
PEAK HR FACTOR 0.000 0.956 0.659 0.932 0.921
APP/DEPART 0 / 277 237 / 0 108 / 323 410 / 155 0
Sorrento Pkwy

NORTH LEG
Ferrari Ranch Rd WEST LEG EAST LEG Ferrari Ranch Rd

SOUTH LEG
Sorrento Pkwy

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 1 0 0 2 3 1 0 0 2 3 0 0 0 0 0
7:15 AM 2 0 0 2 4 2 0 0 2 4 0 0 0 0 0
7:30 AM 2 0 0 3 5 2 0 0 3 5 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 2 2 0 0 0 2 2 0 0 0 0 0
8:45 AM 1 0 0 3 4 1 0 0 3 4 0 0 0 0 0
TOTAL 7 0 0 13 20 7 0 0 13 20 0 0 0 0 0
3:00 PM 0 0 0 4 4 0 0 0 4 4 0 0 0 0 0
3:15 PM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
3:30 PM 2 0 0 2 4 2 0 0 0 2 0 0 0 2 2
3:45 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2
4:00 PM 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0
4:15 PM 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0
4:30 PM 0 0 0 3 3 0 0 0 0 0 0 0 0 3 3
4:45 PM 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 1 0 6 2 9 0 0 0 1 1 1 0 6 1 8
TOTAL 4 2 6 19 31 3 0 0 13 16 1 2 6 6 15

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
4:30 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Sorrento Pkwy
Ferrari Ranch Rd

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
774
1,228 62 0 1,164 TOTAL 1,095
648 31 0 615 PM 791
580 31 0 549 AM 304
457
1,179 1,636
652 450 202
285 762
1,047
170 417 587
TOTAL
PM
AM
0 0 0
46 27 19
AM
PM
TOTAL
542 291 251
0 0 0
802 906
1,708
591 320 271
0 AM 0 0 0 0
0 PM 0 0 0 0
0 TOTAL0 0 0 0
639 33 0 604 TOTAL 462
237 12 0 223 PM 277
402 21 0 381 AM 185
275 410 685
277 155 122
173 268 441
100 142 242
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
0 0 0
19 7
12 #N/A
AM
PM
TOTAL
272 100 172
PM 4:30 PM
3:45 PM
0 0 0
555 323 878
293 108 185
0 AM 0 0 0 0
0 PM 0 0 0 0
0 Total0 0 0 0
Sorrento Pkwy
AimTD LLC

TURNING MOVEMENT COUNTS
Sorrento Pkwy
Ferrari Ranch Rd
Ferrari Ranch Rd

ALL HOURS
Sorrento Pkwy
Sorrento Pkwy
Ferrari Ranch Rd
Ferrari Ranch Rd

PEAK HOUR
Lincoln
SC5421
Attachment 6
775
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 38 0 3 2 25 0 0 27 25 119 0
7:15 AM 0 0 0 54 0 3 2 21 0 0 23 21 122 0
7:30 AM 0 0 0 116 0 5 2 40 0 0 22 18 202 0
7:45 AM 0 0 0 130 0 4 4 67 0 0 28 46 278 0
8:00 AM 0 0 0 88 0 10 4 50 0 0 48 62 261 0
8:15 AM 0 0 0 55 0 4 2 32 0 0 39 54 185 0
8:30 AM 0 0 0 30 0 2 2 23 0 0 27 47 131 0
8:45 AM 0 0 0 51 0 4 1 21 0 0 26 30 132 0
VOLUMES 0 0 0 561 0 33 19 279 0 0 237 301 1,429 0 0 0 0 0 APPROACH % 0% 0% 0% 94% 0% 6% 6% 94% 0% 0% 44% 56%
APP/DEPART 0 / 320 594 / 0 298 / 839 538 / 270 0

BEGIN PEAK HR
VOLUMES 0 0 0 388 0 22 12 189 0 0 136 179 926
APPROACH % 0% 0% 0% 95% 0% 5% 6% 94% 0% 0% 43% 57%
PEAK HR FACTOR 0.000 0.765 0.711 0.722 0.832
APP/DEPART 0 / 191 410 / 0 201 / 577 315 / 158 0
03:00 PM 0 0 0 48 0 5 3 31 0 0 34 56 175 0
3:15 PM 0 0 0 41 0 0 2 31 0 0 34 72 179 0
3:30 PM 0 0 0 55 0 0 6 35 0 0 42 66 204 0
3:45 PM 0 0 0 55 0 2 2 20 0 0 38 72 188 0
4:00 PM 0 0 0 51 0 6 1 23 0 0 42 73 195 0
4:15 PM 0 0 0 55 0 3 1 30 0 0 32 61 181 0
4:30 PM 0 0 0 54 0 3 0 26 0 0 36 71 189 0
4:45 PM 0 0 0 58 0 2 5 20 0 0 26 70 180 0
5:00 PM 0 0 0 64 0 5 1 20 0 0 42 71 202 0
5:15 PM 0 0 0 57 0 5 2 42 0 0 42 62 209 0
5:30 PM 0 0 0 50 0 4 2 25 0 0 29 54 164 0
5:45 PM 0 0 0 58 0 1 4 17 0 0 36 60 176 0
VOLUMES 0 0 0 642 0 35 29 317 0 0 432 785 2,238 0 0 0 0 0 APPROACH % 0% 0% 0% 95% 0% 5% 8% 92% 0% 0% 35% 65%
APP/DEPART 0 / 814 677 / 0 345 / 959 1,217 / 466 0

BEGIN PEAK HR
VOLUMES 0 0 0 232 0 15 8 107 0 0 146 273 779
APPROACH % 0% 0% 0% 94% 0% 6% 7% 93% 0% 0% 35% 65%
PEAK HR FACTOR 0.000 0.900 0.658 0.933 0.934
APP/DEPART 0 / 281 247 / 0 115 / 339 418 / 160 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
776
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 38 0 3 2 19 0 0 6 19 87 0 0 0 0 0
7:15 AM 0 0 0 50 0 1 2 15 0 0 7 17 92 0 0 0 0 0
7:30 AM 0 0 0 112 0 3 2 33 0 0 8 16 174 0 0 0 2 2
7:45 AM 0 0 0 124 0 4 4 52 0 0 17 41 242 0 0 0 0 0
8:00 AM 0 0 0 81 0 10 4 38 0 0 23 56 212 0 0 0 0 0
8:15 AM 0 0 0 53 0 2 2 29 0 0 24 51 161 0 0 0 0 0
8:30 AM 0 0 0 26 0 2 2 16 0 0 17 36 99 0 0 0 0 0
8:45 AM 0 0 0 48 0 2 1 16 0 0 16 27 110 0 0 0 0 0
VOLUMES 0 0 0 532 0 27 19 218 0 0 118 263 1,179 0 0 0 2 2 APPROACH % 0% 0% 0% 95% 0% 5% 8% 92% 0% 0% 31% 69%
APP/DEPART 0 / 282 559 / 0 237 / 752 383 / 145 0

BEGIN PEAK HR
VOLUMES 0 0 0 370 0 19 12 152 0 0 72 164 791 0 0 0 2
APPROACH % 0% 0% 0% 95% 0% 5% 7% 93% 0% 0% 30% 69%
PEAK HR FACTOR 0.000 0.760 0.732 0.753 0.817
APP/DEPART 0 / 176 389 / 0 164 / 524 238 / 91 0
03:00 PM 0 0 0 40 0 3 1 24 0 0 29 51 148 0 0 0 0 0
3:15 PM 0 0 0 34 0 0 2 21 0 0 32 60 149 0 0 0 0 0
3:30 PM 0 0 0 48 0 0 6 24 0 0 40 58 176 0 0 0 0 0
3:45 PM 0 0 0 50 0 2 2 18 0 0 35 61 168 0 0 1 0 1
4:00 PM 0 0 0 45 0 4 1 16 0 0 33 68 167 0 0 0 0 0
4:15 PM 0 0 0 46 0 3 1 25 0 0 30 57 162 0 0 0 0 0
4:30 PM 0 0 0 51 0 3 0 21 0 0 36 66 177 0 1 1 0 2
4:45 PM 0 0 0 51 0 2 3 18 0 0 23 64 161 0 0 0 0 0
5:00 PM 0 0 0 55 0 2 1 18 0 0 38 69 183 0 0 0 0 0
5:15 PM 0 0 0 55 0 3 2 37 0 0 39 62 198 0 1 0 0 1
5:30 PM 0 0 0 46 0 4 2 25 0 0 29 51 157 0 0 0 0 0
5:45 PM 0 0 0 55 0 1 4 17 0 0 36 60 173 0 0 0 0 0
VOLUMES 0 0 0 576 0 27 25 264 0 0 400 727 2,023 0 2 2 0 4 APPROACH % 0% 0% 0% 95% 0% 4% 9% 91% 0% 0% 35% 65%
APP/DEPART 0 / 754 605 / 0 291 / 840 1,127 / 429 0

BEGIN PEAK HR
VOLUMES 0 0 0 212 0 10 6 94 0 0 136 261 722 0 2 1 0
APPROACH % 0% 0% 0% 95% 0% 4% 6% 93% 0% 0% 34% 66%
PEAK HR FACTOR 0.000 0.949 0.647 0.928 0.907
APP/DEPART 0 / 269 224 / 0 101 / 306 397 / 147 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
777
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 3 1 4 0 0 0 0 0
7:15 AM 0 0 0 1 0 1 0 4 0 0 1 1 8 0 0 0 0 0
7:30 AM 0 0 0 1 0 1 0 2 0 0 2 1 7 0 0 0 0 0
7:45 AM 0 0 0 4 0 0 0 1 0 0 5 2 12 0 0 0 0 0
8:00 AM 0 0 0 2 0 0 0 4 0 0 1 1 8 0 0 1 0 1
8:15 AM 0 0 0 1 0 1 0 2 0 0 4 2 10 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 2 0 0 3 4 9 0 0 0 0 0
8:45 AM 0 0 0 2 0 1 0 0 0 0 1 2 6 0 0 0 0 0
VOLUMES 0 0 0 11 0 4 0 15 0 0 20 14 65 0 0 1 0 1
APPROACH % 0% 0% 0% 73% 0% 27% 0% 94% 0% 0% 59% 41%
APP/DEPART 0 / 14 15 / 0 16 / 26 34 / 25 0

BEGIN PEAK HR
VOLUMES 0 0 0 8 0 2 0 9 0 0 12 6 38 0 0 1 0
APPROACH % 0% 0% 0% 80% 0% 20% 0% 90% 0% 0% 67% 33%
PEAK HR FACTOR 0.000 0.625 0.500 0.643 0.792
APP/DEPART 0 / 6 10 / 0 10 / 17 18 / 15 0
03:00 PM 0 0 0 5 0 1 1 3 0 0 0 3 13 0 0 0 0 0
3:15 PM 0 0 0 3 0 0 0 3 0 0 1 4 11 0 0 0 0 0
3:30 PM 0 0 0 2 0 0 0 2 0 0 0 5 9 0 0 0 0 0
3:45 PM 0 0 0 3 0 0 0 1 0 0 0 4 8 0 0 0 0 0
4:00 PM 0 0 0 1 0 1 0 2 0 0 2 3 9 0 0 0 0 0
4:15 PM 0 0 0 3 0 0 0 1 0 0 1 0 5 0 0 0 0 0
4:30 PM 0 0 0 2 0 0 0 1 0 0 0 3 6 0 0 0 0 0
4:45 PM 0 0 0 2 0 0 0 1 0 0 2 1 6 0 0 0 0 0
5:00 PM 0 0 0 1 0 0 0 0 0 0 1 1 3 0 0 0 0 0
5:15 PM 0 0 0 1 0 1 0 1 0 0 2 0 5 0 0 0 0 0
5:30 PM 0 0 0 1 0 0 0 0 0 0 0 2 3 0 0 0 0 0
5:45 PM 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 0
VOLUMES 0 0 0 26 0 3 1 15 0 0 9 26 80 0 0 0 0 0
APPROACH % 0% 0% 0% 90% 0% 10% 6% 94% 0% 0% 26% 74%
APP/DEPART 0 / 27 29 / 0 16 / 41 35 / 12 0

BEGIN PEAK HR
VOLUMES 0 0 0 6 0 1 0 3 0 0 5 5 20 0 0 0 0
APPROACH % 0% 0% 0% 86% 0% 14% 0% 100% 0% 0% 50% 50%
PEAK HR FACTOR 0.000 0.875 0.750 0.833 0.833
APP/DEPART 0 / 5 7 / 0 3 / 9 10 / 6 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
778
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 0 0 0 0 2 0 0 0 1 3 0 0 0 0 0
7:15 AM 0 0 0 1 0 0 0 0 0 0 1 1 3 0 0 0 0 0
7:30 AM 0 0 0 1 0 0 0 2 0 0 0 0 3 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 4 0 0 0 1 5 0 0 0 0 0
8:00 AM 0 0 0 2 0 0 0 2 0 0 0 2 6 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 2 0 0 0 2 0 0 1 1 6 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
VOLUMES 0 0 0 6 0 0 0 13 0 0 3 6 28 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 33% 67%
APP/DEPART 0 / 6 6 / 0 13 / 19 9 / 3 0

BEGIN PEAK HR
VOLUMES 0 0 0 3 0 0 0 8 0 0 0 3 14 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 0% 100%
PEAK HR FACTOR 0.000 0.375 0.500 0.375 0.583
APP/DEPART 0 / 3 3 / 0 8 / 11 3 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 0 2 3 0 0 0 0 0
3:30 PM 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
4:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 0
4:15 PM 0 0 0 2 0 0 0 0 0 0 0 2 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 1 0 0 1 0 0 0 0 1 3 0 0 0 0 0
5:00 PM 0 0 0 2 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 10 0 0 1 1 0 0 0 6 18 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 50% 50% 0% 0% 0% 100%
APP/DEPART 0 / 7 10 / 0 2 / 11 6 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 3 0 0 1 0 0 0 0 1 5 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 100% 0% 0% 0% 0% 100%
PEAK HR FACTOR 0.000 0.375 0.250 0.250 0.417
APP/DEPART 0 / 2 3 / 0 1 / 3 1 / 0 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
779
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 7 0 7 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 2 0 0 25 1 28 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 96% 4%
APP/DEPART 0 / 1 0 / 0 2 / 2 26 / 25 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 0 0 14 0 15 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.500 0.536
APP/DEPART 0 / 0 0 / 0 1 / 1 14 / 14 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 1 0 1 0 0 0 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 1 0 1 0 6 0 0 2 1 11 0 0 0 0 0
APPROACH % 0% 0% 0% 50% 0% 50% 0% 100% 0% 0% 67% 33%
APP/DEPART 0 / 1 2 / 0 6 / 7 3 / 3 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 1 0 2 0 0 0 0 4 0 0 0 0
APPROACH % 0% 0% 0% 50% 0% 50% 0% 100% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.250 0.500 0.000 0.500
APP/DEPART 0 / 0 2 / 0 2 / 3 0 / 1 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
780
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
781
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Sorrento Pkwy LOCATION #: 9
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: STOP ALL CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 2 X 1 1 2 X X 2 1
7:00 AM 0 0 0 0 0 0 0 1 0 0 2 1 4 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 3 0 0 4 1 8 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 80% 20%
APP/DEPART 0 / 1 0 / 0 3 / 3 5 / 4 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.500 0.500 0.500
APP/DEPART 0 / 0 0 / 0 2 / 2 2 / 2 0
03:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
3:15 PM 0 0 0 1 0 0 0 0 0 0 0 1 2 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 2 0 0 3 0 5 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 1 0 0 0 0 0 0 0 1 2 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 2 0 0 0 5 0 0 6 2 15 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 75% 25%
APP/DEPART 0 / 2 2 / 0 5 / 7 8 / 6 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 0 0 1 0 0 1 1 4 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 0% 100% 0% 0% 50% 50%
PEAK HR FACTOR 0.000 0.250 0.250 0.500 0.500
APP/DEPART 0 / 1 1 / 0 1 / 2 2 / 1 0
Sorrento Pkwy

NORTH SIDE
Ferrari Ranch RWEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Sorrento Pkwy
AM
7:30 AM
PM
4:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Sorrento Pkwy Sorrento Pkwy Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
782
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 10
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1 0 0 0 0
7:00 AM 6 0 88 16 1 0 0 58 2 27 31 0 229 0 0 0 0 0
7:15 AM 3 1 115 14 1 0 0 71 0 30 29 4 268 0 0 0 0 0
7:30 AM 6 1 170 9 1 2 0 141 12 56 26 4 428 0 0 0 0 0
7:45 AM 5 2 176 13 6 0 0 178 8 94 62 5 549 0 0 0 0 0
8:00 AM 8 2 212 12 4 0 0 123 7 104 83 4 559 0 0 0 1 1
8:15 AM 4 0 143 17 0 0 1 81 3 110 80 8 447 0 0 0 0 0
8:30 AM 4 0 93 6 0 0 0 45 3 63 61 12 287 0 0 0 0 0
8:45 AM 2 0 85 9 0 0 0 62 4 57 47 4 270 0 0 0 1 1
VOLUMES 38 6 1,082 96 13 2 1 759 39 541 419 41 3,039 0 0 0 2 2 APPROACH % 3% 1% 96% 86% 12% 2% 0% 95% 5% 54% 42% 4%
APP/DEPART 1,126 / 48 111 / 593 799 / 1,939 1,003 / 459 0

BEGIN PEAK HR
VOLUMES 23 5 701 51 11 2 1 523 30 364 251 21 1,984 0 0 0 1 APPROACH % 3% 1% 96% 80% 17% 3% 0% 94% 5% 57% 39% 3%
PEAK HR FACTOR 0.821 0.842 0.745 0.804 0.886
APP/DEPART 729 / 27 64 / 405 554 / 1,276 637 / 276 0
03:00 PM 3 0 82 4 0 0 0 70 3 109 82 12 365 0 0 0 1 1
3:15 PM 5 2 93 10 0 0 0 62 2 111 95 10 390 0 0 0 1 1
3:30 PM 0 2 108 12 1 0 1 75 5 132 104 11 451 0 0 0 0 0
3:45 PM 2 1 86 11 1 0 0 65 6 167 101 17 457 1 0 0 0 1
4:00 PM 7 1 81 9 0 0 0 60 8 114 103 14 397 0 0 0 0 0
4:15 PM 4 0 89 1 0 1 0 71 7 118 85 8 384 0 0 0 0 0
4:30 PM 4 0 92 8 0 1 0 70 6 124 100 9 414 0 0 0 1 1
4:45 PM 3 2 86 9 0 0 0 66 6 103 89 6 370 0 0 2 0 2
5:00 PM 2 0 92 9 1 0 1 69 8 116 108 9 415 0 0 0 2 2
5:15 PM 1 0 110 5 0 0 2 87 3 114 101 11 434 0 0 1 0 1
5:30 PM 6 0 89 4 1 1 0 70 3 123 76 12 385 0 0 0 1 1
5:45 PM 2 0 97 7 0 2 0 68 4 118 92 7 397 0 0 0 1 1
VOLUMES 39 8 1,105 89 4 5 4 833 61 1,449 1,136 126 4,870 1 0 3 7 11 APPROACH % 3% 1% 96% 91% 4% 5% 0% 92% 7% 53% 42% 5%
APP/DEPART 1,153 / 138 98 / 1,515 901 / 2,034 2,718 / 1,183 0

BEGIN PEAK HR
VOLUMES 14 6 368 42 2 0 1 262 21 524 403 52 1,697 1 0 0 1 APPROACH % 4% 2% 95% 95% 5% 0% 0% 92% 7% 53% 41% 5%
PEAK HR FACTOR 0.884 0.846 0.877 0.860 0.926
APP/DEPART 389 / 59 44 / 548 284 / 673 980 / 417 0
Courtyards Loop

NORTH LEG
Ferrari Ranch Rd WEST LEG EAST LEG Ferrari Ranch Rd

SOUTH LEG
Caledon Cir East

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
7:30 AM 0 10 0 4 14 0 10 0 1 11 0 0 0 3 3
7:45 AM 1 3 0 2 6 1 2 0 1 4 0 1 0 1 2
8:00 AM 2 1 0 2 5 2 1 0 2 5 0 0 0 0 0
8:15 AM 0 5 0 1 6 0 5 0 1 6 0 0 0 0 0
8:30 AM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0
8:45 AM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
TOTAL 3 26 0 9 38 3 25 0 5 33 0 1 0 4 5
3:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 5 0 1 6 0 5 0 1 6 0 0 0 0 0
3:45 PM 1 3 0 0 4 1 1 0 0 2 0 2 0 0 2
4:00 PM 3 3 0 3 9 0 3 0 0 3 3 0 0 3 6
4:15 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 1 3 0 2 6 0 1 0 1 2 1 2 0 1 4
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
5:30 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
5:45 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3
TOTAL 5 23 0 6 34 1 16 0 2 19 4 7 0 4 15

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Courtyards Loop
Ferrari Ranch Rd

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
3:15 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS
Attachment 6
783
209 7 17 185 TOTAL 186
98 5 4 89 PM 138
111 2 13 96 AM 48
1,003 2,718 3,721
1,642 1,183
459
41 126 167
419
1,136 1,555
TOTAL
PM
AM
541
1,449 1,990
5 4 1
AM
PM
TOTAL
1,592
833 759
100
61 39
1,939 2,034 3,973
1,700
901 799
593 AM 38 6 1,082 1,126
1,515 PM 39 8 1,105 1,153
2,108 TOTAL77 14 2,187 2,279
108 2 13 93 TOTAL 86
44 0 2 42 PM 59
64 2 11 51 AM 27
637 980
1,617
693 417 276
21 52 73
251 403 654
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
364 524 888
2 1 1
#N/A
AM
PM
TOTAL
785 262 523
PM 3:15 PM
3:45 PM
51 21 30
1,276
673
1,949
838 284 554
405 AM 23 5 701 729
548 PM 14 6 368 389
953 Total37 11 1,069 1,118
Caledon Cir East
AimTD LLC

TURNING MOVEMENT COUNTS
Courtyards Loop
Ferrari Ranch Rd
Ferrari Ranch Rd

ALL HOURS
Caledon Cir East
Courtyards Loop
Ferrari Ranch Rd
Ferrari Ranch Rd

PEAK HOUR
Lincoln
SC5421
Attachment 6
784
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 6 0 93 16 1 0 0 61 2 30 45 0 253 0
7:15 AM 4 1 118 15 1 0 0 75 0 34 40 4 289 0
7:30 AM 6 1 174 9 1 2 0 144 14 60 35 4 448 0
7:45 AM 5 2 178 14 6 0 0 188 8 99 69 5 572 0
8:00 AM 8 2 217 12 4 0 0 130 8 106 101 5 592 0
8:15 AM 4 0 145 17 0 0 1 83 3 113 89 8 462 0
8:30 AM 5 0 96 6 0 0 0 50 3 66 70 12 307 0
8:45 AM 3 0 87 9 0 0 0 66 4 62 53 6 290 0
VOLUMES 40 6 1,105 97 13 2 1 796 42 568 500 44 3,212 0 0 0 0 0 APPROACH % 3% 1% 96% 87% 12% 2% 0% 95% 5% 51% 45% 4%
APP/DEPART 1,151 / 51 112 / 622 838 / 1,998 1,111 / 542 0

BEGIN PEAK HR
VOLUMES 23 5 713 52 11 2 1 544 33 377 293 22 2,074
APPROACH % 3% 1% 96% 80% 17% 3% 0% 94% 6% 54% 42% 3%
PEAK HR FACTOR 0.817 0.827 0.738 0.817 0.876
APP/DEPART 741 / 28 65 / 420 578 / 1,308 691 / 318 0
03:00 PM 3 0 84 4 0 0 0 75 4 113 87 13 381 0
3:15 PM 7 2 95 10 0 0 0 69 3 115 99 10 408 0
3:30 PM 0 2 111 12 1 0 1 84 5 133 108 11 468 0
3:45 PM 2 1 89 11 1 0 0 67 7 171 108 17 473 0
4:00 PM 7 1 83 10 0 0 0 66 8 115 109 14 411 0
4:15 PM 6 0 91 1 0 1 0 76 8 123 86 8 399 0
4:30 PM 4 0 94 8 0 1 0 73 7 124 102 9 421 0
4:45 PM 3 2 88 9 0 0 0 70 6 107 93 6 382 0
5:00 PM 2 0 93 9 1 0 1 73 10 116 110 9 424 0
5:15 PM 1 0 112 5 0 0 2 90 4 117 102 11 443 0
5:30 PM 6 0 93 4 1 1 0 72 3 123 77 12 392 0
5:45 PM 2 0 98 7 0 2 0 69 4 121 92 8 402 0
VOLUMES 42 8 1,128 90 4 5 4 880 67 1,476 1,171 127 5,000 0 0 0 0 0 APPROACH % 4% 1% 96% 91% 4% 5% 0% 93% 7% 53% 42% 5%
APP/DEPART 1,178 / 139 99 / 1,547 951 / 2,097 2,773 / 1,218 0

BEGIN PEAK HR
VOLUMES 16 6 378 43 2 0 1 285 22 533 423 52 1,759
APPROACH % 4% 2% 95% 96% 4% 0% 0% 93% 7% 53% 42% 5%
PEAK HR FACTOR 0.883 0.856 0.854 0.853 0.931
APP/DEPART 399 / 59 45 / 557 308 / 705 1,008 / 439 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East
AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
785
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 6 0 83 16 1 0 0 55 2 24 19 0 206 0 0 0 0 0
7:15 AM 2 1 111 13 1 0 0 65 0 27 22 4 246 0 0 0 0 0
7:30 AM 6 1 164 9 1 2 0 137 10 51 19 4 404 0 0 0 0 0
7:45 AM 5 2 172 12 6 0 0 167 8 90 53 5 520 0 0 0 0 0
8:00 AM 8 2 208 12 4 0 0 113 6 100 71 3 527 0 0 0 1 1
8:15 AM 4 0 141 17 0 0 1 78 3 106 71 8 429 0 0 0 0 0
8:30 AM 3 0 89 6 0 0 0 39 3 60 51 12 263 0 0 0 0 0
8:45 AM 1 0 82 9 0 0 0 58 4 51 42 3 250 0 0 0 1 1
VOLUMES 35 6 1,050 94 13 2 1 712 36 509 348 39 2,847 0 0 0 2 2 APPROACH % 3% 1% 96% 86% 12% 2% 0% 95% 5% 57% 39% 4%
APP/DEPART 1,091 / 46 109 / 558 749 / 1,858 898 / 385 0

BEGIN PEAK HR
VOLUMES 23 5 685 50 11 2 1 495 27 347 214 20 1,881 0 0 0 1 APPROACH % 3% 1% 96% 79% 17% 3% 0% 95% 5% 60% 37% 3%
PEAK HR FACTOR 0.818 0.875 0.747 0.786 0.891
APP/DEPART 713 / 26 63 / 385 523 / 1,231 582 / 239 0
03:00 PM 3 0 80 4 0 0 0 62 2 105 77 11 344 0 0 0 1 1
3:15 PM 3 2 90 10 0 0 0 54 1 106 89 10 365 0 0 0 1 1
3:30 PM 0 2 104 12 1 0 1 66 5 130 98 11 430 0 0 0 0 0
3:45 PM 2 1 84 11 1 0 0 62 5 161 94 17 438 1 0 0 0 1
4:00 PM 7 1 79 8 0 0 0 53 8 112 95 14 377 0 0 0 0 0
4:15 PM 2 0 87 1 0 1 0 65 6 114 84 8 368 0 0 0 0 0
4:30 PM 4 0 90 8 0 1 0 68 4 124 97 9 405 0 0 0 1 1
4:45 PM 3 2 84 9 0 0 0 61 6 99 84 6 354 0 0 2 0 2
5:00 PM 2 0 90 9 1 0 1 66 6 116 105 9 405 0 0 0 2 2
5:15 PM 1 0 108 5 0 0 2 85 2 111 99 11 424 0 0 1 0 1
5:30 PM 6 0 87 4 1 1 0 68 3 123 74 12 379 0 0 0 1 1
5:45 PM 2 0 96 7 0 2 0 66 4 116 92 6 391 0 0 0 1 1
VOLUMES 35 8 1,079 88 4 5 4 776 52 1,417 1,088 124 4,691 1 0 3 7 11 APPROACH % 3% 1% 96% 91% 4% 5% 0% 93% 6% 54% 41% 5%
APP/DEPART 1,123 / 136 97 / 1,474 835 / 1,950 2,636 / 1,131 0

BEGIN PEAK HR
VOLUMES 12 6 357 41 2 0 1 235 19 509 376 52 1,612 1 0 0 1 APPROACH % 3% 2% 95% 95% 5% 0% 0% 92% 7% 54% 40% 6%
PEAK HR FACTOR 0.887 0.827 0.885 0.862 0.918
APP/DEPART 376 / 59 43 / 531 255 / 634 938 / 388 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
786
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 0 0 3 0 0 0 0 0 0 1 4 0 8 0 0 0 0 0
7:15 AM 1 0 3 1 0 0 0 5 0 1 1 0 12 0 0 0 0 0
7:30 AM 0 0 5 0 0 0 0 2 1 3 3 0 14 0 0 0 0 0
7:45 AM 0 0 4 1 0 0 0 5 0 1 7 0 18 0 0 0 0 0
8:00 AM 0 0 1 0 0 0 0 6 0 4 2 1 14 0 0 0 0 0
8:15 AM 0 0 1 0 0 0 0 3 0 3 6 0 13 0 0 0 0 0
8:30 AM 0 0 3 0 0 0 0 2 0 0 7 0 12 0 0 0 0 0
8:45 AM 1 0 2 0 0 0 0 2 0 2 2 0 9 0 0 0 0 0
VOLUMES 2 0 22 2 0 0 0 25 1 15 32 1 100 0 0 0 0 0
APPROACH % 8% 0% 92% 100% 0% 0% 0% 96% 4% 31% 67% 2%
APP/DEPART 24 / 1 2 / 16 26 / 49 48 / 34 0

BEGIN PEAK HR
VOLUMES 0 0 11 1 0 0 0 16 1 11 18 1 59 0 0 0 0
APPROACH % 0% 0% 100% 100% 0% 0% 0% 94% 6% 37% 60% 3%
PEAK HR FACTOR 0.550 0.250 0.708 0.833 0.819
APP/DEPART 11 / 1 1 / 12 17 / 28 30 / 18 0
03:00 PM 0 0 1 0 0 0 0 7 1 2 3 1 15 0 0 0 0 0
3:15 PM 1 0 2 0 0 0 0 5 1 3 4 0 16 0 0 0 0 0
3:30 PM 0 0 2 0 0 0 0 4 0 2 5 0 13 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 3 1 5 4 0 13 0 0 0 0 0
4:00 PM 0 0 1 1 0 0 0 3 0 2 5 0 12 0 0 0 0 0
4:15 PM 1 0 1 0 0 0 0 4 0 1 0 0 7 0 0 0 0 0
4:30 PM 0 0 1 0 0 0 0 1 2 0 3 0 7 0 0 0 0 0
4:45 PM 0 0 1 0 0 0 0 3 0 3 3 0 10 0 0 0 0 0
5:00 PM 0 0 2 0 0 0 0 1 0 0 2 0 5 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 1 2 2 0 6 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
5:45 PM 0 0 1 0 0 0 0 2 0 1 0 1 5 0 0 0 0 0
VOLUMES 2 0 12 1 0 0 0 35 6 21 33 2 112 0 0 0 0 0
APPROACH % 14% 0% 86% 100% 0% 0% 0% 85% 15% 38% 59% 4%
APP/DEPART 14 / 2 1 / 27 41 / 48 56 / 35 0

BEGIN PEAK HR
VOLUMES 1 0 5 1 0 0 0 15 2 12 18 0 54 0 0 0 0
APPROACH % 17% 0% 83% 100% 0% 0% 0% 88% 12% 40% 60% 0%
PEAK HR FACTOR 0.500 0.250 0.708 0.833 0.844
APP/DEPART 6 / 0 1 / 14 17 / 21 30 / 19 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
787
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 0 0 0 0 0 0 0 2 0 1 1 0 4 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 2 1 2 0 0 5 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 4 0 1 1 0 6 0 0 0 0 0
8:00 AM 0 0 1 0 0 0 0 3 1 0 2 0 7 0 0 0 0 0
8:15 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
8:30 AM 1 0 0 0 0 0 0 4 0 2 1 0 8 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 3 1 0 5 0 0 0 0 0
VOLUMES 1 0 2 0 0 0 0 17 2 10 8 0 40 0 0 0 0 0
APPROACH % 33% 0% 67% 0% 0% 0% 0% 89% 11% 56% 44% 0%
APP/DEPART 3 / 0 0 / 12 19 / 19 18 / 9 0

BEGIN PEAK HR
VOLUMES 0 0 2 0 0 0 0 9 2 4 3 0 20 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 82% 18% 57% 43% 0%
PEAK HR FACTOR 0.500 0.000 0.688 0.875 0.714
APP/DEPART 2 / 0 0 / 6 11 / 11 7 / 3 0
03:00 PM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
3:15 PM 1 0 1 0 0 0 0 1 0 1 1 0 5 0 0 0 0 0
3:30 PM 0 0 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 0
3:45 PM 0 0 1 0 0 0 0 0 0 1 1 0 3 0 0 0 0 0
4:00 PM 0 0 1 0 0 0 0 2 0 0 0 0 3 0 0 0 0 0
4:15 PM 1 0 0 0 0 0 0 1 1 2 1 0 6 0 0 0 0 0
4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 1 0 0 0 0 1 0 0 1 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 2 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 2 0 9 0 0 0 0 8 3 5 4 0 31 0 0 0 0 0
APPROACH % 18% 0% 82% 0% 0% 0% 0% 73% 27% 56% 44% 0%
APP/DEPART 11 / 0 0 / 8 11 / 17 9 / 6 0

BEGIN PEAK HR
VOLUMES 1 0 4 0 0 0 0 5 0 2 2 0 14 0 0 0 0
APPROACH % 20% 0% 80% 0% 0% 0% 0% 100% 0% 50% 50% 0%
PEAK HR FACTOR 0.625 0.000 0.625 0.500 0.700
APP/DEPART 5 / 0 0 / 2 5 / 9 4 / 3 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
788
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 0 0 1 0 0 0 0 0 0 0 4 0 5 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 1 4 0 5 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 1 0 1 1 0 3 0 0 0 0 0
8:00 AM 0 0 1 0 0 0 0 0 0 0 7 0 8 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 3 0 3 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 1 0 0 2 1 4 0 0 0 0 0
VOLUMES 0 0 2 0 0 0 0 2 0 2 26 1 33 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 7% 90% 3%
APP/DEPART 2 / 1 0 / 2 2 / 4 29 / 26 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 1 0 1 14 0 17 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 7% 93% 0%
PEAK HR FACTOR 0.250 0.000 0.250 0.536 0.531
APP/DEPART 1 / 0 0 / 1 1 / 2 15 / 14 0
03:00 PM 0 0 0 0 0 0 0 0 0 1 1 0 2 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
3:45 PM 0 0 1 0 0 0 0 0 0 0 2 0 3 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0
5:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
VOLUMES 0 0 3 0 0 0 0 7 0 5 3 0 18 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 63% 38% 0%
APP/DEPART 3 / 0 0 / 5 7 / 10 8 / 3 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 3 0 0 2 0 6 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.375 0.250 0.500
APP/DEPART 1 / 0 0 / 0 3 / 4 2 / 2 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
789
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
790
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Courtyards Loop LOCATION #: 10
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 0.5 0.5 1 0.5 0.5 1 1 2 1 2 2 1
7:00 AM 0 0 1 0 0 0 0 1 0 1 3 0 6 0 0 0 0 0
7:15 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
7:30 AM 0 0 1 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 1 0 1 0 0 2 0 0 0 0 0
8:00 AM 0 0 1 0 0 0 0 1 0 0 1 0 3 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
8:45 AM 0 0 1 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
VOLUMES 0 0 6 0 0 0 0 3 0 5 5 0 19 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 50% 50% 0%
APP/DEPART 6 / 0 0 / 5 3 / 9 10 / 5 0

BEGIN PEAK HR
VOLUMES 0 0 2 0 0 0 0 2 0 1 2 0 7 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 33% 67% 0%
PEAK HR FACTOR 0.500 0.000 0.500 0.750 0.583
APP/DEPART 2 / 0 0 / 1 2 / 4 3 / 2 0
03:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 1 1 0 3 0 0 0 0 0
3:30 PM 0 0 1 0 0 0 0 1 0 0 1 0 3 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 2 0 0 3 0 5 0 0 0 0 0
4:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 2 0 0 0 0 7 0 1 8 0 18 0 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 11% 89% 0%
APP/DEPART 2 / 0 0 / 1 7 / 9 9 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 1 0 0 0 0 4 0 1 5 0 11 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 17% 83% 0%
PEAK HR FACTOR 0.250 0.000 0.500 0.500 0.550
APP/DEPART 1 / 0 0 / 1 4 / 5 6 / 5 0
Courtyards Loop

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
Caledon Cir East

U-TURNS
Caledon Cir East Courtyards Loop Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
791
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 11
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1 0 0 0 0
7:00 AM 0 0 0 21 0 6 0 70 101 0 50 111 359 0 0 0 0 0
7:15 AM 0 0 0 22 0 3 0 68 125 0 65 130 413 0 0 0 0 0
7:30 AM 0 0 0 23 0 7 0 92 204 0 84 143 553 0 0 0 0 0
7:45 AM 0 0 0 35 0 9 0 134 233 0 159 133 703 0 0 0 0 0
8:00 AM 0 0 0 26 0 7 0 139 220 0 175 167 734 0 0 0 0 0
8:15 AM 0 0 0 37 0 3 0 81 171 0 194 124 610 0 0 0 0 0
8:30 AM 0 0 0 19 0 4 0 63 78 0 132 115 411 0 0 0 0 0
8:45 AM 0 0 0 25 0 6 0 68 86 0 104 82 371 0 0 0 0 0
VOLUMES 0 0 0 208 0 45 0 715 1,218 0 963 1,005 4,154 0 0 0 0 0 APPROACH % 0% 0% 0% 82% 0% 18% 0% 37% 63% 0% 49% 51%
APP/DEPART 0 / 1,005 253 / 1,218 1,933 / 923 1,968 / 1,008 0

BEGIN PEAK HR
VOLUMES 0 0 0 121 0 26 0 446 828 0 612 567 2,600 0 0 0 0 APPROACH % 0% 0% 0% 82% 0% 18% 0% 35% 65% 0% 52% 48%
PEAK HR FACTOR 0.000 0.835 0.868 0.862 0.886
APP/DEPART 0 / 567 147 / 828 1,274 / 567 1,179 / 638 0
03:00 PM 0 0 0 34 0 11 0 72 79 0 186 91 473 0 0 0 0 0
3:15 PM 0 0 0 17 0 4 0 80 92 0 200 115 508 0 0 0 0 0
3:30 PM 0 0 0 31 0 12 0 82 108 0 240 93 566 0 0 0 0 0
3:45 PM 0 0 0 32 0 8 0 83 77 0 288 99 587 0 0 0 0 0
4:00 PM 0 0 0 26 0 7 0 84 66 0 224 79 486 0 0 0 0 0
4:15 PM 0 0 0 33 0 9 0 83 75 0 196 92 488 0 0 0 0 0
4:30 PM 0 0 0 32 0 13 0 96 74 0 225 79 519 0 0 0 0 0
4:45 PM 0 0 0 39 1 10 0 79 77 0 200 87 493 0 0 0 0 0
5:00 PM 0 0 0 36 0 8 0 91 79 0 214 73 501 0 0 0 0 0
5:15 PM 0 0 0 37 0 13 0 102 98 0 205 82 537 0 0 0 0 0
5:30 PM 0 0 0 29 0 11 0 96 76 0 216 103 531 0 0 0 0 0
5:45 PM 0 0 0 23 0 4 0 94 85 0 221 83 510 0 0 0 0 0
VOLUMES 0 0 0 369 1 110 0 1,042 986 0 2,615 1,076 6,199 0 0 0 0 0 APPROACH % 0% 0% 0% 77% 0% 23% 0% 51% 49% 0% 71% 29%
APP/DEPART 0 / 1,076 480 / 987 2,028 / 1,411 3,691 / 2,725 0

BEGIN PEAK HR
VOLUMES 0 0 0 106 0 31 0 329 343 0 952 386 2,147 0 0 0 0 APPROACH % 0% 0% 0% 77% 0% 23% 0% 49% 51% 0% 71% 29%
PEAK HR FACTOR 0.000 0.797 0.884 0.864 0.914
APP/DEPART 0 / 386 137 / 343 672 / 435 1,338 / 983 0
SR-65 SB Ramps

NORTH LEG
Ferrari Ranch Rd WEST LEG EAST LEG Ferrari Ranch Rd

SOUTH LEG
SR-65 SB Ramps

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 6 0 0 6 0 6 0 0 6 0 0 0 0 0
8:30 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
8:45 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
TOTAL 0 11 0 0 11 0 10 0 0 10 0 1 0 0 1
3:00 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 3 0 0 3 0 1 0 0 1 0 2 0 0 2
4:00 PM 4 1 0 0 5 1 1 0 0 2 3 0 0 0 3
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
4:45 PM 1 3 0 0 4 0 1 0 0 1 1 2 0 0 3
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0
5:30 PM 0 2 0 0 2 0 1 0 0 1 0 1 0 0 1
5:45 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3
TOTAL 5 17 0 0 22 1 9 0 0 10 4 8 0 0 12

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
SR-65 SB Ramps
Ferrari Ranch Rd

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
3:15 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS
Attachment 6
792
733 155 1 577 TOTAL 2,081
480 110 1 369 PM 1,076
253 45 0 208 AM 1,005
1,968 3,691 5,659
3,733 2,725 1,008
1,005 1,076 2,081
963
2,615 3,578
TOTAL
PM
AM
0 0 0
0 0 0
AM
PM
TOTAL
1,757 1,042
715
2,204
986
1,218
923
1,411 2,334
3,961 2,028 1,933
1,218 AM 0 0 0 0
987 PM 0 0 0 0
2,205 TOTAL0 0 0 0
284 57 0 227 TOTAL 953
137 31 0 106 PM 386
147 26 0 121 AM 567
1,179 1,338 2,517
1,621
983 638
567 386 953
612 952
1,564
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
0 0 0
0 0 0
#N/A
AM
PM
TOTAL
775 329 446
PM 3:15 PM
3:45 PM
1,171
343 828
567 435
1,002
1,946
672
1,274
828 AM 0 0 0 0
343 PM 0 0 0 0
1,171 Total0 0 0 0
SR-65 SB Ramps
AimTD LLC

TURNING MOVEMENT COUNTS
SR-65 SB Ramps
Ferrari Ranch Rd
Ferrari Ranch Rd

ALL HOURS
SR-65 SB Ramps
SR-65 SB Ramps
Ferrari Ranch Rd
Ferrari Ranch Rd

PEAK HOUR
Lincoln
SC5421
Attachment 6
793
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 23 0 8 0 74 106 0 65 116 391 0
7:15 AM 0 0 0 23 0 5 0 70 130 0 77 139 443 0
7:30 AM 0 0 0 24 0 10 0 92 210 0 94 148 577 0
7:45 AM 0 0 0 36 0 11 0 136 241 0 168 139 729 0
8:00 AM 0 0 0 27 0 10 0 144 229 0 194 170 773 0
8:15 AM 0 0 0 40 0 3 0 84 173 0 206 130 634 0
8:30 AM 0 0 0 22 0 5 0 64 83 0 143 122 438 0
8:45 AM 0 0 0 26 0 9 0 72 90 0 114 86 396 0
VOLUMES 0 0 0 219 0 60 0 734 1,260 0 1,058 1,049 4,379 0 0 0 0 0 APPROACH % 0% 0% 0% 78% 0% 22% 0% 37% 63% 0% 50% 50%
APP/DEPART 0 / 1,049 279 / 1,260 1,994 / 953 2,107 / 1,118 0

BEGIN PEAK HR
VOLUMES 0 0 0 126 0 33 0 456 852 0 660 587 2,712
APPROACH % 0% 0% 0% 79% 0% 21% 0% 35% 65% 0% 53% 47%
PEAK HR FACTOR 0.000 0.861 0.868 0.857 0.877
APP/DEPART 0 / 587 159 / 852 1,307 / 581 1,247 / 693 0
03:00 PM 0 0 0 36 0 15 0 74 82 0 191 95 492 0
3:15 PM 0 0 0 17 0 5 0 82 100 0 206 117 526 0
3:30 PM 0 0 0 31 0 13 0 85 116 0 244 96 584 0
3:45 PM 0 0 0 32 0 9 0 85 80 0 299 104 608 0
4:00 PM 0 0 0 26 0 8 0 90 68 0 230 83 504 0
4:15 PM 0 0 0 33 0 9 0 87 79 0 201 95 503 0
4:30 PM 0 0 0 32 0 14 0 98 77 0 227 81 528 0
4:45 PM 0 0 0 40 1 10 0 81 79 0 207 93 510 0
5:00 PM 0 0 0 36 0 9 0 94 82 0 216 75 510 0
5:15 PM 0 0 0 38 0 13 0 105 99 0 209 83 546 0
5:30 PM 0 0 0 29 0 11 0 97 77 0 217 104 534 0
5:45 PM 0 0 0 23 0 5 0 100 85 0 224 87 523 0
VOLUMES 0 0 0 372 1 119 0 1,077 1,022 0 2,668 1,109 6,367 0 0 0 0 0 APPROACH % 0% 0% 0% 76% 0% 24% 0% 51% 49% 0% 71% 29%
APP/DEPART 0 / 1,109 492 / 1,023 2,098 / 1,448 3,777 / 2,787 0

BEGIN PEAK HR
VOLUMES 0 0 0 106 0 35 0 342 363 0 978 399 2,222
APPROACH % 0% 0% 0% 75% 0% 25% 0% 49% 51% 0% 71% 29%
PEAK HR FACTOR 0.000 0.798 0.876 0.855 0.913
APP/DEPART 0 / 399 141 / 363 705 / 448 1,377 / 1,012 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps
AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
794
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 18 0 5 0 67 94 0 36 107 327 0 0 0 0 0
7:15 AM 0 0 0 20 0 2 0 66 117 0 56 120 381 0 0 0 0 0
7:30 AM 0 0 0 22 0 5 0 92 195 0 74 137 525 0 0 0 0 0
7:45 AM 0 0 0 34 0 6 0 130 225 0 150 128 673 0 0 0 0 0
8:00 AM 0 0 0 24 0 5 0 133 209 0 159 162 692 0 0 0 0 0
8:15 AM 0 0 0 33 0 3 0 77 168 0 181 117 579 0 0 0 0 0
8:30 AM 0 0 0 15 0 2 0 62 71 0 121 111 382 0 0 0 0 0
8:45 AM 0 0 0 24 0 4 0 63 83 0 94 78 346 0 0 0 0 0
VOLUMES 0 0 0 190 0 32 0 690 1,162 0 871 960 3,905 0 0 0 0 0 APPROACH % 0% 0% 0% 86% 0% 14% 0% 37% 63% 0% 48% 52%
APP/DEPART 0 / 960 222 / 1,162 1,852 / 880 1,831 / 903 0

BEGIN PEAK HR
VOLUMES 0 0 0 113 0 19 0 432 797 0 564 544 2,469 0 0 0 0 APPROACH % 0% 0% 0% 86% 0% 14% 0% 35% 65% 0% 51% 49%
PEAK HR FACTOR 0.000 0.825 0.865 0.863 0.892
APP/DEPART 0 / 544 132 / 797 1,229 / 545 1,108 / 583 0
03:00 PM 0 0 0 31 0 9 0 69 73 0 179 84 445 0 0 0 0 0
3:15 PM 0 0 0 17 0 3 0 77 83 0 191 111 482 0 0 0 0 0
3:30 PM 0 0 0 31 0 10 0 79 100 0 234 91 545 0 0 0 0 0
3:45 PM 0 0 0 32 0 6 0 80 75 0 276 93 562 0 0 0 0 0
4:00 PM 0 0 0 26 0 5 0 75 64 0 216 75 461 0 0 0 0 0
4:15 PM 0 0 0 33 0 9 0 79 70 0 192 87 470 0 0 0 0 0
4:30 PM 0 0 0 32 0 12 0 94 71 0 222 77 508 0 0 0 0 0
4:45 PM 0 0 0 38 1 10 0 77 73 0 191 78 468 0 0 0 0 0
5:00 PM 0 0 0 36 0 7 0 88 77 0 212 71 491 0 0 0 0 0
5:15 PM 0 0 0 36 0 13 0 99 97 0 200 81 526 0 0 0 0 0
5:30 PM 0 0 0 29 0 11 0 95 75 0 214 102 526 0 0 0 0 0
5:45 PM 0 0 0 23 0 3 0 89 85 0 218 80 498 0 0 0 0 0
VOLUMES 0 0 0 364 1 98 0 1,001 943 0 2,545 1,030 5,982 0 0 0 0 0 APPROACH % 0% 0% 0% 79% 0% 21% 0% 51% 49% 0% 71% 29%
APP/DEPART 0 / 1,030 463 / 944 1,944 / 1,365 3,575 / 2,643 0

BEGIN PEAK HR
VOLUMES 0 0 0 106 0 24 0 311 322 0 917 370 2,050 0 0 0 0 APPROACH % 0% 0% 0% 82% 0% 18% 0% 49% 51% 0% 71% 29%
PEAK HR FACTOR 0.000 0.793 0.884 0.872 0.912
APP/DEPART 0 / 370 130 / 322 633 / 417 1,287 / 941 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
795
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 2 0 0 0 1 4 0 5 1 13 0 0 0 0 0
7:15 AM 0 0 0 2 0 0 0 1 7 0 2 6 18 0 0 0 0 0
7:30 AM 0 0 0 1 0 1 0 0 6 0 5 4 17 0 0 0 0 0
7:45 AM 0 0 0 1 0 3 0 4 3 0 5 1 17 0 0 0 0 0
8:00 AM 0 0 0 2 0 0 0 2 7 0 7 4 22 0 0 0 0 0
8:15 AM 0 0 0 3 0 0 0 3 3 0 9 4 22 0 0 0 0 0
8:30 AM 0 0 0 3 0 2 0 0 4 0 5 1 15 0 0 0 0 0
8:45 AM 0 0 0 1 0 0 0 3 1 0 4 2 11 0 0 0 0 0
VOLUMES 0 0 0 15 0 6 0 14 35 0 42 23 135 0 0 0 0 0
APPROACH % 0% 0% 0% 71% 0% 29% 0% 29% 71% 0% 65% 35%
APP/DEPART 0 / 23 21 / 35 49 / 29 65 / 48 0

BEGIN PEAK HR
VOLUMES 0 0 0 7 0 4 0 9 19 0 26 13 78 0 0 0 0
APPROACH % 0% 0% 0% 64% 0% 36% 0% 32% 68% 0% 67% 33%
PEAK HR FACTOR 0.000 0.688 0.778 0.750 0.886
APP/DEPART 0 / 13 11 / 19 28 / 16 39 / 30 0
03:00 PM 0 0 0 3 0 0 0 2 6 0 5 6 22 0 0 0 0 0
3:15 PM 0 0 0 0 0 1 0 2 5 0 6 4 18 0 0 0 0 0
3:30 PM 0 0 0 0 0 2 0 0 4 0 5 1 12 0 0 0 0 0
3:45 PM 0 0 0 0 0 2 0 2 1 0 7 4 16 0 0 0 0 0
4:00 PM 0 0 0 0 0 2 0 6 1 0 5 3 17 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 1 4 0 1 4 10 0 0 0 0 0
4:30 PM 0 0 0 0 0 1 0 0 2 0 2 1 6 0 0 0 0 0
4:45 PM 0 0 0 1 0 0 0 0 4 0 6 7 18 0 0 0 0 0
5:00 PM 0 0 0 0 0 1 0 2 1 0 1 1 6 0 0 0 0 0
5:15 PM 0 0 0 1 0 0 0 0 1 0 4 1 7 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 1 0 0 2 1 4 0 0 0 0 0
5:45 PM 0 0 0 0 0 1 0 3 0 0 2 1 7 0 0 0 0 0
VOLUMES 0 0 0 5 0 10 0 19 29 0 46 34 143 0 0 0 0 0
APPROACH % 0% 0% 0% 33% 0% 67% 0% 40% 60% 0% 58% 43%
APP/DEPART 0 / 34 15 / 29 48 / 24 80 / 56 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 7 0 10 11 0 23 12 63 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 0% 48% 52% 0% 66% 34%
PEAK HR FACTOR 0.000 0.875 0.750 0.795 0.875
APP/DEPART 0 / 12 7 / 11 21 / 10 35 / 30 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
796
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 1 0 0 0 0 2 0 2 1 6 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 1 0 2 2 5 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 2 0 2 1 5 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 3 0 1 0 4 0 0 0 0 0
8:00 AM 0 0 0 0 0 1 0 3 2 0 2 1 9 0 0 0 0 0
8:15 AM 0 0 0 1 0 0 0 1 0 0 1 2 5 0 0 0 0 0
8:30 AM 0 0 0 1 0 0 0 0 3 0 3 0 7 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 2 0 0 3 0 6 0 0 0 0 0
VOLUMES 0 0 0 3 0 2 0 6 13 0 16 7 47 0 0 0 0 0
APPROACH % 0% 0% 0% 60% 0% 40% 0% 32% 68% 0% 70% 30%
APP/DEPART 0 / 7 5 / 13 19 / 9 23 / 18 0

BEGIN PEAK HR
VOLUMES 0 0 0 1 0 1 0 4 7 0 6 4 23 0 0 0 0
APPROACH % 0% 0% 0% 50% 0% 50% 0% 36% 64% 0% 60% 40%
PEAK HR FACTOR 0.000 0.500 0.550 0.833 0.639
APP/DEPART 0 / 4 2 / 7 11 / 5 10 / 7 0
03:00 PM 0 0 0 0 0 0 0 1 0 0 1 1 3 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 2 0 1 0 3 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 3 0 0 0 0 3 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 2 1 0 0 0 3 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 1 0 0 2 1 4 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 2 0 0 1 1 4 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 1 0 0 1 1 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 13 4 0 9 5 31 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 76% 24% 0% 64% 36%
APP/DEPART 0 / 5 0 / 4 17 / 13 14 / 9 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 6 3 0 4 0 13 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 67% 33% 0% 100% 0%
PEAK HR FACTOR 0.000 0.000 0.750 0.333 0.813
APP/DEPART 0 / 0 0 / 3 9 / 6 4 / 4 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
797
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 0 0 1 0 1 0 0 3 1 6 0 0 0 0 0
7:15 AM 0 0 0 0 0 1 0 0 0 0 4 2 7 0 0 0 0 0
7:30 AM 0 0 0 0 0 1 0 0 0 0 2 1 4 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 1 0 2 1 4 0 0 0 0 0
8:00 AM 0 0 0 0 0 1 0 0 1 0 6 0 8 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 3 1 4 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 2 3 5 0 0 0 0 0
8:45 AM 0 0 0 0 0 1 0 0 1 0 2 1 5 0 0 0 0 0
VOLUMES 0 0 0 0 0 5 0 1 3 0 24 10 43 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 0% 25% 75% 0% 71% 29%
APP/DEPART 0 / 10 5 / 3 4 / 1 34 / 29 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 2 0 0 2 0 13 3 20 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 0% 0% 100% 0% 81% 19%
PEAK HR FACTOR 0.000 0.500 0.500 0.667 0.625
APP/DEPART 0 / 3 2 / 2 2 / 0 16 / 15 0
03:00 PM 0 0 0 0 0 2 0 0 0 0 0 0 2 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 2 0 0 1 3 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 1 0 2 1 4 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 1 0 0 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 2 0 0 1 1 4 0 0 0 0 0
VOLUMES 0 0 0 0 0 2 0 3 7 0 6 4 22 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 100% 0% 30% 70% 0% 60% 40%
APP/DEPART 0 / 4 2 / 7 10 / 3 10 / 8 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 4 0 2 3 9 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 100% 0% 40% 60%
PEAK HR FACTOR 0.000 0.000 0.500 0.417 0.563
APP/DEPART 0 / 3 0 / 4 4 / 0 5 / 2 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
798
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
799
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 SB Ramps LOCATION #: 11
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: X X X 0.5 0.5 1 X 1.5 0.5 X 3 1
7:00 AM 0 0 0 0 0 0 0 1 1 0 4 1 7 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 1 0 1 0 2 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 1 0 1 3 5 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 1 1 0 1 0 3 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 1 0 1 1 3 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 4 5 0 10 5 24 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 44% 56% 0% 67% 33%
APP/DEPART 0 / 5 0 / 5 9 / 4 15 / 10 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 1 3 0 3 3 10 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 25% 75% 0% 50% 50%
PEAK HR FACTOR 0.000 0.000 0.500 0.375 0.500
APP/DEPART 0 / 3 0 / 3 4 / 1 6 / 3 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 1 0 2 0 4 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 2 0 1 0 3 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 1 0 0 3 0 4 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 1 0 0 1 1 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 6 3 0 9 3 21 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 67% 33% 0% 75% 25%
APP/DEPART 0 / 3 0 / 3 9 / 6 12 / 9 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 2 3 0 6 1 12 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 40% 60% 0% 86% 14%
PEAK HR FACTOR 0.000 0.000 0.625 0.583 0.750
APP/DEPART 0 / 1 0 / 3 5 / 2 7 / 6 0
SR-65 SB Ramps

NORTH SIDE
Ferrari Ranch RWEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 SB Ramps

U-TURNS
SR-65 SB Ramps SR-65 SB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:30 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
800
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 12
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1 0 0 0 0
7:00 AM 26 0 37 0 0 0 15 74 0 0 135 18 305 0 0 0 0 0
7:15 AM 29 0 45 0 0 0 10 79 0 0 167 29 359 0 0 1 0 1
7:30 AM 43 0 53 0 0 0 6 109 0 0 184 19 414 0 0 0 0 0
7:45 AM 93 0 83 0 0 0 15 154 0 0 199 23 567 0 0 0 0 0
8:00 AM 102 0 96 0 0 0 16 149 0 0 240 13 616 0 0 0 0 0
8:15 AM 115 0 107 0 0 0 6 111 0 0 202 35 576 0 0 1 0 1
8:30 AM 73 0 106 0 0 0 6 74 0 0 176 20 455 0 0 0 0 0
8:45 AM 43 0 84 0 0 0 6 87 0 0 143 13 376 0 0 0 0 0
VOLUMES 524 0 611 0 0 0 80 837 0 0 1,446 170 3,670 0 0 2 0 2 APPROACH % 46% 0% 54% 0% 0% 0% 9% 91% 0% 0% 89% 11%
APP/DEPART 1,135 / 250 0 / 0 919 / 1,448 1,616 / 1,972 0

BEGIN PEAK HR
VOLUMES 383 0 392 0 0 0 43 488 0 0 817 91 2,215 0 0 1 0 APPROACH % 49% 0% 51% 0% 0% 0% 8% 92% 0% 0% 90% 10%
PEAK HR FACTOR 0.873 0.000 0.787 0.897 0.899
APP/DEPART 775 / 134 0 / 0 532 / 880 908 / 1,201 0
03:00 PM 115 0 135 0 0 0 3 103 0 0 162 23 541 0 0 0 0 0 3:15 PM 151 0 171 0 0 0 7 88 0 0 166 23 606 0 0 0 0 0
3:30 PM 152 0 191 0 0 0 6 107 0 0 181 32 669 0 0 0 0 0
3:45 PM 171 0 195 0 0 0 3 112 0 0 216 43 740 0 0 0 0 0
4:00 PM 113 0 133 0 0 0 7 102 0 0 189 47 591 0 0 1 0 1
4:15 PM 107 0 160 0 0 0 5 109 0 0 179 34 594 0 0 2 0 2
4:30 PM 114 1 160 0 0 0 8 119 0 0 190 33 625 0 0 0 0 0
4:45 PM 103 0 142 0 0 0 3 115 0 0 184 36 583 0 0 0 0 0
5:00 PM 100 0 157 0 0 0 6 121 0 0 187 32 603 0 0 0 0 0
5:15 PM 109 0 177 0 0 0 11 128 0 0 178 42 645 0 0 0 0 0 5:30 PM 99 0 136 0 0 0 5 117 0 0 222 38 617 0 0 1 0 1
5:45 PM 111 0 151 0 0 0 2 115 0 0 193 35 607 0 0 0 0 0
VOLUMES 1,445 1 1,908 0 0 0 66 1,336 0 0 2,247 418 7,425 0 0 4 0 4 APPROACH % 43% 0% 57% 0% 0% 0% 5% 95% 0% 0% 84% 16%
APP/DEPART 3,354 / 485 0 / 0 1,406 / 3,244 2,665 / 3,696 0

BEGIN PEAK HR
VOLUMES 587 0 690 0 0 0 23 409 0 0 752 145 2,607 0 0 1 0 APPROACH % 46% 0% 54% 0% 0% 0% 5% 94% 0% 0% 84% 16%
PEAK HR FACTOR 0.872 0.000 0.941 0.866 0.881
APP/DEPART 1,277 / 168 0 / 0 433 / 1,099 897 / 1,340 0
SR-65 NB Ramps

NORTH LEG
Ferrari Ranch Rd WEST LEG EAST LEG Ferrari Ranch Rd

SOUTH LEG
SR-65 NB Ramps

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 1 0 0 1 0 1 0 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 5 0 0 5 0 5 0 0 5 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
TOTAL 1 6 0 1 8 1 6 0 1 8 0 0 0 0 0
3:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 2 0 0 2 0 0 0 0 0 0 2 0 0 2
4:00 PM 3 2 0 1 6 0 2 0 1 3 3 0 0 0 3
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 2 0 0 2 0 2 0 0 2 0 0 0 0 0
4:45 PM 1 2 0 0 3 0 0 0 0 0 1 2 0 0 3
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 3 0 0 3 0 3 0 0 3 0 0 0 0 0
5:30 PM 1 0 0 1 2 1 0 0 1 2 0 0 0 0 0
5:45 PM 1 3 0 1 5 0 0 0 0 0 1 3 0 1 5
TOTAL 6 14 0 3 23 1 7 0 2 10 5 7 0 1 13

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:45 AM
PM
3:15 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
SR-65 NB Ramps
Ferrari Ranch Rd

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
801
0 0 0 0 TOTAL 735
0 0 0 0 PM 485
0 0 0 0 AM 250
1,616 2,665 4,281
5,668 3,696 1,972
170 418 588
1,446 2,247 3,693
TOTAL
PM
AM
0 0 0
146
66 80
AM
PM
TOTAL
2,173 1,336
837
0 0 0
1,448 3,244 4,692
2,325 1,406
919
0 AM 524 0 611 1,135
0 PM 1,445 1 1,908 3,354
0 TOTAL1,969 1 2,519 4,489
0 0 0 0 TOTAL 302
0 0 0 0 PM 168
0 0 0 0 AM 134
908 897
1,805
2,541 1,340 1,201
91 145 236
817 752
1,569
TOTAL
PM
AM
AM 7:45 AM
8:45 AM
0 0 0
66 23 43
#N/A
AM
PM
TOTAL
897 409 488
PM 3:15 PM
3:45 PM
0 0 0
880
1,099 1,979
965 433 532
0 AM 383 0 392 775
0 PM 587 0 690 1,277
0 Total970 0 1,082 2,052
SR-65 NB Ramps
AimTD LLC

TURNING MOVEMENT COUNTS
SR-65 NB Ramps
Ferrari Ranch Rd
Ferrari Ranch Rd

ALL HOURS
SR-65 NB Ramps
SR-65 NB Ramps
Ferrari Ranch Rd
Ferrari Ranch Rd

PEAK HOUR
Lincoln
SC5421
Attachment 6
802
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 34 0 41 0 0 0 16 79 0 0 146 19 334 0
7:15 AM 40 0 51 0 0 0 10 82 0 0 177 32 391 0
7:30 AM 49 0 62 0 0 0 6 110 0 0 193 22 441 0
7:45 AM 99 0 89 0 0 0 16 156 0 0 208 27 593 0
8:00 AM 116 0 104 0 0 0 16 155 0 0 248 14 652 0
8:15 AM 124 0 111 0 0 0 7 116 0 0 211 36 604 0
8:30 AM 78 0 115 0 0 0 7 77 0 0 188 24 488 0
8:45 AM 48 0 90 0 0 0 6 91 0 0 153 16 403 0
VOLUMES 586 0 662 0 0 0 83 864 0 0 1,523 188 3,904 0 0 0 0 0 APPROACH % 47% 0% 53% 0% 0% 0% 9% 91% 0% 0% 89% 11%
APP/DEPART 1,248 / 270 0 / 0 947 / 1,526 1,710 / 2,109 0

BEGIN PEAK HR
VOLUMES 416 0 418 0 0 0 45 503 0 0 855 100 2,336
APPROACH % 50% 0% 50% 0% 0% 0% 8% 92% 0% 0% 90% 10%
PEAK HR FACTOR 0.889 0.000 0.799 0.913 0.896
APP/DEPART 834 / 145 0 / 0 548 / 921 955 / 1,270 0
03:00 PM 118 0 140 0 0 0 3 107 0 0 168 27 562 0
3:15 PM 154 0 174 0 0 0 7 90 0 0 172 26 622 0
3:30 PM 154 0 197 0 0 0 6 110 0 0 185 35 687 0
3:45 PM 174 0 203 0 0 0 3 114 0 0 230 47 769 0
4:00 PM 114 0 137 0 0 0 8 107 0 0 198 53 616 0
4:15 PM 111 0 163 0 0 0 6 112 0 0 183 35 609 0
4:30 PM 115 1 164 0 0 0 8 121 0 0 193 33 635 0
4:45 PM 107 0 144 0 0 0 4 117 0 0 194 37 601 0
5:00 PM 100 0 159 0 0 0 6 124 0 0 190 32 611 0
5:15 PM 111 0 178 0 0 0 11 132 0 0 181 43 654 0
5:30 PM 100 0 141 0 0 0 5 118 0 0 223 39 625 0
5:45 PM 111 0 157 0 0 0 2 121 0 0 199 35 624 0
VOLUMES 1,466 1 1,954 0 0 0 69 1,370 0 0 2,313 440 7,612 0 0 0 0 0 APPROACH % 43% 0% 57% 0% 0% 0% 5% 95% 0% 0% 84% 16%
APP/DEPART 3,420 / 510 0 / 0 1,439 / 3,324 2,753 / 3,778 0

BEGIN PEAK HR
VOLUMES 594 0 710 0 0 0 24 421 0 0 784 160 2,693
APPROACH % 46% 0% 54% 0% 0% 0% 5% 95% 0% 0% 83% 17%
PEAK HR FACTOR 0.867 0.000 0.951 0.855 0.875
APP/DEPART 1,304 / 184 0 / 0 445 / 1,131 944 / 1,378 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
803
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 19 0 33 0 0 0 14 69 0 0 124 17 276 0 0 0 0 0
7:15 AM 22 0 40 0 0 0 10 75 0 0 155 27 329 0 0 1 0 1
7:30 AM 37 0 45 0 0 0 6 108 0 0 174 16 386 0 0 0 0 0
7:45 AM 88 0 80 0 0 0 14 150 0 0 190 19 541 0 0 0 0 0
8:00 AM 91 0 89 0 0 0 16 141 0 0 230 12 579 0 0 0 0 0
8:15 AM 107 0 102 0 0 0 5 104 0 0 190 33 541 0 0 1 0 1
8:30 AM 68 0 95 0 0 0 5 70 0 0 166 16 420 0 0 0 0 0
8:45 AM 38 0 76 0 0 0 6 81 0 0 134 11 346 0 0 0 0 0
VOLUMES 470 0 560 0 0 0 76 798 0 0 1,363 151 3,420 0 0 2 0 2 APPROACH % 46% 0% 54% 0% 0% 0% 9% 91% 0% 0% 90% 10%
APP/DEPART 1,030 / 227 0 / 0 876 / 1,358 1,514 / 1,835 0

BEGIN PEAK HR
VOLUMES 354 0 366 0 0 0 40 465 0 0 776 80 2,082 0 0 1 0 APPROACH % 49% 0% 51% 0% 0% 0% 8% 92% 0% 0% 91% 9%
PEAK HR FACTOR 0.861 0.000 0.771 0.884 0.899
APP/DEPART 720 / 120 0 / 0 506 / 831 856 / 1,131 0
03:00 PM 110 0 128 0 0 0 3 97 0 0 152 19 509 0 0 0 0 0
3:15 PM 147 0 166 0 0 0 7 85 0 0 157 21 583 0 0 0 0 0
3:30 PM 149 0 183 0 0 0 6 104 0 0 177 30 649 0 0 0 0 0
3:45 PM 166 0 184 0 0 0 3 109 0 0 202 39 703 0 0 0 0 0
4:00 PM 112 0 129 0 0 0 6 94 0 0 178 41 560 0 0 1 0 1
4:15 PM 103 0 156 0 0 0 4 106 0 0 174 33 576 0 0 2 0 2
4:30 PM 113 1 155 0 0 0 8 117 0 0 186 33 613 0 0 0 0 0
4:45 PM 100 0 139 0 0 0 2 113 0 0 168 35 557 0 0 0 0 0
5:00 PM 100 0 154 0 0 0 6 118 0 0 184 32 594 0 0 0 0 0
5:15 PM 105 0 176 0 0 0 11 124 0 0 176 41 633 0 0 0 0 0 5:30 PM 98 0 133 0 0 0 5 116 0 0 220 37 609 0 0 1 0 1
5:45 PM 111 0 147 0 0 0 2 110 0 0 188 35 593 0 0 0 0 0
VOLUMES 1,414 1 1,850 0 0 0 63 1,293 0 0 2,162 396 7,183 0 0 4 0 4 APPROACH % 43% 0% 57% 0% 0% 0% 5% 95% 0% 0% 85% 15%
APP/DEPART 3,265 / 460 0 / 0 1,360 / 3,143 2,558 / 3,580 0

BEGIN PEAK HR
VOLUMES 574 0 662 0 0 0 22 392 0 0 714 131 2,496 0 0 1 0 APPROACH % 46% 0% 54% 0% 0% 0% 5% 94% 0% 0% 84% 16%
PEAK HR FACTOR 0.883 0.000 0.926 0.877 0.888
APP/DEPART 1,236 / 153 0 / 0 415 / 1,054 845 / 1,289 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps
AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
804
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 2 0 1 0 0 0 1 2 0 0 4 1 11 0 0 0 0 0
7:15 AM 2 0 2 0 0 0 0 3 0 0 6 1 14 0 0 0 0 0
7:30 AM 4 0 4 0 0 0 0 1 0 0 5 2 16 0 0 0 0 0
7:45 AM 3 0 0 0 0 0 1 4 0 0 3 3 14 0 0 0 0 0
8:00 AM 5 0 3 0 0 0 0 4 0 0 6 1 19 0 0 0 0 0
8:15 AM 5 0 4 0 0 0 1 5 0 0 8 2 25 0 0 0 0 0
8:30 AM 2 0 7 0 0 0 0 3 0 0 4 2 18 0 0 0 0 0
8:45 AM 3 0 6 0 0 0 0 4 0 0 3 1 17 0 0 0 0 0
VOLUMES 26 0 27 0 0 0 3 26 0 0 39 13 134 0 0 0 0 0
APPROACH % 49% 0% 51% 0% 0% 0% 10% 90% 0% 0% 75% 25%
APP/DEPART 53 / 16 0 / 0 29 / 53 52 / 65 0

BEGIN PEAK HR
VOLUMES 15 0 14 0 0 0 2 16 0 0 21 8 76 0 0 0 0
APPROACH % 52% 0% 48% 0% 0% 0% 11% 89% 0% 0% 72% 28%
PEAK HR FACTOR 0.806 0.000 0.750 0.725 0.760
APP/DEPART 29 / 10 0 / 0 18 / 30 29 / 36 0
03:00 PM 4 0 5 0 0 0 0 5 0 0 8 2 24 0 0 0 0 0
3:15 PM 3 0 4 0 0 0 0 2 0 0 7 1 17 0 0 0 0 0
3:30 PM 3 0 6 0 0 0 0 0 0 0 2 0 11 0 0 0 0 0
3:45 PM 5 0 9 0 0 0 0 2 0 0 7 3 26 0 0 0 0 0
4:00 PM 1 0 1 0 0 0 0 6 0 0 7 2 17 0 0 0 0 0
4:15 PM 2 0 2 0 0 0 0 1 0 0 3 1 9 0 0 0 0 0
4:30 PM 1 0 4 0 0 0 0 0 0 0 2 0 7 0 0 0 0 0
4:45 PM 1 0 3 0 0 0 0 1 0 0 13 0 18 0 0 0 0 0
5:00 PM 0 0 2 0 0 0 0 2 0 0 1 0 5 0 0 0 0 0
5:15 PM 4 0 1 0 0 0 0 1 0 0 1 1 8 0 0 0 0 0
5:30 PM 1 0 1 0 0 0 0 1 0 0 2 0 5 0 0 0 0 0
5:45 PM 0 0 1 0 0 0 0 3 0 0 2 0 6 0 0 0 0 0
VOLUMES 25 0 39 0 0 0 0 24 0 0 55 10 153 0 0 0 0 0
APPROACH % 39% 0% 61% 0% 0% 0% 0% 100% 0% 0% 85% 15%
APP/DEPART 64 / 10 0 / 0 24 / 63 65 / 80 0

BEGIN PEAK HR
VOLUMES 12 0 20 0 0 0 0 10 0 0 23 6 71 0 0 0 0
APPROACH % 38% 0% 63% 0% 0% 0% 0% 100% 0% 0% 79% 21%
PEAK HR FACTOR 0.571 0.000 0.417 0.725 0.683
APP/DEPART 32 / 6 0 / 0 10 / 30 29 / 35 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps
AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
805
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 1 0 3 0 0 0 0 1 0 0 2 0 7 0 0 0 0 0
7:15 AM 0 0 1 0 0 0 0 0 0 0 4 0 5 0 0 0 0 0
7:30 AM 0 0 1 0 0 0 0 0 0 0 3 0 4 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
8:00 AM 1 0 2 0 0 0 0 3 0 0 2 0 8 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 2 0 0 3 0 5 0 0 0 0 0
8:30 AM 1 0 3 0 0 0 0 1 0 0 2 1 8 0 0 0 0 0
8:45 AM 1 0 1 0 0 0 0 2 0 0 2 0 6 0 0 0 0 0
VOLUMES 4 0 11 0 0 0 0 9 0 0 19 1 44 0 0 0 0 0
APPROACH % 27% 0% 73% 0% 0% 0% 0% 100% 0% 0% 95% 5%
APP/DEPART 15 / 1 0 / 0 9 / 20 20 / 23 0

BEGIN PEAK HR
VOLUMES 2 0 5 0 0 0 0 6 0 0 8 1 22 0 0 0 0
APPROACH % 29% 0% 71% 0% 0% 0% 0% 100% 0% 0% 89% 11%
PEAK HR FACTOR 0.438 0.000 0.500 0.750 0.688
APP/DEPART 7 / 1 0 / 0 6 / 11 9 / 10 0
03:00 PM 1 0 0 0 0 0 0 1 0 0 1 1 4 0 0 0 0 0
3:15 PM 1 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 3 0 0 0 1 4 0 0 0 0 0
3:45 PM 0 0 1 0 0 0 0 1 0 0 3 0 5 0 0 0 0 0
4:00 PM 0 0 2 0 0 0 1 1 0 0 0 3 7 0 0 0 0 0
4:15 PM 1 0 2 0 0 0 0 1 0 0 2 0 6 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 2 0 0 2 0 4 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 1 0 0 2 1 4 0 0 0 0 0
5:00 PM 0 0 1 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 2 0 0 0 0 2 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
5:45 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 3 0 8 0 0 0 1 12 0 0 11 7 42 0 0 0 0 0
APPROACH % 27% 0% 73% 0% 0% 0% 8% 92% 0% 0% 61% 39%
APP/DEPART 11 / 8 0 / 0 13 / 20 18 / 14 0

BEGIN PEAK HR
VOLUMES 1 0 4 0 0 0 1 5 0 0 3 4 18 0 0 0 0
APPROACH % 20% 0% 80% 0% 0% 0% 17% 83% 0% 0% 43% 57%
PEAK HR FACTOR 0.625 0.000 0.500 0.583 0.643
APP/DEPART 5 / 5 0 / 0 6 / 9 7 / 4 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps
AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
806
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 2 0 0 0 0 0 0 1 0 0 2 0 5 0 0 0 0 0
7:15 AM 5 0 2 0 0 0 0 0 0 0 1 1 9 0 0 0 0 0
7:30 AM 2 0 3 0 0 0 0 0 0 0 1 1 7 0 0 0 0 0
7:45 AM 2 0 3 0 0 0 0 0 0 0 1 1 7 0 0 0 0 0
8:00 AM 5 0 2 0 0 0 0 0 0 0 1 0 8 0 0 0 0 0
8:15 AM 3 0 1 0 0 0 0 0 0 0 1 0 5 0 0 0 0 0
8:30 AM 1 0 1 0 0 0 0 0 0 0 4 1 7 0 0 0 0 0
8:45 AM 1 0 1 0 0 0 0 0 0 0 2 1 5 0 0 0 0 0
VOLUMES 21 0 13 0 0 0 0 1 0 0 13 5 53 0 0 0 0 0
APPROACH % 62% 0% 38% 0% 0% 0% 0% 100% 0% 0% 72% 28%
APP/DEPART 34 / 5 0 / 0 1 / 14 18 / 34 0

BEGIN PEAK HR
VOLUMES 11 0 7 0 0 0 0 0 0 0 7 2 27 0 0 0 0
APPROACH % 61% 0% 39% 0% 0% 0% 0% 0% 0% 0% 78% 22%
PEAK HR FACTOR 0.643 0.000 0.000 0.450 0.844
APP/DEPART 18 / 2 0 / 0 0 / 7 9 / 18 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 1 1 0 0 0 0 0
3:30 PM 0 0 1 0 0 0 0 0 0 0 1 1 3 0 0 0 0 0
3:45 PM 0 0 1 0 0 0 0 0 0 0 3 1 5 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 1 1 2 0 0 0 0 0
4:15 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:45 PM 1 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:45 PM 0 0 2 0 0 0 0 2 0 0 2 0 6 0 0 0 0 0
VOLUMES 2 0 7 0 0 0 0 3 0 0 8 5 25 0 0 0 0 0
APPROACH % 22% 0% 78% 0% 0% 0% 0% 100% 0% 0% 62% 38%
APP/DEPART 9 / 5 0 / 0 3 / 10 13 / 10 0

BEGIN PEAK HR
VOLUMES 0 0 2 0 0 0 0 0 0 0 5 4 11 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 0% 0% 0% 56% 44%
PEAK HR FACTOR 0.500 0.000 0.000 0.563 0.550
APP/DEPART 2 / 4 0 / 0 0 / 2 9 / 5 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps
AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
807
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch Rd WEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps
AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
808
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: SR-65 NB Ramps LOCATION #: 12
THURSDAY EAST & WEST: Ferrari Ranch Rd CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1.5 0.5 2 X X X 1 2 X X 3 1
7:00 AM 2 0 0 0 0 0 0 1 0 0 3 0 6 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 1 0 0 0 0 0 1 0 0 0 0 0 2 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 0 0
VOLUMES 3 0 0 0 0 0 1 3 0 0 12 0 19 0 0 0 0 0
APPROACH % 100% 0% 0% 0% 0% 0% 25% 75% 0% 0% 100% 0%
APP/DEPART 3 / 1 0 / 0 4 / 3 12 / 15 0

BEGIN PEAK HR
VOLUMES 1 0 0 0 0 0 1 1 0 0 5 0 8 0 0 0 0
APPROACH % 100% 0% 0% 0% 0% 0% 50% 50% 0% 0% 100% 0%
PEAK HR FACTOR 0.250 0.000 0.500 0.313 0.500
APP/DEPART 1 / 1 0 / 0 2 / 1 5 / 6 0
03:00 PM 0 0 2 0 0 0 0 0 0 0 1 0 3 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 1 0 0 2 0 3 0 0 0 0 0
3:30 PM 0 0 1 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
4:00 PM 0 0 1 0 0 0 0 1 0 0 3 0 5 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 1 1 0 0 0 0 2 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 1 0 0 0 0 0 1 0 0 0 1 0 3 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 0 0
VOLUMES 1 0 4 0 0 0 2 4 0 0 11 0 22 0 0 0 0 0
APPROACH % 20% 0% 80% 0% 0% 0% 33% 67% 0% 0% 100% 0%
APP/DEPART 5 / 2 0 / 0 6 / 8 11 / 12 0

BEGIN PEAK HR
VOLUMES 0 0 2 0 0 0 0 2 0 0 7 0 11 0 0 0 0
APPROACH % 0% 0% 100% 0% 0% 0% 0% 100% 0% 0% 100% 0%
PEAK HR FACTOR 0.500 0.000 0.500 0.583 0.550
APP/DEPART 2 / 0 0 / 0 2 / 4 7 / 7 0
SR-65 NB Ramps

NORTH SIDE
Ferrari Ranch RWEST SIDE EAST SIDE Ferrari Ranch Rd

SOUTH SIDE
SR-65 NB Ramps
AM
7:45 AM
PM
3:15 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
SR-65 NB Ramps SR-65 NB Ramps Ferrari Ranch Rd Ferrari Ranch Rd Attachment 6
809
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 13
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1 0 0 0 0
7:00 AM 24 79 6 5 74 2 1 6 48 31 4 4 284 3 2 0 0 5
7:15 AM 33 75 9 6 84 1 3 1 56 49 4 9 330 1 2 0 0 3
7:30 AM 41 95 17 10 94 2 2 5 66 48 6 13 399 0 0 0 0 0
7:45 AM 61 144 31 16 115 0 4 2 78 36 16 19 522 1 1 0 0 2 8:00 AM 58 132 30 12 104 5 6 18 110 50 18 24 567 0 1 0 0 1 8:15 AM 55 129 25 17 104 2 3 4 62 54 10 29 494 3 1 0 0 4 8:30 AM 41 91 19 21 91 1 10 12 34 66 12 18 416 5 3 0 0 8 8:45 AM 29 103 22 12 70 2 3 5 32 52 12 23 365 1 0 0 0 1 VOLUMES 342 848 159 99 736 15 32 53 486 386 82 139 3,401 14 10 0 0 24 APPROACH % 25% 62% 12% 12% 86% 2% 6% 9% 85% 64% 14% 23% APP/DEPART 1,363 / 1,029 860 / 1,622 571 / 311 607 / 439 0

BEGIN PEAK HR
VOLUMES 215 496 105 66 414 8 23 36 284 206 56 90 2,014 9 6 0 0 APPROACH % 26% 60% 13% 13% 84% 2% 7% 10% 83% 59% 16% 26% PEAK HR FACTOR 0.870 0.936 0.640 0.917 0.886
APP/DEPART 825 / 615 494 / 913 343 / 207 352 / 279 0
03:00 PM 67 130 17 26 86 6 0 6 28 69 15 29 479 9 0 0 0 9 3:15 PM 70 120 31 20 89 3 7 10 37 67 15 25 494 6 0 0 1 7 3:30 PM 64 168 27 30 90 1 2 10 47 70 20 31 560 3 1 0 0 4 3:45 PM 70 157 34 22 114 5 4 10 46 82 21 39 604 8 0 0 0 8 4:00 PM 63 125 16 25 124 7 5 13 34 64 13 21 510 8 1 0 0 9 4:15 PM 56 157 29 24 105 6 5 8 50 57 30 33 560 5 0 0 0 5 4:30 PM 67 121 39 24 103 2 9 10 33 80 27 26 541 8 1 0 0 9 4:45 PM 66 149 29 28 101 6 0 18 46 67 15 26 551 8 1 0 0 9 5:00 PM 78 152 26 21 111 4 9 14 36 64 24 26 565 7 1 0 1 9 5:15 PM 73 176 30 25 120 2 4 9 39 72 28 41 619 6 3 0 0 9 5:30 PM 59 142 28 30 114 10 5 12 54 70 14 19 557 12 2 0 0 14 5:45 PM 63 159 23 14 121 10 5 7 37 63 22 30 554 10 2 0 0 12 VOLUMES 796 1,756 329 289 1,278 62 55 127 487 825 244 346 6,698 90 12 0 2 104 APPROACH % 27% 59% 11% 18% 78% 4% 8% 19% 73% 58% 17% 24% APP/DEPART 2,971 / 2,169 1,641 / 2,680 669 / 747 1,417 / 1,102 0

BEGIN PEAK HR
VOLUMES 273 629 107 90 466 26 23 42 166 269 88 116 2,339 35 8 0 1 APPROACH % 26% 60% 10% 15% 79% 4% 10% 18% 72% 57% 19% 24% PEAK HR FACTOR 0.916 0.946 0.813 0.840 0.931
APP/DEPART 1,044 / 776 590 / 936 231 / 240 474 / 387 0
Ferrari Ranch Rd

NORTH LEG
Groveland Ln WEST LEG EAST LEG Groveland Ln

SOUTH LEG
Ferrari Ranch Rd

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
7:15 AM 3 0 0 2 5 3 0 0 2 5 0 0 0 0 0
7:30 AM 0 0 0 1 1 0 0 0 1 1 0 0 0 0 0
7:45 AM 0 1 1 0 2 0 0 1 0 1 0 1 0 0 1
8:00 AM 0 0 1 0 1 0 0 1 0 1 0 0 0 0 0
8:15 AM 2 0 1 0 3 1 0 1 0 2 1 0 0 0 1
8:30 AM 0 0 5 0 5 0 0 5 0 5 0 0 0 0 0
8:45 AM 2 0 0 0 2 2 0 0 0 2 0 0 0 0 0
TOTAL 8 1 8 3 20 6 0 8 3 17 2 1 0 0 3
3:00 PM 1 0 1 0 2 1 0 0 0 1 0 0 1 0 1
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 3 3 0 0 0 3 3 0 0 0 0 0
3:45 PM 1 0 0 3 4 0 0 0 0 0 1 0 0 3 4
4:00 PM 5 0 9 6 20 5 0 6 6 17 0 0 3 0 3
4:15 PM 13 0 9 4 26 3 0 1 4 8 10 0 8 0 18
4:30 PM 2 0 2 1 5 1 0 2 0 3 1 0 0 1 2
4:45 PM 1 0 1 0 2 1 0 1 0 2 0 0 0 0 0
5:00 PM 11 0 11 0 22 1 0 0 0 1 10 0 11 0 21
5:15 PM 4 0 0 0 4 3 0 0 0 3 1 0 0 0 1
5:30 PM 3 0 1 1 5 0 0 0 0 0 3 0 1 1 5
5:45 PM 4 0 2 4 10 2 0 1 3 6 2 0 1 1 4
TOTAL 45 0 36 22 103 17 0 11 16 44 28 0 25 6 59

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Ferrari Ranch Rd
Groveland Ln

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:45 AM
PM
5:00 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS
Attachment 6
810
2,501 77 2,014 388 TOTAL 3,198
1,641 62 1,278 289 PM 2,169
860 15 736 99 AM 1,029
607
1,417 2,024
1,541 1,102
439
139 346 485
82 244 326
TOTAL
PM
AM
386 825
1,211
87 55 32
AM
PM
TOTAL
180 127
53 973 487 486
311 747
1,058
1,240
669 571
1,622 AM 342 848 159 1,363
2,680 PM 796 1,756 329 2,971
4,302 TOTAL1,138 2,604 488 4,334
1,084 34 880 156 TOTAL 1,391
590 26 466 90 PM 776
494 8 414 66 AM 615
352 474 826
666 387 279
90 116 206
56 88
144
TOTAL
PM
AM
AM 7:45 AM
8:45 AM
206 269 475
46 23 23
#N/A
AM
PM
TOTAL
78 42 36
PM 5:00 PM
3:45 PM
450 166 284
207 240 447
574 231 343
913 AM 215 496 105 825
936 PM 273 629 107 1,044
1,849 Total488 1,125 212 1,869
Ferrari Ranch Rd
AimTD LLC

TURNING MOVEMENT COUNTS
Ferrari Ranch Rd
Groveland Ln
Groveland Ln

ALL HOURS
Ferrari Ranch Rd
Ferrari Ranch Rd
Groveland Ln
Groveland Ln

PEAK HOUR
Lincoln
SC5421
Attachment 6
811
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 25 87 6 8 82 2 1 7 49 35 4 4 309 0
7:15 AM 34 82 10 7 94 1 3 1 59 51 5 10 355 0
7:30 AM 44 101 21 15 102 2 3 5 67 50 7 14 428 0
7:45 AM 62 146 37 18 121 0 4 3 82 39 16 21 549 0
8:00 AM 61 144 31 13 109 5 6 20 114 51 18 25 595 0
8:15 AM 57 136 27 20 110 2 3 4 63 59 10 32 521 0
8:30 AM 45 95 23 22 94 1 12 13 34 78 14 20 448 0
8:45 AM 30 108 27 13 79 3 3 6 33 56 12 24 392 0
VOLUMES 356 897 181 115 789 16 35 58 500 418 85 149 3,596 0 0 0 0 0 APPROACH % 25% 63% 13% 12% 86% 2% 6% 10% 84% 64% 13% 23% APP/DEPART 1,433 / 1,081 919 / 1,707 593 / 353 652 / 456 0

BEGIN PEAK HR
VOLUMES 224 520 117 73 434 8 25 39 293 226 58 98 2,113
APPROACH % 26% 60% 14% 14% 84% 2% 7% 11% 82% 59% 15% 26% PEAK HR FACTOR 0.879 0.924 0.639 0.858 0.888
APP/DEPART 861 / 643 514 / 952 357 / 229 381 / 290 0
03:00 PM 68 135 19 28 92 6 0 7 30 71 15 29 498 0
3:15 PM 71 123 32 20 92 3 7 10 39 69 16 25 505 0
3:30 PM 67 173 27 32 97 1 2 10 49 71 21 34 581 0
3:45 PM 72 160 38 24 125 5 4 11 47 85 21 39 628 0
4:00 PM 65 127 20 26 138 7 5 13 35 67 13 21 534 0
4:15 PM 58 159 29 25 105 6 5 8 51 59 31 33 568 0
4:30 PM 67 123 40 24 103 2 9 11 34 82 29 28 549 0
4:45 PM 67 152 29 31 109 6 0 18 47 69 15 28 569 0
5:00 PM 79 155 27 22 114 4 9 14 36 65 25 26 575 0
5:15 PM 74 183 31 26 122 2 4 9 39 73 29 42 631 0
5:30 PM 60 148 28 31 115 10 5 12 56 72 14 23 572 0
5:45 PM 63 167 26 14 124 10 5 7 37 64 22 31 569 0
VOLUMES 807 1,802 343 301 1,333 62 55 129 497 845 248 357 6,777 0 0 0 0 0 APPROACH % 27% 61% 12% 18% 79% 4% 8% 19% 73% 58% 17% 25% APP/DEPART 2,952 / 2,214 1,696 / 2,674 680 / 772 1,450 / 1,117 0

BEGIN PEAK HR
VOLUMES 275 652 111 93 474 26 23 42 168 274 89 121 2,347 APPROACH % 26% 63% 11% 16% 80% 4% 10% 18% 72% 57% 18% 25% PEAK HR FACTOR 0.904 0.953 0.802 0.848 0.930
APP/DEPART 1,038 / 796 593 / 915 233 / 246 484 / 390 0
Ferrari Ranch Rd

NORTH SIDE
Groveland Ln WEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd
AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln Attachment 6
812
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 23 72 6 2 66 2 1 4 46 27 4 4 257 2 2 0 0 4
7:15 AM 32 71 7 5 75 1 3 1 53 46 3 7 304 1 2 0 0 3
7:30 AM 39 89 13 7 87 2 1 5 64 47 5 12 371 0 0 0 0 0
7:45 AM 59 143 25 15 109 0 4 1 73 33 16 15 493 1 1 0 0 2 8:00 AM 56 119 28 10 98 5 6 15 105 49 18 22 531 0 1 0 0 1 8:15 AM 51 121 23 15 97 2 3 4 60 48 10 24 458 3 1 0 0 4 8:30 AM 37 87 15 19 87 1 9 11 34 56 9 16 381 5 3 0 0 8
8:45 AM 27 95 19 10 63 1 3 3 31 48 12 21 333 1 0 0 0 1
VOLUMES 324 797 136 83 682 14 30 44 466 354 77 121 3,151 13 10 0 0 23 APPROACH % 26% 63% 11% 11% 86% 2% 6% 8% 86% 64% 14% 22% APP/DEPART 1,270 / 958 789 / 1,515 540 / 263 552 / 415 0

BEGIN PEAK HR
VOLUMES 203 470 91 59 391 8 22 31 272 186 53 77 1,878 9 6 0 0 APPROACH % 26% 61% 12% 13% 84% 2% 7% 10% 84% 59% 17% 24% PEAK HR FACTOR 0.848 0.928 0.645 0.888 0.883
APP/DEPART 773 / 575 464 / 858 325 / 181 316 / 264 0
03:00 PM 65 122 15 24 79 6 0 5 25 66 15 29 451 8 0 0 0 8 3:15 PM 69 116 30 20 87 3 7 10 35 64 14 25 480 6 0 0 1 7 3:30 PM 61 162 27 29 85 1 2 10 45 69 19 28 538 3 1 0 0 4 3:45 PM 67 153 31 20 102 5 4 9 45 79 21 39 575 8 0 0 0 8 4:00 PM 61 123 11 24 110 7 5 13 33 59 13 21 480 8 1 0 0 9 4:15 PM 54 154 29 23 105 6 5 8 48 55 29 33 549 5 0 0 0 5 4:30 PM 67 119 38 24 103 2 9 9 32 77 24 23 527 8 1 0 0 9 4:45 PM 65 145 29 26 89 6 0 18 45 63 15 22 523 8 1 0 0 9 5:00 PM 77 149 24 19 108 4 9 14 36 62 23 26 551 7 1 0 1 9 5:15 PM 72 170 29 24 119 2 4 9 39 71 27 40 606 6 3 0 0 9 5:30 PM 57 137 28 28 113 10 5 12 51 67 14 15 537 12 2 0 0 14 5:45 PM 63 153 21 14 119 10 5 7 37 62 22 28 541 10 2 0 0 12 VOLUMES 778 1,703 312 275 1,219 62 55 124 471 794 236 329 6,461 89 12 0 2 103 APPROACH % 27% 59% 11% 18% 78% 4% 8% 19% 72% 58% 17% 24% APP/DEPART 2,882 / 2,099 1,568 / 2,573 650 / 713 1,361 / 1,076 0

BEGIN PEAK HR
VOLUMES 269 609 102 85 459 26 23 42 163 262 86 109 2,279 35 8 0 1 APPROACH % 27% 60% 10% 15% 79% 4% 10% 18% 71% 57% 19% 24% PEAK HR FACTOR 0.916 0.944 0.838 0.830 0.926
APP/DEPART 1,015 / 749 578 / 919 228 / 230 458 / 381 0
Ferrari Ranch Rd

NORTH SIDE
Groveland Ln WEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
813
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 1 1 0 2 3 0 0 2 2 2 0 0 13 1 0 0 0 1
7:15 AM 1 0 2 1 3 0 0 0 2 2 1 2 14 0 0 0 0 0
7:30 AM 1 4 3 1 3 0 1 0 2 0 1 1 17 0 0 0 0 0
7:45 AM 2 0 4 0 2 0 0 0 3 2 0 4 17 0 0 0 0 0
8:00 AM 1 6 2 2 3 0 0 3 4 1 0 2 24 0 0 0 0 0
8:15 AM 4 5 1 1 4 0 0 0 2 5 0 4 26 0 0 0 0 0
8:30 AM 3 3 3 2 2 0 0 1 0 4 3 1 22 0 0 0 0 0
8:45 AM 2 7 0 2 1 1 0 2 1 2 0 2 20 0 0 0 0 0
VOLUMES 15 26 15 11 21 1 1 8 16 18 5 16 154 1 0 0 0 1
APPROACH % 26% 46% 26% 33% 64% 3% 4% 32% 64% 46% 13% 41% APP/DEPART 57 / 43 33 / 56 25 / 34 39 / 21 0

BEGIN PEAK HR
VOLUMES 10 14 10 5 11 0 0 4 9 12 3 11 89 0 0 0 0
APPROACH % 29% 41% 29% 31% 69% 0% 0% 31% 69% 46% 12% 42% PEAK HR FACTOR 0.850 0.800 0.464 0.722 0.856
APP/DEPART 34 / 25 16 / 32 13 / 19 26 / 13 0
03:00 PM 2 6 1 1 5 0 0 1 2 3 0 0 21 1 0 0 0 1
3:15 PM 1 3 1 0 0 0 0 0 1 2 1 0 9 0 0 0 0 0
3:30 PM 1 4 0 0 1 0 0 0 1 1 1 1 10 0 0 0 0 0
3:45 PM 3 3 1 1 7 0 0 1 1 2 0 0 19 0 0 0 0 0
4:00 PM 1 0 3 1 5 0 0 0 1 5 0 0 16 0 0 0 0 0
4:15 PM 1 2 0 0 0 0 0 0 2 1 1 0 7 0 0 0 0 0
4:30 PM 0 1 1 0 0 0 0 1 1 2 3 3 12 0 0 0 0 0
4:45 PM 1 3 0 1 8 0 0 0 1 4 0 4 22 0 0 0 0 0
5:00 PM 1 2 2 2 1 0 0 0 0 2 1 0 11 0 0 0 0 0
5:15 PM 1 2 1 1 0 0 0 0 0 1 1 1 8 0 0 0 0 0
5:30 PM 2 3 0 2 1 0 0 0 3 2 0 3 16 0 0 0 0 0
5:45 PM 0 3 1 0 0 0 0 0 0 0 0 2 6 0 0 0 0 0
VOLUMES 14 32 11 9 28 0 0 3 13 25 8 14 158 1 0 0 0 1
APPROACH % 24% 55% 19% 24% 76% 0% 0% 19% 81% 53% 17% 30% APP/DEPART 58 / 46 37 / 67 16 / 23 47 / 22 0

BEGIN PEAK HR
VOLUMES 4 10 4 5 2 0 0 0 3 5 2 6 41 0 0 0 0
APPROACH % 22% 56% 22% 71% 29% 0% 0% 0% 100% 38% 15% 46% PEAK HR FACTOR 0.900 0.583 0.250 0.650 0.641
APP/DEPART 18 / 16 7 / 10 3 / 9 13 / 6 0
Ferrari Ranch Rd

NORTH SIDE
Groveland Ln WEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
814
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 0 4 0 0 1 0 0 0 0 1 0 0 6 0 0 0 0 0
7:15 AM 0 0 0 0 3 0 0 0 0 1 0 0 4 0 0 0 0 0
7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
8:00 AM 0 4 0 0 2 0 0 0 0 0 0 0 6 0 0 0 0 0
8:15 AM 0 2 1 0 2 0 0 0 0 0 0 1 6 0 0 0 0 0
8:30 AM 0 0 0 0 1 0 0 0 0 2 0 1 4 0 0 0 0 0
8:45 AM 0 1 1 0 3 0 0 0 0 1 0 0 6 0 0 0 0 0
VOLUMES 0 11 2 0 13 0 0 0 1 5 0 2 34 0 0 0 0 0
APPROACH % 0% 85% 15% 0% 100% 0% 0% 0% 100% 71% 0% 29%
APP/DEPART 13 / 13 13 / 19 1 / 2 7 / 0 0

BEGIN PEAK HR
VOLUMES 0 6 1 0 5 0 0 0 1 2 0 2 17 0 0 0 0
APPROACH % 0% 86% 14% 0% 100% 0% 0% 0% 100% 50% 0% 50%
PEAK HR FACTOR 0.438 0.625 0.250 0.333 0.708
APP/DEPART 7 / 8 5 / 8 1 / 1 4 / 0 0
03:00 PM 0 1 0 1 0 0 0 0 1 0 0 0 3 0 0 0 0 0
3:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
3:30 PM 1 1 0 0 1 0 0 0 1 0 0 1 5 0 0 0 0 0
3:45 PM 0 1 1 1 2 0 0 0 0 0 0 0 5 0 0 0 0 0
4:00 PM 1 0 2 0 4 0 0 0 0 0 0 0 7 0 0 0 0 0
4:15 PM 1 0 0 1 0 0 0 0 0 1 0 0 3 0 0 0 0 0
4:30 PM 0 1 0 0 0 0 0 0 0 1 0 0 2 0 0 0 0 0
4:45 PM 0 1 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0
5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
VOLUMES 3 6 3 3 12 0 0 0 2 4 0 1 34 0 0 0 0 0
APPROACH % 25% 50% 25% 20% 80% 0% 0% 0% 100% 80% 0% 20% APP/DEPART 12 / 7 15 / 18 2 / 6 5 / 3 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 1 0 0 0 0 2 0 0 4 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 100% 0% 0%
PEAK HR FACTOR 0.250 0.250 0.000 0.500 1.000
APP/DEPART 1 / 1 1 / 3 0 / 0 2 / 0 0
Ferrari Ranch Rd

NORTH SIDE
Groveland Ln WEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
815
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 0 1 0 1 1 0 0 0 0 1 0 0 4 0 0 0 0 0
7:15 AM 0 3 0 0 2 0 0 0 1 0 0 0 6 0 0 0 0 0
7:30 AM 1 2 1 2 2 0 0 0 0 1 0 0 9 0 0 0 0 0
7:45 AM 0 1 2 1 1 0 0 0 0 1 0 0 6 0 0 0 0 0
8:00 AM 1 2 0 0 0 0 0 0 1 0 0 0 4 0 0 0 0 0
8:15 AM 0 1 0 1 1 0 0 0 0 1 0 0 4 0 0 0 0 0
8:30 AM 1 1 1 0 0 0 1 0 0 4 0 0 8 0 0 0 0 0
8:45 AM 0 0 2 0 2 0 0 0 0 1 0 0 5 0 0 0 0 0
VOLUMES 3 11 6 5 9 0 1 0 2 9 0 0 46 0 0 0 0 0
APPROACH % 15% 55% 30% 36% 64% 0% 33% 0% 67% 100% 0% 0% APP/DEPART 20 / 12 14 / 20 3 / 11 9 / 3 0

BEGIN PEAK HR
VOLUMES 2 5 3 2 2 0 1 0 1 6 0 0 22 0 0 0 0
APPROACH % 20% 50% 30% 50% 50% 0% 50% 0% 50% 100% 0% 0% PEAK HR FACTOR 0.833 0.500 0.500 0.375 0.688
APP/DEPART 10 / 6 4 / 9 2 / 5 6 / 2 0
03:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
3:15 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
3:30 PM 0 1 0 1 2 0 0 0 0 0 0 0 4 0 0 0 0 0
3:45 PM 0 0 1 0 2 0 0 0 0 1 0 0 4 0 0 0 0 0
4:00 PM 0 0 0 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 2 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
5:30 PM 0 2 0 0 0 0 0 0 0 0 0 1 3 0 0 0 0 0
5:45 PM 0 3 1 0 1 0 0 0 0 0 0 0 5 0 0 0 0 0
VOLUMES 0 9 2 2 10 0 0 0 0 1 0 1 25 0 0 0 0 0
APPROACH % 0% 82% 18% 17% 83% 0% 0% 0% 0% 50% 0% 50%
APP/DEPART 11 / 10 12 / 11 0 / 4 2 / 0 0

BEGIN PEAK HR
VOLUMES 0 8 1 0 2 0 0 0 0 0 0 1 12 0 0 0 0
APPROACH % 0% 89% 11% 0% 100% 0% 0% 0% 0% 0% 0% 100%
PEAK HR FACTOR 0.563 0.500 0.000 0.250 0.600
APP/DEPART 9 / 9 2 / 2 0 / 1 1 / 0 0
Ferrari Ranch Rd

NORTH SIDE
Groveland Ln WEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
816
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.000 0.000 0.000
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0
Ferrari Ranch Rd

NORTH SIDE
Groveland Ln WEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
817
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 13
THURSDAY EAST & WEST: Groveland Ln CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 1 3 1 2 3 1 1 1 0 1.5 0.5 1
7:00 AM 0 1 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0
7:15 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
7:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
7:45 AM 0 0 0 0 3 0 0 1 1 0 0 0 5 0 0 0 0 0
8:00 AM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 0 3 0 0 11 0 0 1 1 0 0 0 16 0 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 50% 50% 0% 0% 0%
APP/DEPART 3 / 3 11 / 12 2 / 1 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 5 0 0 1 1 0 0 0 8 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 50% 50% 0% 0% 0%
PEAK HR FACTOR 0.250 0.417 0.250 0.000 0.400
APP/DEPART 1 / 1 5 / 6 2 / 1 0 / 0 0
03:00 PM 0 1 1 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
3:15 PM 0 1 0 0 0 0 0 0 1 1 0 0 3 0 0 0 0 0
3:30 PM 1 0 0 0 1 0 0 0 0 0 0 1 3 0 0 0 0 0
3:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
4:00 PM 0 2 0 0 3 0 0 0 0 0 0 0 5 0 0 0 0 0
4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 1 6 1 0 9 0 0 0 1 1 0 1 20 0 0 0 0 0
APPROACH % 13% 75% 13% 0% 100% 0% 0% 0% 100% 50% 0% 50% APP/DEPART 8 / 7 9 / 11 1 / 1 2 / 1 0

BEGIN PEAK HR
VOLUMES 0 1 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0
APPROACH % 0% 100% 0% 0% 100% 0% 0% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.250 0.500 0.000 0.000 0.750
APP/DEPART 1 / 1 2 / 2 0 / 0 0 / 0 0
Ferrari Ranch Rd

NORTH SIDE
Groveland LnWEST SIDE EAST SIDE Groveland Ln

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Groveland Ln Groveland Ln AM
7:45 AM
PM
5:00 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
818
T020624
DATE: LOCATION: PROJECT #: SC5421
Thu, May 29, 25 NORTH & SOUTH: LOCATION #: 14
EAST & WEST: CONTROL: SIGNAL
NOTES: AM ▲
PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1 0 0 0 0
7:00 AM 17 28 22 8 28 2 6 45 46 9 10 1 222 0 0 0 1 1
7:15 AM 17 38 19 17 26 4 3 66 58 9 15 4 276 0 0 0 0 0
7:30 AM 28 47 22 19 40 6 9 86 60 11 34 5 367 0 0 0 0 0
7:45 AM 60 54 32 46 62 3 12 112 58 12 56 9 516 0 0 0 0 0 8:00 AM 51 76 37 48 56 6 11 143 49 17 46 8 548 0 0 0 0 0 8:15 AM 50 70 25 23 45 3 14 102 53 26 45 16 472 0 0 0 2 2 8:30 AM 26 58 24 20 52 7 9 58 46 17 35 6 358 1 0 0 0 1
8:45 AM 32 47 30 17 37 5 7 65 31 16 24 3 314 0 0 0 1 1
VOLUMES 281 418 211 198 346 36 71 677 401 117 265 52 3,078 1 0 0 4 5 APPROACH % 31% 46% 23% 34% 60% 6% 6% 59% 35% 27% 61% 12% APP/DEPART 911 / 541 580 / 865 1,149 / 1,090 438 / 582 0

BEGIN PEAK HR
VOLUMES 189 247 116 136 203 18 46 443 220 66 181 38 1,905 0 0 0 2 APPROACH % 34% 45% 21% 38% 57% 5% 6% 62% 31% 23% 63% 13% PEAK HR FACTOR 0.841 0.804 0.873 0.806 0.869
APP/DEPART 552 / 331 357 / 489 709 / 697 287 / 388 0
03:00 PM 69 65 40 20 68 10 6 93 32 18 70 17 508 0 0 0 0 0 3:15 PM 31 84 27 37 44 5 8 76 38 30 82 5 467 0 0 0 0 0
3:30 PM 60 104 32 23 62 13 10 66 28 32 59 7 496 0 0 0 1 1 3:45 PM 79 103 21 24 69 18 16 69 35 37 59 18 548 0 0 0 1 1 4:00 PM 53 67 38 25 73 13 7 65 34 50 71 6 502 0 0 0 0 0 4:15 PM 71 74 38 20 63 16 8 73 40 35 55 8 501 0 0 0 1 1 4:30 PM 54 60 36 18 58 11 11 62 35 37 53 7 442 0 0 0 0 0 4:45 PM 64 76 45 32 75 14 14 49 37 24 62 6 498 0 0 0 1 1 5:00 PM 61 71 34 22 70 9 9 73 26 41 66 5 487 0 0 0 2 2
5:15 PM 86 81 39 20 71 14 7 64 34 45 68 6 535 0 0 0 0 0 5:30 PM 64 83 32 28 79 14 13 66 36 41 46 2 504 0 0 0 0 0 5:45 PM 63 92 39 26 76 20 13 61 33 38 46 6 513 0 0 0 1 1 VOLUMES 755 960 421 295 808 157 122 817 408 428 737 93 6,008 0 0 0 7 7 APPROACH % 35% 45% 20% 23% 64% 12% 9% 61% 30% 34% 58% 7% APP/DEPART 2,136 / 1,175 1,260 / 1,644 1,347 / 1,540 1,265 / 1,649 0

BEGIN PEAK HR
VOLUMES 263 348 129 92 267 60 41 273 137 154 244 39 2,050 0 0 0 3 APPROACH % 36% 47% 17% 22% 64% 14% 9% 61% 30% 35% 55% 9% PEAK HR FACTOR 0.911 0.944 0.932 0.866 0.934
APP/DEPART 740 / 428 419 / 558 451 / 497 440 / 567 0
Ferrari Ranch Rd

NORTH LEG
Joiner Pkwy WEST LEG EAST LEG Joiner Pkwy

SOUTH LEG
Ferrari Ranch Rd

N LEG S LEG E LEG W LEG TOTAL N LEG S LEG E LEG W LEG TOTAL NL SL EL WL TOTAL 7:00 AM 0 1 0 1 2 0 0 0 1 1 0 1 0 0 1
7:15 AM 1 3 0 2 6 1 3 0 2 6 0 0 0 0 0
7:30 AM 1 6 1 0 8 0 2 1 0 3 1 4 0 0 5
7:45 AM 1 3 1 1 6 1 3 1 1 6 0 0 0 0 0
8:00 AM 1 1 1 1 4 1 0 1 1 3 0 1 0 0 1
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 1 2 2 0 5 1 1 2 0 4 0 1 0 0 1
8:45 AM 0 1 0 0 1 0 0 0 0 0 0 1 0 0 1
TOTAL 5 17 5 5 32 4 9 5 5 23 1 8 0 0 9
3:00 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
3:15 PM 1 2 1 0 4 0 0 0 0 0 1 2 1 0 4
3:30 PM 2 0 1 3 6 0 0 0 3 3 2 0 1 0 3
3:45 PM 2 1 1 4 8 0 0 0 0 0 2 1 1 4 8
4:00 PM 0 2 2 1 5 0 0 0 0 0 0 2 2 1 5
4:15 PM 1 1 0 4 6 0 0 0 1 1 1 1 0 3 5
4:30 PM 1 1 2 0 4 0 0 0 0 0 1 1 2 0 4
4:45 PM 0 3 0 0 3 0 0 0 0 0 0 3 0 0 3
5:00 PM 1 2 0 1 4 0 0 0 0 0 1 2 0 1 4
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 1 0 0 0 1 0 0 0 0 0 1 0 0 0 1
5:45 PM 0 2 1 0 3 0 0 1 0 1 0 2 0 0 2
TOTAL 10 14 8 13 45 0 0 1 4 5 10 14 7 9 40

BICYCLE & SCOOTER CROSSINGS

AM PM AM
7:30 AM
PM
3:30 PM
ALL PED + BIKE & SCOOTER PEDESTRIAN CROSSINGS

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Lincoln
Ferrari Ranch Rd
Joiner Pkwy

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
819
1,840 193 1,154 493 TOTAL 1,716
1,260 157 808 295 PM 1,175
580 36 346 198 AM 541
438
1,265 1,703
2,231 1,649
582
52 93
145
265 737
1,002
TOTAL
PM
AM
117 428 545
193 122
71 AM
PM
TOTAL
1,494
817 677
809 408 401
1,090 1,540 2,630
2,496 1,347 1,149
865 AM 281 418 211 911
1,644 PM 755 960 421 2,136
2,509 TOTAL 1,036 1,378 632 3,047
776 78 470 228 TOTAL 759
419 60 267 92 PM 428
357 18 203 136 AM 331
287 440 727
955 567 388
38 39 77
181 244 425
TOTAL
PM
AM
AM 7:30 AM
8:45 AM
66 154 220
87 41 46
#N/A
AM
PM
TOTAL
716 273 443
PM 3:30 PM
3:45 PM
357 137 220
697 497
1,194
1,160
451 709
489 AM 189 247 116 552
558 PM 263 348 129 740
1,047 Total 452 595 245 1,292
Ferrari Ranch Rd
AimTD LLC

TURNING MOVEMENT COUNTS
Ferrari Ranch Rd
Joiner Pkwy
Joiner Pkwy

ALL HOURS
Ferrari Ranch Rd
Ferrari Ranch Rd
Joiner Pkwy
Joiner Pkwy

PEAK HOUR
Lincoln
SC5421
Attachment 6
820
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
NOTES: AM ▲
PCE Class 1 2 3 4 5 6 PM N
Adjusted Factor 1 1.5 2 3 2 2 MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 20 31 24 8 36 2 7 47 48 10 12 1 244 0
7:15 AM 20 39 19 18 31 4 5 70 63 9 15 4 297 0
7:30 AM 33 50 24 23 46 7 9 93 62 16 36 6 401 0
7:45 AM 60 56 34 47 65 4 16 115 63 13 59 9 538 0
8:00 AM 56 82 39 50 58 6 11 155 52 18 51 8 585 0
8:15 AM 51 74 28 23 49 3 21 105 57 27 46 16 498 0
8:30 AM 29 60 27 23 53 7 10 60 49 18 36 6 376 0
8:45 AM 33 50 32 18 44 6 7 68 32 18 25 3 333 0
VOLUMES 301 440 226 210 381 38 85 711 425 128 278 53 3,271 0 0 0 0 0 APPROACH % 31% 45% 23% 33% 61% 6% 7% 58% 35% 28% 61% 11% APP/DEPART 966 / 577 628 / 933 1,220 / 1,146 458 / 616 0

BEGIN PEAK HR
VOLUMES 200 261 124 143 217 19 57 466 234 73 191 39 2,021 APPROACH % 34% 45% 21% 38% 57% 5% 7% 62% 31% 24% 63% 13% PEAK HR FACTOR 0.826 0.819 0.869 0.853 0.864
APP/DEPART 585 / 356 379 / 523 756 / 733 302 / 409 0
03:00 PM 72 67 42 20 72 11 6 98 33 21 77 17 534 0
3:15 PM 31 88 28 38 45 5 8 76 38 32 84 5 477 0
3:30 PM 64 109 34 24 64 14 11 70 33 34 59 7 521 0
3:45 PM 81 103 21 24 78 19 16 69 38 38 65 18 568 0
4:00 PM 54 69 40 26 78 14 7 65 37 57 72 6 523 0
4:15 PM 74 77 39 20 64 16 9 74 40 35 57 8 511 0
4:30 PM 55 62 37 19 58 12 11 65 35 37 57 7 452 0
4:45 PM 65 78 46 32 83 15 14 50 40 24 64 6 515 0
5:00 PM 63 74 35 25 71 9 9 74 28 42 69 6 502 0
5:15 PM 90 85 39 20 71 14 7 65 35 47 69 6 546 0
5:30 PM 68 87 32 29 80 14 14 66 37 42 48 2 517 0
5:45 PM 64 99 39 27 79 20 15 64 33 38 47 6 530 0
VOLUMES 777 995 431 302 841 162 127 834 425 445 765 94 6,195 0 0 0 0 0 APPROACH % 35% 45% 20% 23% 64% 12% 9% 60% 31% 34% 59% 7% APP/DEPART 2,202 / 1,215 1,305 / 1,711 1,385 / 1,567 1,304 / 1,704 0

BEGIN PEAK HR
VOLUMES 272 357 133 93 284 63 43 278 147 163 253 39 2,123 APPROACH % 36% 47% 17% 21% 65% 14% 9% 59% 31% 36% 56% 9% PEAK HR FACTOR 0.925 0.915 0.950 0.845 0.934
APP/DEPART 762 / 439 439 / 594 468 / 504 455 / 587 0
Ferrari Ranch Rd

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]
Attachment 6
821
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
CLASS 1: NOTES: AM ▲

PASSENGER PM N
VEHICLES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 15 25 19 8 20 2 5 41 44 8 7 1 195 0 0 0 1 1
7:15 AM 15 37 19 15 22 4 1 59 52 9 15 4 252 0 0 0 0 0
7:30 AM 25 45 19 16 36 5 9 80 57 8 32 4 336 0 0 0 0 0
7:45 AM 60 50 31 45 60 2 9 108 54 11 53 9 492 0 0 0 0 0 8:00 AM 47 68 34 45 53 6 11 130 45 16 43 8 506 0 0 0 0 0 8:15 AM 48 65 23 23 42 3 6 100 49 24 44 16 443 0 0 0 2 2 8:30 AM 23 55 21 18 50 7 8 56 43 16 33 6 336 1 0 0 0 1
8:45 AM 31 43 27 16 30 4 7 60 29 15 23 3 288 0 0 0 1 1
VOLUMES 264 388 193 186 313 33 56 634 373 107 250 51 2,853 1 0 0 4 5 APPROACH % 31% 46% 23% 35% 59% 6% 5% 60% 35% 26% 61% 12% APP/DEPART 846 / 495 532 / 794 1,063 / 1,017 412 / 547 0

BEGIN PEAK HR
VOLUMES 180 228 107 129 191 16 35 418 205 59 172 37 1,779 0 0 0 2 APPROACH % 35% 44% 21% 38% 57% 5% 5% 64% 31% 22% 64% 14% PEAK HR FACTOR 0.864 0.785 0.884 0.785 0.879
APP/DEPART 515 / 300 336 / 455 658 / 656 270 / 368 0
03:00 PM 65 63 36 20 64 9 6 88 31 14 61 17 474 0 0 0 0 0 3:15 PM 31 79 25 36 43 5 8 76 38 29 79 5 454 0 0 0 0 0
3:30 PM 55 100 29 22 60 12 9 61 25 31 59 7 470 0 0 0 1 1 3:45 PM 76 103 21 24 60 17 16 69 31 36 52 18 523 0 0 0 1 1 4:00 PM 52 65 35 24 66 12 7 65 32 44 70 6 478 0 0 0 0 0 4:15 PM 67 70 37 20 62 16 7 71 40 35 52 8 485 0 0 0 1 1 4:30 PM 53 58 35 17 58 10 11 60 35 37 49 7 430 0 0 0 0 0 4:45 PM 63 72 44 32 66 12 14 48 32 24 60 6 473 0 0 0 1 1 5:00 PM 58 69 33 19 69 9 9 72 23 40 64 4 469 0 0 0 2 2
5:15 PM 83 78 39 20 71 14 7 63 33 44 67 6 525 0 0 0 0 0 5:30 PM 60 78 32 27 78 14 11 66 35 40 43 2 486 0 0 0 0 0 5:45 PM 62 87 39 25 74 20 12 59 33 38 45 6 500 0 0 0 1 1 VOLUMES 725 922 405 286 771 150 117 798 388 412 701 92 5,774 0 0 0 7 7 APPROACH % 35% 45% 20% 24% 64% 12% 9% 61% 30% 34% 58% 8% APP/DEPART 2,052 / 1,131 1,207 / 1,571 1,303 / 1,496 1,212 / 1,576 0

BEGIN PEAK HR
VOLUMES 250 338 122 90 248 57 39 266 128 146 233 39 1,959 0 0 0 3 APPROACH % 35% 48% 17% 23% 63% 14% 9% 61% 30% 35% 55% 9% PEAK HR FACTOR 0.888 0.968 0.917 0.877 0.935
APP/DEPART 710 / 416 395 / 522 433 / 481 421 / 540 0
Ferrari Ranch Rd

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd
AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
822
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
CLASS 2: NOTES: AM ▲
2-AXLE PM N
WORK MD ◄ W E ►

VEHICLES/ OTHER S
TRUCKS OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 0 1 2 0 4 0 1 4 1 0 3 0 16 0 0 0 0 0
7:15 AM 0 1 0 2 2 0 0 6 2 0 0 0 13 0 0 0 0 0
7:30 AM 1 1 3 0 1 1 0 3 2 1 1 1 15 0 0 0 0 0
7:45 AM 0 4 0 0 0 1 1 3 1 1 1 0 12 0 0 0 0 0
8:00 AM 0 6 2 2 3 0 0 7 2 0 0 0 22 0 0 0 0 0
8:15 AM 2 3 1 0 1 0 4 1 2 2 1 0 17 0 0 0 0 0
8:30 AM 2 2 2 0 2 0 1 1 1 1 2 0 14 0 0 0 0 0
8:45 AM 1 3 3 1 2 1 0 4 2 0 1 0 18 0 0 0 0 0
VOLUMES 6 21 13 5 15 3 7 29 13 5 9 1 127 0 0 0 0 0
APPROACH % 15% 53% 33% 22% 65% 13% 14% 59% 27% 33% 60% 7% APP/DEPART 40 / 29 23 / 33 49 / 47 15 / 18 0

BEGIN PEAK HR
VOLUMES 3 14 6 2 5 2 5 14 7 4 3 1 66 0 0 0 0
APPROACH % 13% 61% 26% 22% 56% 22% 19% 54% 27% 50% 38% 13% PEAK HR FACTOR 0.719 0.450 0.722 0.667 0.750
APP/DEPART 23 / 20 9 / 16 26 / 22 8 / 8 0
03:00 PM 3 1 4 0 2 0 0 3 1 3 4 0 21 0 0 0 0 0
3:15 PM 0 3 2 0 0 0 0 0 0 0 3 0 8 0 0 0 0 0
3:30 PM 4 1 3 1 0 0 0 4 1 0 0 0 14 0 0 0 0 0
3:45 PM 3 0 0 0 5 1 0 0 2 1 4 0 16 0 0 0 0 0
4:00 PM 0 0 3 1 4 0 0 0 1 1 0 0 10 0 0 0 0 0
4:15 PM 3 3 0 0 0 0 1 2 0 0 3 0 12 0 0 0 0 0
4:30 PM 1 1 0 1 0 1 0 1 0 0 1 0 6 0 0 0 0 0
4:45 PM 1 4 0 0 5 2 0 1 4 0 1 0 18 0 0 0 0 0
5:00 PM 3 1 1 2 1 0 0 0 2 0 1 1 12 0 0 0 0 0
5:15 PM 1 1 0 0 0 0 0 1 1 0 0 0 4 0 0 0 0 0
5:30 PM 3 4 0 0 1 0 2 0 1 1 3 0 15 0 0 0 0 0
5:45 PM 1 2 0 1 0 0 0 0 0 0 0 0 4 0 0 0 0 0
VOLUMES 23 21 13 6 18 4 3 12 13 6 20 1 140 0 0 0 0 0
APPROACH % 40% 37% 23% 21% 64% 14% 11% 43% 46% 22% 74% 4% APP/DEPART 57 / 25 28 / 37 28 / 31 27 / 47 0

BEGIN PEAK HR
VOLUMES 10 4 6 2 9 1 1 6 4 2 7 0 52 0 0 0 0
APPROACH % 50% 20% 30% 17% 75% 8% 9% 55% 36% 22% 78% 0% PEAK HR FACTOR 0.625 0.500 0.550 0.450 0.813
APP/DEPART 20 / 5 12 / 15 11 / 14 9 / 18 0
Ferrari Ranch Rd

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd
AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
823
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
CLASS 3: NOTES: AM ▲
3-AXLE PM N
TRUCKS MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 1 1 1 0 1 0 0 0 0 0 0 0 4 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 3 0 0 0 3 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 1 1 0 1 0 3 0 0 0 0 0
7:45 AM 0 0 0 1 0 0 0 1 0 0 2 0 4 0 0 0 0 0
8:00 AM 3 0 1 1 0 0 0 3 2 0 0 0 10 0 0 0 0 0
8:15 AM 0 2 0 0 1 0 3 0 1 0 0 0 7 0 0 0 0 0
8:30 AM 0 1 0 0 0 0 0 1 1 0 0 0 3 0 0 0 0 0
8:45 AM 0 1 0 0 3 0 0 1 0 0 0 0 5 0 0 0 0 0
VOLUMES 4 5 2 2 5 0 3 7 8 0 3 0 39 0 0 0 0 0
APPROACH % 36% 45% 18% 29% 71% 0% 17% 39% 44% 0% 100% 0% APP/DEPART 11 / 8 7 / 13 18 / 11 3 / 7 0

BEGIN PEAK HR
VOLUMES 3 2 1 2 1 0 3 5 4 0 3 0 24 0 0 0 0
APPROACH % 50% 33% 17% 67% 33% 0% 25% 42% 33% 0% 100% 0% PEAK HR FACTOR 0.375 0.750 0.600 0.375 0.600
APP/DEPART 6 / 5 3 / 5 12 / 8 3 / 6 0
03:00 PM 0 1 0 0 1 0 0 1 0 0 2 0 5 0 0 0 0 0
3:15 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
3:30 PM 0 1 0 0 1 1 1 0 0 0 0 0 4 0 0 0 0 0
3:45 PM 0 0 0 0 1 0 0 0 2 0 1 0 4 0 0 0 0 0
4:00 PM 1 0 0 0 3 0 0 0 0 1 1 0 6 0 0 0 0 0
4:15 PM 1 0 1 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0
4:30 PM 0 1 1 0 0 0 0 0 0 0 3 0 5 0 0 0 0 0
4:45 PM 0 0 1 0 2 0 0 0 1 0 1 0 5 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 1 1 0 0 0 2 0 0 0 0 0
5:15 PM 1 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 1 0 0 1 0 2 0 0 0 0 0
VOLUMES 3 4 3 0 10 1 1 3 4 1 10 0 40 0 0 0 0 0
APPROACH % 30% 40% 30% 0% 91% 9% 13% 38% 50% 9% 91% 0%
APP/DEPART 10 / 5 11 / 15 8 / 6 11 / 14 0

BEGIN PEAK HR
VOLUMES 2 1 1 0 6 1 1 0 2 1 2 0 17 0 0 0 0
APPROACH % 50% 25% 25% 0% 86% 14% 33% 0% 67% 33% 67% 0% PEAK HR FACTOR 0.500 0.583 0.375 0.375 0.708
APP/DEPART 4 / 2 7 / 9 3 / 1 3 / 5 0
Ferrari Ranch Rd

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd
AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
824
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
CLASS 4: NOTES: AM ▲
4 OR MORE PM N
AXLE MD ◄ W E ►

TRUCKS OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 1 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
7:15 AM 1 0 0 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0
7:30 AM 2 1 0 1 2 0 0 2 0 2 0 0 10 0 0 0 0 0
7:45 AM 0 0 1 0 1 0 1 0 1 0 0 0 4 0 0 0 0 0
8:00 AM 1 1 0 0 0 0 0 2 0 0 2 0 6 0 0 0 0 0
8:15 AM 0 0 1 0 1 0 1 1 1 0 0 0 5 0 0 0 0 0
8:30 AM 1 0 1 1 0 0 0 0 0 0 0 0 3 0 0 0 0 0
8:45 AM 0 0 0 0 1 0 0 0 0 1 0 0 2 0 0 0 0 0
VOLUMES 6 2 3 2 9 0 2 5 2 3 2 0 36 0 0 0 0 0
APPROACH % 55% 18% 27% 18% 82% 0% 22% 56% 22% 60% 40% 0% APP/DEPART 11 / 4 11 / 14 9 / 10 5 / 8 0

BEGIN PEAK HR
VOLUMES 3 2 2 1 4 0 2 5 2 2 2 0 25 0 0 0 0
APPROACH % 43% 29% 29% 20% 80% 0% 22% 56% 22% 50% 50% 0% PEAK HR FACTOR 0.583 0.417 0.750 0.500 0.625
APP/DEPART 7 / 4 5 / 8 9 / 8 4 / 5 0
03:00 PM 0 0 0 0 1 0 0 1 0 0 0 0 2 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
3:30 PM 1 1 0 0 0 0 0 1 2 1 0 0 6 0 0 0 0 0
3:45 PM 0 0 0 0 2 0 0 0 0 0 1 0 3 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 1 1 0 0 2 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 1 0 0 0 0 1 0 0 0 0 0
4:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 1 0 1 0 0 0 0 0 0 1 0 3 0 0 0 0 0
5:15 PM 1 1 0 0 0 0 0 0 0 1 0 0 3 0 0 0 0 0
5:30 PM 1 1 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0
5:45 PM 0 3 0 0 1 0 1 1 0 0 0 0 6 0 0 0 0 0
VOLUMES 3 7 0 1 5 0 1 4 3 4 2 0 30 0 0 0 0 0
APPROACH % 30% 70% 0% 17% 83% 0% 13% 50% 38% 67% 33% 0% APP/DEPART 10 / 8 6 / 12 8 / 5 6 / 5 0

BEGIN PEAK HR
VOLUMES 1 1 0 0 2 0 0 1 3 2 1 0 11 0 0 0 0
APPROACH % 50% 50% 0% 0% 100% 0% 0% 25% 75% 67% 33% 0%
PEAK HR FACTOR 0.250 0.250 0.333 0.750 0.458
APP/DEPART 2 / 1 2 / 7 4 / 1 3 / 2 0
Ferrari Ranch Rd

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd
AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
825
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
CLASS 5: NOTES: AM ▲

RV PM N
MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:30 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
7:45 AM 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0 0
8:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 1 0 0 1 0 0 0 0 0 2 0 0 0 0 0
APPROACH % 0% 0% 0% 100% 0% 0% 100% 0% 0% 0% 0% 0%
APP/DEPART 0 / 1 1 / 0 1 / 1 0 / 0 0

BEGIN PEAK HR
VOLUMES 0 0 0 0 0 0 1 0 0 0 0 0 1 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 100% 0% 0% 0% 0% 0%
PEAK HR FACTOR 0.000 0.000 0.250 0.000 0.250
APP/DEPART 0 / 1 0 / 0 1 / 0 0 / 0 0
03:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
VOLUMES 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
APPROACH % 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0% 0%
APP/DEPART 0 / 0 0 / 0 0 / 0 0 / 0 0

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd
AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
826
DATE: LOCATION: Lincoln PROJECT #: SC5421
5/29/25 NORTH & SOUTH: Ferrari Ranch Rd LOCATION #: 14
THURSDAY EAST & WEST: Joiner Pkwy CONTROL: SIGNAL
CLASS 6: NOTES: AM ▲
PM N
BUSES MD ◄ W E ►

OTHER S
OTHER ▼

NORTHBOUND SOUTHBOUND EASTBOUND WESTBOUND

NL NT NR SL ST SR EL ET ER WL WT WR TOTAL NB SB EB WB TTL LANES: 2 2 1 2 2 1 1 2 1 2 2 1
7:00 AM 0 1 0 0 1 0 0 0 1 1 0 0 4 0 0 0 0 0
7:15 AM 1 0 0 0 0 0 2 1 1 0 0 0 5 0 0 0 0 0
7:30 AM 0 0 0 2 1 0 0 0 0 0 0 0 3 0 0 0 0 0
7:45 AM 0 0 0 0 1 0 0 0 2 0 0 0 3 0 0 0 0 0
8:00 AM 0 1 0 0 0 0 0 1 0 1 1 0 4 0 0 0 0 0
8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
8:30 AM 0 0 0 0 0 0 0 0 1 0 0 0 1 0 0 0 0 0
8:45 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 1 2 0 2 4 0 2 2 5 2 1 0 21 0 0 0 0 0
APPROACH % 33% 67% 0% 33% 67% 0% 22% 22% 56% 67% 33% 0% APP/DEPART 3 / 4 6 / 11 9 / 4 3 / 2 0

BEGIN PEAK HR
VOLUMES 0 1 0 2 2 0 0 1 2 1 1 0 10 0 0 0 0
APPROACH % 0% 100% 0% 50% 50% 0% 0% 33% 67% 50% 50% 0%
PEAK HR FACTOR 0.250 0.333 0.375 0.250 0.625
APP/DEPART 1 / 1 4 / 5 3 / 3 2 / 1 0
03:00 PM 1 0 0 0 0 1 0 0 0 1 3 0 6 0 0 0 0 0
3:15 PM 0 1 0 1 0 0 0 0 0 0 0 0 2 0 0 0 0 0
3:30 PM 0 1 0 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0
3:45 PM 0 0 0 0 1 0 0 0 0 0 1 0 2 0 0 0 0 0
4:00 PM 0 2 0 0 0 1 0 0 0 3 0 0 6 0 0 0 0 0
4:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
4:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
5:00 PM 0 0 0 0 0 0 0 0 0 1 0 0 1 0 0 0 0 0
5:15 PM 0 1 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:30 PM 0 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0
5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0
VOLUMES 1 6 0 2 4 2 0 0 0 5 4 0 24 0 0 0 0 0
APPROACH % 14% 86% 0% 25% 50% 25% 0% 0% 0% 56% 44% 0%
APP/DEPART 7 / 6 8 / 9 0 / 2 9 / 7 0

BEGIN PEAK HR
VOLUMES 0 4 0 0 2 1 0 0 0 3 1 0 11 0 0 0 0
APPROACH % 0% 100% 0% 0% 67% 33% 0% 0% 0% 75% 25% 0%
PEAK HR FACTOR 0.500 0.750 0.000 0.333 0.458
APP/DEPART 4 / 4 3 / 5 0 / 0 4 / 2 0
Ferrari Ranch Rd

NORTH SIDE
Joiner Pkwy WEST SIDE EAST SIDE Joiner Pkwy

SOUTH SIDE
Ferrari Ranch Rd
AM
7:30 AM
PM
3:30 PM

INTERSECTION TURNING MOVEMENT COUNTS
PREPARED BY: AimTD LLC. tel: 714 253 7888 [email protected]

U-TURNS
Ferrari Ranch Rd Ferrari Ranch Rd Joiner Pkwy Joiner Pkwy Attachment 6
827
P
Appendix D. Existing
Conditions LOS Results
Attachment 6
828
HCM 7th AWSC Existing Conditions
1: Fiddyment Rd & Moore Rd Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 6 15 107 12 11 112
Future Vol, veh/h 6 15 107 12 11 112
Peak Hour Factor 0.94 0.94 0.94 0.94 0.94 0.94
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 6 16 114 13 12 119
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach Right NB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 7 8.2 7.3

HCM LOS A A A
Lane NBLn1 EBLn1 WBLn1
Vol Left, % 9% 0% 90%
Vol Thru, % 0% 29% 10%
Vol Right, % 91% 71% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 123 21 119
LT Vol 11 0 107
Through Vol 0 6 12
RT Vol 112 15 0
Lane Flow Rate 131 22 127
Geometry Grp 111
Degree of Util (X) 0.134 0.024 0.154
Departure Headway (Hd) 3.68 3.85 4.378
Convergence, Y/N Yes Yes Yes
Cap 958 918 817
Service Time 1.766 1.922 2.417
HCM Lane V/C Ratio 0.137 0.024 0.155
HCM Control Delay, s/veh 7.3 7 8.2
HCM Lane LOS A A A
HCM 95th-tile Q 0.5 0.1 0.5
Attachment 6
829
HCM 7th TWSC Existing Conditions
2: Moore Rd & Nelson Ln Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 5.3
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 89 33 50 9 6 73
Future Vol, veh/h 89 33 50 9 6 73
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 92 92 92 92 92 92
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 97 36 54 10 7 79
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 64 0 - 0 289 59
Stage 1 - - - - 59 -
Stage 2 - - - - 229 -
Critical Hdwy 4.13 - - - 6.43 6.23
Critical Hdwy Stg 1 - - - - 5.43 -
Critical Hdwy Stg 2 - - - - 5.43 -
Follow-up Hdwy 2.227 - - - 3.527 3.327
Pot Cap-1 Maneuver 1532 - - - 700 1004
Stage 1 - - - - 961 -
Stage 2 - - - - 806 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1532 - - - 655 1004
Mov Cap-2 Maneuver - - - - 655 -
Stage 1 - - - - 899 -
Stage 2 - - - - 806 -
Approach EB WB SB
HCM Ctrl Dly, s/v 5.48 0 9.1

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 1313 - - - 965
HCM Lane V/C Ratio 0.063 - - - 0.089
HCM Ctrl Dly (s/v) 7.5 0 - - 9.1
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.3
Attachment 6
830
HCM 7th AWSC Existing Conditions
3: Caledon Circle (West) & Ferrari Ranch Rd Existing AM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 8.7
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 14 1 87 28 4 149
Future Vol, veh/h 14 1 87 28 4 149
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81
Heavy Vehicles, % 8 8 8 8 8 8
Mvmt Flow 17 1 107 35 5 184
Number of Lanes 101111
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 2 1
Conflicting Approach Right NB WB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 8.2 9.1 8.4

HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2
Vol Left, % 100% 0% 0% 100% 0%
Vol Thru, % 0% 0% 93% 0% 100%
Vol Right, % 0% 100% 7% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 4 149 15 87 28
LT Vol 4 0 0 87 0
Through Vol 0 0 14 0 28
RT Vol 0 149 1 0 0
Lane Flow Rate 5 184 19 107 35
Geometry Grp 5 5 3b 5 5
Degree of Util (X) 0.008 0.224 0.026 0.167 0.049
Departure Headway (Hd) 5.582 4.379 5.018 5.588 5.086
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 644 822 714 643 706
Service Time 3.293 2.09 3.043 3.308 2.806
HCM Lane V/C Ratio 0.008 0.224 0.027 0.166 0.05
HCM Control Delay, s/veh 8.3 8.4 8.2 9.4 8.1
HCM Lane LOS AAAAA
HCM 95th-tile Q 0 0.9 0.1 0.6 0.2
Attachment 6
831
HCM 7th AWSC Existing Conditions
4: Moore Rd & Sorrento Pkwy Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 7.7
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 3 48 40 16 47 6
Future Vol, veh/h 3 48 40 16 47 6
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 3 54 45 18 53 7
Number of Lanes 0 11011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 1
HCM Control Delay, s/veh 7.5 7.3 8.2

HCM LOS A A A
Lane EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 6% 0% 100% 0%
Vol Thru, % 94% 71% 0% 0%
Vol Right, % 0% 29% 0% 100%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 51 56 47 6
LT Vol 3 0 47 0
Through Vol 48 40 0 0
RT Vol 0 16 0 6
Lane Flow Rate 57 63 53 7
Geometry Grp 2255
Degree of Util (X) 0.065 0.068 0.077 0.008
Departure Headway (Hd) 4.096 3.909 5.243 4.041
Convergence, Y/N Yes Yes Yes Yes
Cap 864 905 681 880
Service Time 2.169 1.983 2.993 1.791
HCM Lane V/C Ratio 0.066 0.07 0.078 0.008
HCM Control Delay, s/veh 7.5 7.3 8.4 6.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.2 0.2 0.2 0
Attachment 6
832
HCM 7th TWSC Existing Conditions
5: Marina Grande Way/Torino Way & Sorrento Pkwy Existing AM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 2.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 4 88 2 4 51 9 2 0 9 23 1 3
Future Vol, veh/h 4 88 2 4 51 9 2 0 9 23 1 3
Conflicting Peds, #/hr 0 0 4 0 0 2 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 84 84 84 84 84 84 84 84 84 84 84 84
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 5 105 2 5 61 11 2 0 11 27 1 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 73 0 0 111 0 0 190 202 110 192 198 68 Stage 1 - - - - - - 119 119 - 78 78 -
Stage 2 - - - - - - 71 83 - 114 121 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1526 - - 1479 - - 770 694 943 768 697 995 Stage 1 - - - - - - 885 797 - 931 830 -
Stage 2 - - - - - - 939 826 - 891 796 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1523 - - 1473 - - 758 685 940 753 689 993 Mov Cap-2 Maneuver - - - - - - 758 685 - 753 689 -
Stage 1 - - - - - - 879 791 - 926 826 -
Stage 2 - - - - - - 931 822 - 877 790 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.31 0.47 9.06 9.87

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 900 76 - - 109 - - 771
HCM Lane V/C Ratio 0.015 0.003 - - 0.003 - - 0.042
HCM Ctrl Dly (s/v) 9.1 7.4 0 - 7.5 0 - 9.9
HCM Lane LOS A A A - A A - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1
Attachment 6
833
HCM 7th AWSC Existing Conditions
6: Sorrento Pkwy & Lucca Ln/Portello Way Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 1 2 44 188 0 2 24 63 66 1 116 0
Future Vol, veh/h 1 2 44 188 0 2 24 63 66 1 116 0
Peak Hour Factor 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 0.81 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1
Mvmt Flow 1 2 54 232 0 2 30 78 81 1 143 0
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 7.9 10.4 9.1 9.1

HCM LOSA B A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 16% 2% 99% 1%
Vol Thru, % 41% 4% 0% 99%
Vol Right, % 43% 94% 1% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 153 47 190 117
LT Vol 24 1 188 1
Through Vol 63 2 0 116
RT Vol 66 44 2 0
Lane Flow Rate 189 58 235 144
Geometry Grp 1111
Degree of Util (X) 0.241 0.072 0.323 0.195
Departure Headway (Hd) 4.595 4.453 4.956 4.869
Convergence, Y/N Yes Yes Yes Yes
Cap 778 797 722 734
Service Time 2.646 2.521 3.009 2.925
HCM Lane V/C Ratio 0.243 0.073 0.325 0.196
HCM Control Delay, s/veh 9.1 7.9 10.4 9.1
HCM Lane LOS AABA
HCM 95th-tile Q 0.9 0.2 1.4 0.7
Attachment 6
834
HCM 7th TWSC Existing Conditions
7: Sorrento Pkwy & Benvenito Ln Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 1.5
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 58 0 152 33 3 345
Future Vol, veh/h 58 0 152 33 3 345
Conflicting Peds, #/hr 0 0 0 5 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 82 82 82 82 82 82
Heavy Vehicles, % 1 1 1 1 1 1
Mvmt Flow 71 0 185 40 4 421
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 639 210 0 0 231 0
Stage 1 210 -----
Stage 2 428 -----
Critical Hdwy 6.41 6.21 - - 4.11 -
Critical Hdwy Stg 1 5.41 - - - - -
Critical Hdwy Stg 2 5.41 - - - - -
Follow-up Hdwy 3.509 3.309 - - 2.209 -
Pot Cap-1 Maneuver 442 832 - - 1343 -
Stage 1 827 -----
Stage 2 659 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 438 828 - - 1337 -
Mov Cap-2 Maneuver 438 -----
Stage 1 823 -----
Stage 2 657 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 14.78 0 0.07

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 438 16 -
HCM Lane V/C Ratio - - 0.161 0.003 -
HCM Ctrl Dly (s/v) - - 14.8 7.7 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.6 0 -
Attachment 6
835
HCM 7th AWSC Existing Conditions
8: Ferrari Ranch Rd & Sorrento Pkwy Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 11
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 13 172 100 173 381 21
Future Vol, veh/h 13 172 100 173 381 21
Peak Hour Factor 0.82 0.82 0.82 0.82 0.82 0.82
Heavy Vehicles, % 4 4 4 4 4 4
Mvmt Flow 16 210 122 211 465 26
Number of Lanes 122121
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 3 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 3 3
HCM Control Delay, s/veh 9.8 8.9 13

HCM LOS A A B
Lane EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 0% 0% 0% 100% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 0% 0% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 13 86 86 50 50 173 191 191 21
LT Vol 13 0 0 0 0 0 191 191 0
Through Vol 0 86 86 50 500000
RT Vol 0 0 0 0 0 173 0 0 21
Lane Flow Rate 16 105 105 61 61 211 232 232 26
Geometry Grp 666666555
Degree of Util (X) 0.032 0.196 0.144 0.112 0.112 0.24 0.41 0.41 0.024 Departure Headway (Hd) 7.229 6.722 4.928 6.601 6.601 4.099 6.35 6.35 3.388 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 495 533 725 542 542 871 567 567 1054
Service Time 4.98 4.472 2.677 4.351 4.351 1.848 4.08 4.08 1.118 HCM Lane V/C Ratio 0.032 0.197 0.145 0.113 0.113 0.242 0.409 0.409 0.025 HCM Control Delay, s/veh 10.2 11.1 8.5 10.2 10.2 8.2 13.4 13.4 6.2 HCM Lane LOS BBABBABBA
HCM 95th-tile Q 0.1 0.7 0.5 0.4 0.4 0.9 2 2 0.1
Attachment 6
836
HCM 7th Signalized Intersection Summary Existing Conditions 9: Caledon Circle (East)/Courtyard Loop & Ferrari Ranch Rd Existing AM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 1 523 30 365 251 21 23 5 701 51 11 2 Future Volume (veh/h) 1 523 30 365 251 21 23 5 701 51 11 2 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.99 1.00 0.97 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 1 588 7 410 282 15 26 6 404 57 12 0 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 5 824 365 504 1289 797 345 80 606 222 47 238 Arrive On Green 0.00 0.23 0.23 0.15 0.36 0.36 0.24 0.24 0.24 0.15 0.15 0.00 Sat Flow, veh/h 1781 3554 1575 3456 3554 1542 1460 337 1585 1484 312 1585 Grp Volume(v), veh/h 1 588 7 410 282 15 32 0 404 69 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1575 1728 1777 1542 1797 0 1585 1796 0 1585 Q Serve(g_s), s 0.0 12.6 0.3 9.5 4.6 0.4 1.1 0.0 17.5 2.8 0.0 0.0 Cycle Q Clear(g_c), s 0.0 12.6 0.3 9.5 4.6 0.4 1.1 0.0 17.5 2.8 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.81 1.00 0.83 1.00
Lane Grp Cap(c), veh/h 5 824 365 504 1289 797 425 0 606 269 0 238 V/C Ratio(X) 0.20 0.71 0.02 0.81 0.22 0.02 0.08 0.00 0.67 0.26 0.00 0.00 Avail Cap(c_a), veh/h 322 1713 759 833 1713 981 433 0 613 1082 0 955 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 0.00 Uniform Delay (d), s/veh 41.3 29.3 24.6 34.4 18.3 10.0 24.6 0.0 21.3 31.2 0.0 0.0 Incr Delay (d2), s/veh 7.4 1.2 0.0 1.2 0.0 0.0 0.1 0.0 2.5 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/ln0.0 5.3 0.1 3.9 1.8 0.2 0.5 0.0 6.5 1.2 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 48.7 30.5 24.6 35.6 18.3 10.0 24.7 0.0 23.8 31.6 0.0 0.0 LnGrp LOS D C C D B A C C C
Approach Vol, veh/h 596 707 436 69
Approach Delay, s/veh 30.5 28.2 23.8 31.6
Approach LOSCCCC
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 24.7 5.7 35.6 16.9 16.6 24.7
Change Period (Y+Rc), s 5.1 5.5 5.5 4.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 15.0 40.0 50.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 19.5 2.0 6.6 4.8 11.5 14.6 Green Ext Time (p_c), s 0.1 0.0 1.2 0.3 0.6 4.1
Intersection Summary
HCM 7th Control Delay, s/veh 28.0
HCM 7th LOS C
Attachment 6
837
HCM 7th Signalized Intersection Summary Existing Conditions 10: SR65 SB Ramps & Ferrari Ranch Rd Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 446 828 0 612 567 0 0 0 121 0 26 Future Volume (veh/h) 0 446 828 0 612 567 0 0 0 121 0 26 Initial Q (Qb), veh 0 0 0 0 0 0 000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 501 538 0 688 0 136 0 2
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 0 2 2 0 2 2 222
Cap, veh/h 0 878 783 0 2523 320 0 285
Arrive On Green 0.00 0.49 0.49 0.00 0.49 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 1870 1585 0 5274 1585 1781 0 1585
Grp Volume(v), veh/h 0 501 538 0 688 0 136 0 2
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1702 1585 1781 0 1585 Q Serve(g_s), s 0.0 6.1 8.0 0.0 2.4 0.0 2.1 0.0 0.0
Cycle Q Clear(g_c), s 0.0 6.1 8.0 0.0 2.4 0.0 2.1 0.0 0.0 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 878 783 0 2523 320 0 285
V/C Ratio(X) 0.00 0.57 0.69 0.00 0.27 0.43 0.00 0.01
Avail Cap(c_a), veh/h 0 2297 2049 0 6600 1727 0 1536
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 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.5 6.0 0.0 4.6 0.0 11.3 0.0 10.4 Incr Delay (d2), s/veh 0.0 0.2 0.4 0.0 0.0 0.0 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.9 1.1 0.0 0.3 0.0 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 5.7 6.4 0.0 4.6 0.0 11.6 0.0 10.4 LnGrp LOS A A A B B
Approach Vol, veh/h 1039 688 138
Approach Delay, s/veh 6.1 4.6 11.6
Approach LOS A A B
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 20.7 10.3 20.7
Change Period (Y+Rc), s 5.4 4.7 5.4
Max Green Setting (Gmax), s 40.0 30.0 40.0
Max Q Clear Time (g_c+I1), s 10.0 4.1 4.4
Green Ext Time (p_c), s 5.0 0.4 3.1
Intersection Summary
HCM 7th Control Delay, s/veh 5.9
HCM 7th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
838
HCM 7th Signalized Intersection Summary Existing Conditions 11: SR65 NB Ramps & Ferrari Ranch Rd Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 488 0 0 817 91 383 0 392 0 0 0 Future Volume (veh/h) 44 488 0 0 817 91 383 0 392 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 49 542 0 0 908 0 426 0 83
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 0 0 3 3 3 3 3
Cap, veh/h 131 1873 0 0 1602 662 0 589
Arrive On Green 0.07 0.53 0.00 0.00 0.32 0.00 0.19 0.00 0.19 Sat Flow, veh/h 1767 3618 0 0 5233 1572 3534 0 3145
Grp Volume(v), veh/h 49 542 0 0 908 0 426 0 83
Grp Sat Flow(s),veh/h/ln 1767 1763 0 0 1689 1572 1767 0 1572 Q Serve(g_s), s 1.0 3.3 0.0 0.0 5.7 0.0 4.3 0.0 0.8
Cycle Q Clear(g_c), s 1.0 3.3 0.0 0.0 5.7 0.0 4.3 0.0 0.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 131 1873 0 0 1602 662 0 589
V/C Ratio(X) 0.37 0.29 0.00 0.00 0.57 0.64 0.00 0.14
Avail Cap(c_a), veh/h 954 3676 0 0 5282 2764 0 2460
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 16.9 5.0 0.0 0.0 10.9 0.0 14.4 0.0 13.0 Incr Delay (d2), s/veh 0.7 0.0 0.0 0.0 0.1 0.0 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 %ile BackOfQ(50%),veh/ln0.4 0.5 0.0 0.0 1.5 0.0 1.3 0.0 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 17.6 5.0 0.0 0.0 11.0 0.0 14.8 0.0 13.1 LnGrp LOS B A B B B
Approach Vol, veh/h 591 908 509
Approach Delay, s/veh 6.1 11.0 14.5
Approach LOS A B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 25.8 8.2 17.5 12.6
Change Period (Y+Rc), s 5.4 5.4 * 5.4 5.4
Max Green Setting (Gmax), s 40.0 20.7 * 40 30.0
Max Q Clear Time (g_c+I1), s 5.3 3.0 7.7 6.3
Green Ext Time (p_c), s 2.3 0.0 4.3 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 10.5
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th 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.

Attachment 6
839
HCM 7th Signalized Intersection Summary Existing Conditions 12: Ferrari Ranch Rd & Groveland Ln Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 36 284 206 56 90 224 496 105 72 414 8 Future Volume (veh/h) 23 36 284 206 56 90 224 496 105 72 414 8 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.98 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 26 40 92 147 181 7 252 557 27 81 465 1 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 276 77 177 296 311 260 306 1130 344 469 945 293 Arrive On Green 0.15 0.15 0.15 0.17 0.17 0.17 0.17 0.22 0.22 0.14 0.19 0.19 Sat Flow, veh/h 1781 498 1145 1781 1870 1564 1781 5106 1556 3456 5106 1585 Grp Volume(v), veh/h 26 0 132 147 181 7 252 557 27 81 465 1 Grp Sat Flow(s),veh/h/ln 1781 0 1643 1781 1870 1564 1781 1702 1556 1728 1702 1585 Q Serve(g_s), s 0.8 0.0 4.4 4.5 5.4 0.2 8.2 5.7 0.8 1.2 4.9 0.0 Cycle Q Clear(g_c), s 0.8 0.0 4.4 4.5 5.4 0.2 8.2 5.7 0.8 1.2 4.9 0.0 Prop In Lane 1.00 0.70 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 276 0 254 296 311 260 306 1130 344 469 945 293 V/C Ratio(X) 0.09 0.00 0.52 0.50 0.58 0.03 0.82 0.49 0.08 0.17 0.49 0.00 Avail Cap(c_a), veh/h 891 0 822 1337 1404 1174 743 3407 1038 1441 3407 1057 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 21.7 0.0 23.3 22.7 23.1 20.9 23.9 20.4 18.5 22.9 21.9 19.9 Incr Delay (d2), s/veh 0.1 0.0 1.6 1.3 1.7 0.0 2.1 0.3 0.1 0.1 0.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 1.8 1.9 2.4 0.1 3.2 2.0 0.3 0.5 1.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.9 0.0 24.9 24.0 24.8 21.0 26.1 20.7 18.6 23.0 22.3 19.9 LnGrp LOS C C C C C C C B C C B
Approach Vol, veh/h 158 335 836 547
Approach Delay, s/veh 24.4 24.4 22.3 22.4
Approach LOSCCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s12.6 18.9 14.6 14.8 16.7 13.9
Change Period (Y+Rc), s 4.5 5.6 4.6 4.5 5.6 4.6
Max Green Setting (Gmax), s 25.0 40.0 45.0 25.0 40.0 30.0 Max Q Clear Time (g_c+I1), s 3.2 7.7 7.4 10.2 6.9 6.4
Green Ext Time (p_c), s 0.1 4.0 1.6 0.3 3.2 0.8
Intersection Summary
HCM 7th Control Delay, s/veh 22.9
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 6
840
HCM 7th Signalized Intersection Summary Existing Conditions 13: Ferrari Ranch Rd & Joiner Pkwy Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 46 443 220 68 181 38 189 247 116 136 203 18 Future Volume (veh/h) 46 443 220 68 181 38 189 247 116 136 203 18 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 53 509 0 78 208 8 217 284 18 156 233 3 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 146 813 383 915 399 485 825 367 468 808 359
Arrive On Green 0.08 0.23 0.00 0.11 0.26 0.26 0.14 0.23 0.23 0.14 0.23 0.23 Sat Flow, veh/h 1767 3526 1572 3428 3526 1538 3428 3526 1566 3428 3526 1568 Grp Volume(v), veh/h 53 509 0 78 208 8 217 284 18 156 233 3 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1538 1714 1763 1566 1714 1763 1568 Q Serve(g_s), s 2.0 9.0 0.0 1.4 3.2 0.3 4.0 4.7 0.6 2.9 3.8 0.1 Cycle Q Clear(g_c), s 2.0 9.0 0.0 1.4 3.2 0.3 4.0 4.7 0.6 2.9 3.8 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 813 383 915 399 485 825 367 468 808 359 V/C Ratio(X) 0.36 0.63 0.20 0.23 0.02 0.45 0.34 0.05 0.33 0.29 0.01 Avail Cap(c_a), veh/h 380 1771 738 1771 773 1230 2024 899 738 2024 900 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 30.2 24.1 0.0 28.1 20.3 19.2 27.4 22.2 20.7 27.2 22.2 20.7 Incr Delay (d2), s/veh 1.5 0.8 0.0 0.3 0.1 0.0 0.6 0.2 0.1 0.4 0.2 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.8 3.5 0.0 0.6 1.2 0.1 1.6 1.8 0.2 1.1 1.5 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 31.7 24.9 0.0 28.4 20.4 19.2 28.1 22.5 20.7 27.6 22.4 20.7 LnGrp LOS C C C C B C C C C C C
Approach Vol, veh/h 562 294 519 392
Approach Delay, s/veh 25.5 22.5 24.8 24.4
Approach LOSCCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.3 21.6 14.3 21.5 10.3 23.6 14.0 21.8 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 15.0 35.0 25.0 40.0 15.0 35.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 3.4 11.0 6.0 5.8 4.0 5.2 4.9 6.7 Green Ext Time (p_c), s 0.1 3.2 0.6 1.5 0.1 1.3 0.3 1.8 Intersection Summary
HCM 7th Control Delay, s/veh 24.6
HCM 7th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
841
HCM 7th Signalized Intersection Summary Existing Conditions 14: Nelson Ln & SR 65 Existing AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 44 921 27 8 896 315 59 43 8 609 51 56 Future Volume (veh/h) 44 921 27 8 896 315 59 43 8 609 51 56 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 1826 Adj Flow Rate, veh/h 45 940 28 8 914 321 60 44 8 621 52 57 Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Percent Heavy Veh, % 5 5 5 5 5 5 5 5 5 5 5 5
Cap, veh/h 260 1397 623 27 1158 837 301 152 129 700 368 312 Arrive On Green 0.08 0.40 0.40 0.01 0.33 0.33 0.09 0.08 0.08 0.21 0.20 0.20 Sat Flow, veh/h 3374 3469 1547 3374 3469 1547 3374 1826 1547 3374 1826 1547 Grp Volume(v), veh/h 45 940 28 8 914 321 60 44 8 621 52 57 Grp Sat Flow(s),veh/h/ln 1687 1735 1547 1687 1735 1547 1687 1826 1547 1687 1826 1547 Q Serve(g_s), s 1.1 18.9 0.9 0.2 20.3 10.2 1.4 1.9 0.4 15.2 2.0 2.6 Cycle Q Clear(g_c), s 1.1 18.9 0.9 0.2 20.3 10.2 1.4 1.9 0.4 15.2 2.0 2.6 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 260 1397 623 27 1158 837 301 152 129 700 368 312 V/C Ratio(X) 0.17 0.67 0.04 0.29 0.79 0.38 0.20 0.29 0.06 0.89 0.14 0.18 Avail Cap(c_a), veh/h 397 3672 1638 159 3672 1959 397 215 182 794 429 364 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 36.7 20.8 15.5 41.9 25.6 11.3 35.9 36.6 35.9 32.7 27.9 28.1 Incr Delay (d2), s/veh 0.1 0.4 0.0 2.2 0.9 0.2 0.1 0.8 0.1 10.1 0.1 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.4 6.6 0.3 0.1 7.4 2.8 0.5 0.8 0.1 6.6 0.8 0.9 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 36.8 21.2 15.5 44.1 26.6 11.5 36.0 37.4 36.1 42.9 28.0 28.3 LnGrp LOS D C B D C B D D D D C C
Approach Vol, veh/h 1013 1243 112 730
Approach Delay, s/veh 21.8 22.8 36.6 40.7
Approach LOSCCDD
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s12.3 36.4 23.4 12.9 6.5 42.2 13.4 22.9 Change Period (Y+Rc), s 5.8 8.0 5.8 5.8 5.8 8.0 5.8 5.8 Max Green Setting (Gmax), s 10.0 90.0 20.0 10.0 4.0 90.0 10.0 20.0 Max Q Clear Time (g_c+I1), s 3.1 22.3 17.2 3.9 2.2 20.9 3.4 4.6 Green Ext Time (p_c), s 0.0 6.1 0.4 0.0 0.0 5.4 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 27.2
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Attachment 6
842
HCM 7th AWSC Existing Conditions
1: Fiddyment Rd & Moore Rd Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 32 8 162 25 20 136
Future Vol, veh/h 32 8 162 25 20 136
Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 36 9 182 28 22 153
Number of Lanes 100110
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 1 1
Conflicting Approach Right NB WB
Conflicting Lanes Right 1 0 1
HCM Control Delay, s/veh 7.7 9.1 8

HCM LOS A A A
Lane NBLn1 EBLn1 WBLn1
Vol Left, % 13% 0% 87%
Vol Thru, % 0% 80% 13%
Vol Right, % 87% 20% 0%
Sign Control Stop Stop Stop
Traffic Vol by Lane 156 40 187
LT Vol 20 0 162
Through Vol 0 32 25
RT Vol 136 8 0
Lane Flow Rate 175 45 210
Geometry Grp 111
Degree of Util (X) 0.197 0.055 0.26
Departure Headway (Hd) 4.038 4.424 4.452
Convergence, Y/N Yes Yes Yes
Cap 894 812 794
Service Time 2.04 2.44 2.547
HCM Lane V/C Ratio 0.196 0.055 0.264
HCM Control Delay, s/veh 8 7.7 9.1
HCM Lane LOS A A A
HCM 95th-tile Q 0.7 0.2 1
Attachment 6
843
HCM 7th TWSC Existing Conditions
2: Moore Rd & Nelson Ln Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 5.5
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 91 76 56 12 16 131
Future Vol, veh/h 91 76 56 12 16 131
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - - - 0 -
Veh in Median Storage, # - 0 0 - 0 -
Grade, % - 0 0 - 0 -
Peak Hour Factor 95 95 95 95 95 95
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 96 80 59 13 17 138
Major/Minor Major1 Major2 Minor2
Conflicting Flow All 72 0 - 0 337 65
Stage 1 - - - - 65 -
Stage 2 - - - - 272 -
Critical Hdwy 4.12 - - - 6.42 6.22
Critical Hdwy Stg 1 - - - - 5.42 -
Critical Hdwy Stg 2 - - - - 5.42 -
Follow-up Hdwy 2.218 - - - 3.518 3.318
Pot Cap-1 Maneuver 1529 - - - 659 999
Stage 1 - - - - 957 -
Stage 2 - - - - 774 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver 1529 - - - 615 999
Mov Cap-2 Maneuver - - - - 615 -
Stage 1 - - - - 895 -
Stage 2 - - - - 774 -
Approach EB WB SB
HCM Ctrl Dly, s/v 4.09 0 9.61

HCM LOS A
Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1
Capacity (veh/h) 981 - - - 935
HCM Lane V/C Ratio 0.063 - - - 0.165
HCM Ctrl Dly (s/v) 7.5 0 - - 9.6
HCM Lane LOS A A - - A
HCM 95th %tile Q(veh) 0.2 - - - 0.6
Attachment 6
844
HCM 7th AWSC Existing Conditions
3: Caledon Circle (West) & Ferrari Ranch Rd Existing PM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 8.8
Intersection LOS A
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 10 0 139 4 2 88
Future Vol, veh/h 10 0 139 4 2 88
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 12 0 167 5 2 106
Number of Lanes 101111
Approach EB WB NB
Opposing Approach WB EB
Opposing Lanes 2 1 0
Conflicting Approach Left NB EB
Conflicting Lanes Left 0 2 1
Conflicting Approach Right NB WB
Conflicting Lanes Right 2 0 2
HCM Control Delay, s/veh 7.9 9.6 7.7

HCM LOS A A A
Lane NBLn1 NBLn2 EBLn1 WBLn1 WBLn2
Vol Left, % 100% 0% 0% 100% 0%
Vol Thru, % 0% 0% 100% 0% 100%
Vol Right, % 0% 100% 0% 0% 0%
Sign Control Stop Stop Stop Stop Stop
Traffic Vol by Lane 2 88 10 139 4
LT Vol 2 0 0 139 0
Through Vol 0 0 10 0 4
RT Vol 0 88 0 0 0
Lane Flow Rate 2 106 12 167 5
Geometry Grp 5 5 3b 5 5
Degree of Util (X) 0.004 0.128 0.016 0.243 0.006
Departure Headway (Hd) 5.544 4.34 4.799 5.229 4.728
Convergence, Y/N Yes Yes Yes Yes Yes
Cap 649 831 748 682 750
Service Time 3.244 2.04 2.811 3.003 2.502
HCM Lane V/C Ratio 0.003 0.128 0.016 0.245 0.007
HCM Control Delay, s/veh 8.3 7.7 7.9 9.7 7.5
HCM Lane LOS AAAAA
HCM 95th-tile Q 0 0.4 0 0.9 0
Attachment 6
845
HCM 7th AWSC Existing Conditions
4: Moore Rd & Sorrento Pkwy Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 7.6
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 7 82 45 35 24 5
Future Vol, veh/h 7 82 45 35 24 5
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 8 88 48 38 26 5
Number of Lanes 0 11011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 1
HCM Control Delay, s/veh 7.6 7.3 8.2

HCM LOS A A A
Lane EBLn1WBLn1 SBLn1 SBLn2
Vol Left, % 8% 0% 100% 0%
Vol Thru, % 92% 56% 0% 0%
Vol Right, % 0% 44% 0% 100%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 89 80 24 5
LT Vol 7 0 24 0
Through Vol 82 45 0 0
RT Vol 0 35 0 5
Lane Flow Rate 96 86 26 5
Geometry Grp 2255
Degree of Util (X) 0.109 0.091 0.038 0.006
Departure Headway (Hd) 4.085 3.814 5.364 4.161
Convergence, Y/N Yes Yes Yes Yes
Cap 873 932 662 850
Service Time 2.13 1.866 3.138 1.935
HCM Lane V/C Ratio 0.11 0.092 0.039 0.006
HCM Control Delay, s/veh 7.6 7.3 8.4 7
HCM Lane LOS AAAA
HCM 95th-tile Q 0.4 0.3 0.1 0
Attachment 6
846
HCM 7th TWSC Existing Conditions
5: Marina Grande Way/Torino Way & Sorrento Pkwy Existing PM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 1.2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 9 96 1 3 76 18 0 0 3 11 1 4
Future Vol, veh/h 9 96 1 3 76 18 0 0 3 11 1 4
Conflicting Peds, #/hr 0 0 4 0 0 2 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 10 103 1 3 82 19 0 0 3 12 1 4
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 103 0 0 108 0 0 216 237 108 222 228 93 Stage 1 - - - - - - 127 127 - 100 100 -
Stage 2 - - - - - - 89 110 - 123 128 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1483 - - 1476 - - 739 662 943 731 670 961 Stage 1 - - - - - - 874 789 - 904 810 -
Stage 2 - - - - - - 916 803 - 879 788 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1480 - - 1470 - - 724 653 940 721 660 959 Mov Cap-2 Maneuver - - - - - - 724 653 - 721 660 -
Stage 1 - - - - - - 865 780 - 900 807 -
Stage 2 - - - - - - 909 799 - 870 780 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.63 0.23 8.84 9.82

HCM LOS A A
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 940 153 - - 54 - - 764
HCM Lane V/C Ratio 0.003 0.007 - - 0.002 - - 0.023
HCM Ctrl Dly (s/v) 8.8 7.4 0 - 7.5 0 - 9.8
HCM Lane LOS A A A - A A - A
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.1
Attachment 6
847
HCM 7th AWSC Existing Conditions
6: Sorrento Pkwy & Lucca Ln/Portello Way Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 8.5
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 1 21 91 1 0 23 86 137 1 103 2
Future Vol, veh/h 0 1 21 91 1 0 23 86 137 1 103 2
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 1 21 93 1 0 23 88 140 1 105 2
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 7.4 8.7 8.6 8.2

HCM LOS A A A A
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 9% 0% 99% 1%
Vol Thru, % 35% 5% 1% 97%
Vol Right, % 56% 95% 0% 2%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 246 22 92 106
LT Vol 23 0 91 1
Through Vol 86 1 1 103
RT Vol 137 21 0 2
Lane Flow Rate 251 22 94 108
Geometry Grp 1111
Degree of Util (X) 0.281 0.027 0.128 0.134
Departure Headway (Hd) 4.024 4.25 4.923 4.46
Convergence, Y/N Yes Yes Yes Yes
Cap 894 842 728 805
Service Time 2.04 2.278 2.949 2.48
HCM Lane V/C Ratio 0.281 0.026 0.129 0.134
HCM Control Delay, s/veh 8.6 7.4 8.7 8.2
HCM Lane LOS AAAA
HCM 95th-tile Q 1.2 0.1 0.4 0.5
Attachment 6
848
HCM 7th TWSC Existing Conditions
7: Sorrento Pkwy & Benvenito Ln Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 0.7
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 25 3 246 31 4 212
Future Vol, veh/h 25 3 246 31 4 212
Conflicting Peds, #/hr 0 0 0 5 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 96 96 96 96 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 26 3 256 32 4 221
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 507 277 0 0 294 0
Stage 1 277 -----
Stage 2 229 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 526 761 - - 1268 -
Stage 1 769 -----
Stage 2 809 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 521 758 - - 1262 -
Mov Cap-2 Maneuver 521 -----
Stage 1 766 -----
Stage 2 806 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 12.06 0 0.15

HCM LOS B
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 539 33 -
HCM Lane V/C Ratio - - 0.054 0.003 -
HCM Ctrl Dly (s/v) - - 12.1 7.9 0
HCM Lane LOS - - B A A
HCM 95th %tile Q(veh) - - 0.2 0 -
Attachment 6
849
HCM 7th AWSC Existing Conditions
8: Ferrari Ranch Rd & Sorrento Pkwy Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 8.6
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 8 100 142 268 225 12
Future Vol, veh/h 8 100 142 268 225 12
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 9 109 154 291 245 13
Number of Lanes 122121
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 3 3 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 3 0 3
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 3 3
HCM Control Delay, s/veh 8.4 7.7 10.2

HCM LOS A A B
Lane EBLn1 EBLn2 EBLn3 WBLn1 WBLn2 WBLn3 SBLn1 SBLn2 SBLn3 Vol Left, % 100% 0% 0% 0% 0% 0% 100% 100% 0%
Vol Thru, % 0% 100% 100% 100% 100% 0% 0% 0% 0%
Vol Right, % 0% 0% 0% 0% 0% 100% 0% 0% 100%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 8 50 50 71 71 268 113 113 12
LT Vol 8 0 0 0 0 0 113 113 0
Through Vol 0 50 50 71 710000
RT Vol 0 0 0 0 0 268 0 0 12
Lane Flow Rate 9 54 54 77 77 291 122 122 13
Geometry Grp 666666555
Degree of Util (X) 0.016 0.09 0.064 0.12 0.12 0.253 0.204 0.204 0.011 Departure Headway (Hd) 6.476 5.971 4.223 5.581 5.581 3.131 6.004 6.004 3.079 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes
Cap 549 595 836 642 642 1142 592 592 1135
Service Time 4.261 3.757 2.008 3.318 3.318 0.868 3.797 3.797 0.872 HCM Lane V/C Ratio 0.016 0.091 0.065 0.12 0.12 0.255 0.206 0.206 0.011 HCM Control Delay, s/veh 9.4 9.4 7.3 9.1 9.1 6.9 10.4 10.4 5.9 HCM Lane LOS AAAAAABBA
HCM 95th-tile Q 0 0.3 0.2 0.4 0.4 1 0.8 0.8 0
Attachment 6
850
HCM 7th Signalized Intersection Summary Existing Conditions 9: Caledon Circle (East)/Courtyard Loop & Ferrari Ranch Rd Existing PM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 4 262 21 525 403 52 15 6 368 42 2 0 Future Volume (veh/h) 4 262 21 525 403 52 15 6 368 42 2 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.97 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 4 282 5 565 433 39 16 6 106 45 2 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 19 514 222 720 1155 702 238 89 618 214 9 198 Arrive On Green 0.01 0.14 0.14 0.21 0.32 0.32 0.18 0.18 0.18 0.12 0.12 0.00 Sat Flow, veh/h 1781 3554 1536 3456 3554 1551 1313 492 1585 1709 76 1585 Grp Volume(v), veh/h 4 282 5 565 433 39 22 0 106 47 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1536 1728 1777 1551 1805 0 1585 1785 0 1585 Q Serve(g_s), s 0.1 4.2 0.2 8.9 5.4 0.8 0.6 0.0 2.5 1.4 0.0 0.0 Cycle Q Clear(g_c), s 0.1 4.2 0.2 8.9 5.4 0.8 0.6 0.0 2.5 1.4 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.73 1.00 0.96 1.00
Lane Grp Cap(c), veh/h 19 514 222 720 1155 702 328 0 618 223 0 198 V/C Ratio(X) 0.21 0.55 0.02 0.78 0.38 0.06 0.07 0.00 0.17 0.21 0.00 0.00 Avail Cap(c_a), veh/h 464 2469 1067 1201 2469 1276 627 0 881 1550 0 1377 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 0.00 Uniform Delay (d), s/veh 28.2 22.9 21.1 21.6 14.9 8.9 19.5 0.0 11.5 22.6 0.0 0.0 Incr Delay (d2), s/veh 2.0 0.9 0.0 0.7 0.1 0.0 0.1 0.0 0.1 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.1 1.7 0.1 3.3 1.9 0.3 0.2 0.0 0.8 0.6 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.2 23.8 21.2 22.3 15.0 8.9 19.6 0.0 11.6 23.0 0.0 0.0 LnGrp LOS C C C C B A B B C
Approach Vol, veh/h 291 1037 128 47
Approach Delay, s/veh 23.8 18.7 13.0 23.0
Approach LOS C B B C
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 15.6 6.1 24.2 11.7 16.5 13.8
Change Period (Y+Rc), s 5.1 5.5 5.5 4.5 4.5 5.5
Max Green Setting (Gmax), s 20.0 15.0 40.0 50.0 20.0 40.0 Max Q Clear Time (g_c+I1), s 4.5 2.1 7.4 3.4 10.9 6.2
Green Ext Time (p_c), s 0.3 0.0 2.0 0.2 0.9 1.9
Intersection Summary
HCM 7th Control Delay, s/veh 19.4
HCM 7th LOS B
Attachment 6
851
HCM 7th Signalized Intersection Summary Existing Conditions 10: SR65 SB Ramps & Ferrari Ranch Rd Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 329 343 0 952 386 0 0 0 106 0 31 Future Volume (veh/h) 0 329 343 0 952 386 0 0 0 106 0 31 Initial Q (Qb), veh 0 0 0 0 0 0 000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 362 203 0 1046 0 116 0 3
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 2 2 222
Cap, veh/h 0 945 520 0 2202 317 0 282
Arrive On Green 0.00 0.43 0.43 0.00 0.43 0.00 0.18 0.00 0.18 Sat Flow, veh/h 0 2284 1205 0 5274 1585 1781 0 1585
Grp Volume(v), veh/h 0 292 273 0 1046 0 116 0 3
Grp Sat Flow(s),veh/h/ln 0 1777 1619 0 1702 1585 1781 0 1585 Q Serve(g_s), s 0.0 2.9 3.0 0.0 3.8 0.0 1.5 0.0 0.0
Cycle Q Clear(g_c), s 0.0 2.9 3.0 0.0 3.8 0.0 1.5 0.0 0.0 Prop In Lane 0.00 0.74 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 766 698 0 2202 317 0 282
V/C Ratio(X) 0.00 0.38 0.39 0.00 0.48 0.37 0.00 0.01
Avail Cap(c_a), veh/h 0 2751 2507 0 7906 2068 0 1841
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 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 5.0 5.0 0.0 5.3 0.0 9.3 0.0 8.7 Incr Delay (d2), s/veh 0.0 0.1 0.1 0.0 0.1 0.0 0.3 0.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 0.4 0.3 0.0 0.3 0.0 0.3 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 5.1 5.2 0.0 5.3 0.0 9.6 0.0 8.8 LnGrp LOS A A A A A
Approach Vol, veh/h 565 1046 119
Approach Delay, s/veh 5.1 5.3 9.6
Approach LOS A A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 16.5 9.3 16.5
Change Period (Y+Rc), s 5.4 4.7 5.4
Max Green Setting (Gmax), s 40.0 30.0 40.0
Max Q Clear Time (g_c+I1), s 5.0 3.5 5.8
Green Ext Time (p_c), s 2.3 0.4 5.2
Intersection Summary
HCM 7th Control Delay, s/veh 5.6
HCM 7th LOS A
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
852
HCM 7th Signalized Intersection Summary Existing Conditions 11: SR65 NB Ramps & Ferrari Ranch Rd Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 24 409 0 0 752 145 587 0 690 0 0 0 Future Volume (veh/h) 24 409 0 0 752 145 587 0 690 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 27 465 0 0 855 0 667 0 262
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 81 1670 0 0 1489 941 0 837
Arrive On Green 0.05 0.47 0.00 0.00 0.29 0.00 0.26 0.00 0.26 Sat Flow, veh/h 1781 3647 0 0 5274 1585 3563 0 3170
Grp Volume(v), veh/h 27 465 0 0 855 0 667 0 262
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 0.6 3.2 0.0 0.0 5.8 0.0 6.9 0.0 2.7
Cycle Q Clear(g_c), s 0.6 3.2 0.0 0.0 5.8 0.0 6.9 0.0 2.7 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 81 1670 0 0 1489 941 0 837
V/C Ratio(X) 0.33 0.28 0.00 0.00 0.57 0.71 0.00 0.31
Avail Cap(c_a), veh/h 908 3501 0 0 5031 2633 0 2343
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 18.8 6.6 0.0 0.0 12.2 0.0 13.5 0.0 12.0 Incr Delay (d2), s/veh 0.9 0.0 0.0 0.0 0.1 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/ln0.2 0.7 0.0 0.0 1.6 0.0 2.1 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 19.7 6.6 0.0 0.0 12.4 0.0 13.9 0.0 12.1 LnGrp LOS B A B B B
Approach Vol, veh/h 492 855 929
Approach Delay, s/veh 7.3 12.4 13.4
Approach LOS A B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 24.5 7.2 17.2 16.1
Change Period (Y+Rc), s 5.4 5.4 * 5.4 5.4
Max Green Setting (Gmax), s 40.0 20.7 * 40 30.0
Max Q Clear Time (g_c+I1), s 5.2 2.6 7.8 8.9
Green Ext Time (p_c), s 2.0 0.0 4.0 1.8
Intersection Summary
HCM 7th Control Delay, s/veh 11.7
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th 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.

Attachment 6
853
HCM 7th Signalized Intersection Summary Existing Conditions 12: Ferrari Ranch Rd & Groveland Ln Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 23 42 166 270 88 116 308 629 107 98 466 26 Future Volume (veh/h) 23 42 166 270 88 116 308 629 107 98 466 26 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 1.00 1.00 0.96 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 25 45 67 193 232 14 331 676 31 105 501 3 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 250 92 137 320 336 284 383 1281 381 495 915 279 Arrive On Green 0.14 0.14 0.14 0.18 0.18 0.18 0.21 0.25 0.25 0.14 0.18 0.18 Sat Flow, veh/h 1795 663 987 1795 1885 1598 1795 5147 1532 3483 5147 1567 Grp Volume(v), veh/h 25 0 112 193 232 14 331 676 31 105 501 3 Grp Sat Flow(s),veh/h/ln 1795 0 1650 1795 1885 1598 1795 1716 1532 1742 1716 1567 Q Serve(g_s), s 0.8 0.0 4.1 6.5 7.6 0.5 11.8 7.5 1.0 1.8 5.9 0.1 Cycle Q Clear(g_c), s 0.8 0.0 4.1 6.5 7.6 0.5 11.8 7.5 1.0 1.8 5.9 0.1 Prop In Lane 1.00 0.60 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 250 0 229 320 336 284 383 1281 381 495 915 279 V/C Ratio(X) 0.10 0.00 0.49 0.60 0.69 0.05 0.86 0.53 0.08 0.21 0.55 0.01 Avail Cap(c_a), veh/h 815 0 749 1222 1283 1087 679 3113 927 1317 3113 948 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 24.9 0.0 26.3 25.0 25.5 22.5 25.1 21.5 19.0 25.1 24.8 22.4 Incr Delay (d2), s/veh 0.2 0.0 1.6 1.8 2.5 0.1 2.3 0.3 0.1 0.1 0.5 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 0.0 1.7 2.8 3.5 0.2 4.8 2.8 0.3 0.7 2.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 25.0 0.0 27.9 26.9 28.0 22.6 27.4 21.8 19.1 25.2 25.3 22.4 LnGrp LOS C C C C C C C B C C C
Approach Vol, veh/h 137 439 1038 609
Approach Delay, s/veh 27.4 27.3 23.5 25.2
Approach LOSCCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.9 22.1 16.4 18.6 17.4 13.8
Change Period (Y+Rc), s 4.5 5.6 4.6 4.5 5.6 4.6
Max Green Setting (Gmax), s 25.0 40.0 45.0 25.0 40.0 30.0 Max Q Clear Time (g_c+I1), s 3.8 9.5 9.6 13.8 7.9 6.1
Green Ext Time (p_c), s 0.1 4.9 2.1 0.4 3.4 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 25.0
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 6
854
HCM 7th Signalized Intersection Summary Existing Conditions 13: Ferrari Ranch Rd & Joiner Pkwy Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 41 273 137 157 244 39 263 348 129 92 267 60 Future Volume (veh/h) 41 273 137 157 244 39 263 348 129 92 267 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 44 294 0 169 262 11 283 374 33 99 287 11 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 131 757 473 982 431 489 868 381 420 797 347
Arrive On Green 0.07 0.21 0.00 0.14 0.28 0.28 0.14 0.24 0.24 0.12 0.22 0.22 Sat Flow, veh/h 1781 3554 1585 3456 3554 1561 3456 3554 1560 3456 3554 1545 Grp Volume(v), veh/h 44 294 0 169 262 11 283 374 33 99 287 11 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1561 1728 1777 1560 1728 1777 1545 Q Serve(g_s), s 1.7 5.0 0.0 3.1 4.1 0.4 5.4 6.3 1.1 1.8 4.8 0.4 Cycle Q Clear(g_c), s 1.7 5.0 0.0 3.1 4.1 0.4 5.4 6.3 1.1 1.8 4.8 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 131 757 473 982 431 489 868 381 420 797 347 V/C Ratio(X) 0.33 0.39 0.36 0.27 0.03 0.58 0.43 0.09 0.24 0.36 0.03 Avail Cap(c_a), veh/h 380 1767 737 1767 776 1228 2020 887 737 2020 878 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.0 23.8 0.0 27.6 19.9 18.6 28.2 22.5 20.5 28.0 23.0 21.3 Incr Delay (d2), s/veh 1.5 0.3 0.0 0.5 0.1 0.0 1.1 0.3 0.1 0.3 0.3 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 2.0 0.0 1.2 1.6 0.1 2.1 2.4 0.4 0.7 1.9 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.4 24.1 0.0 28.0 20.0 18.6 29.3 22.8 20.6 28.2 23.3 21.4 LnGrp LOS C C C C B C C C C C C
Approach Vol, veh/h 338 442 690 397
Approach Delay, s/veh 25.2 23.1 25.4 24.5
Approach LOSCCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.1 20.5 14.5 21.3 9.7 24.9 13.1 22.7 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 15.0 35.0 25.0 40.0 15.0 35.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 5.1 7.0 7.4 6.8 3.7 6.1 3.8 8.3 Green Ext Time (p_c), s 0.3 1.8 0.9 1.8 0.0 1.6 0.2 2.5 Intersection Summary
HCM 7th Control Delay, s/veh 24.6
HCM 7th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
855
HCM 7th Signalized Intersection Summary Existing Conditions 14: Nelson Ln & SR 65 Existing PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 52 896 72 13 803 620 26 55 7 473 67 28 Future Volume (veh/h) 52 896 72 13 803 620 26 55 7 473 67 28 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 57 974 78 14 873 674 28 60 8 514 73 30 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 276 1689 753 45 1450 916 188 160 136 586 376 318 Arrive On Green 0.08 0.48 0.48 0.01 0.41 0.41 0.05 0.09 0.09 0.17 0.20 0.20 Sat Flow, veh/h 3456 3554 1585 3456 3554 1585 3456 1870 1585 3456 1870 1585 Grp Volume(v), veh/h 57 974 78 14 873 674 28 60 8 514 73 30 Grp Sat Flow(s),veh/h/ln 1728 1777 1585 1728 1777 1585 1728 1870 1585 1728 1870 1585 Q Serve(g_s), s 1.5 19.6 2.7 0.4 19.1 30.9 0.8 3.0 0.5 14.3 3.2 1.5 Cycle Q Clear(g_c), s 1.5 19.6 2.7 0.4 19.1 30.9 0.8 3.0 0.5 14.3 3.2 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 276 1689 753 45 1450 916 188 160 136 586 376 318 V/C Ratio(X) 0.21 0.58 0.10 0.31 0.60 0.74 0.15 0.38 0.06 0.88 0.19 0.09 Avail Cap(c_a), veh/h 349 3234 1443 140 3234 1711 349 189 160 699 378 321 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 42.6 18.8 14.3 48.4 23.0 15.3 44.6 42.7 41.6 40.1 32.9 32.2 Incr Delay (d2), s/veh 0.1 0.2 0.0 1.5 0.3 0.9 0.1 1.1 0.1 9.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 7.0 0.9 0.2 7.2 9.1 0.3 1.4 0.2 6.5 1.4 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 42.7 19.0 14.4 49.8 23.3 16.2 44.7 43.8 41.7 49.7 33.1 32.3 LnGrp LOS D B B D C B D D D D C C
Approach Vol, veh/h 1109 1561 96 617
Approach Delay, s/veh 19.9 20.5 43.9 46.9
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.7 48.4 22.6 14.3 7.1 55.0 11.2 25.7 Change Period (Y+Rc), s 5.8 8.0 5.8 5.8 5.8 8.0 5.8 5.8 Max Green Setting (Gmax), s 10.0 90.0 20.0 10.0 4.0 90.0 10.0 20.0 Max Q Clear Time (g_c+I1), s 3.5 32.9 16.3 5.0 2.4 21.6 2.8 5.2 Green Ext Time (p_c), s 0.0 7.5 0.4 0.1 0.0 5.7 0.0 0.2 Intersection Summary
HCM 7th Control Delay, s/veh 25.8
HCM 7th LOS C
Notes
User approved pedestrian interval to be less than phase max green.

Attachment 6
856
P
Appendix E. Cumulative
Plus Project Conditions
LOS Results
Attachment 6
857
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 1: Fiddyment Rd/Nelson Ln & Moore Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 170 120 150 340 240 50 600 150 70 550 110 Future Volume (veh/h) 10 170 120 150 340 240 50 600 150 70 550 110 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 11 183 34 161 366 66 54 645 43 75 591 34 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 25 444 198 209 810 361 80 1251 388 100 1309 406 Arrive On Green 0.01 0.13 0.13 0.12 0.23 0.23 0.05 0.25 0.25 0.06 0.26 0.26 Sat Flow, veh/h 1767 3526 1572 1767 3526 1572 1767 5066 1572 1767 5066 1572 Grp Volume(v), veh/h 11 183 34 161 366 66 54 645 43 75 591 34 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1767 1763 1572 1767 1689 1572 1767 1689 1572 Q Serve(g_s), s 0.2 1.9 0.8 3.5 3.6 1.3 1.2 4.4 0.8 1.7 3.9 0.7 Cycle Q Clear(g_c), s 0.2 1.9 0.8 3.5 3.6 1.3 1.2 4.4 0.8 1.7 3.9 0.7 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 25 444 198 209 810 361 80 1251 388 100 1309 406 V/C Ratio(X) 0.43 0.41 0.17 0.77 0.45 0.18 0.68 0.52 0.11 0.75 0.45 0.08 Avail Cap(c_a), veh/h 222 2480 1106 422 2878 1284 222 2418 751 244 2481 770 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 19.5 16.0 15.5 17.0 13.2 12.3 18.7 12.9 11.6 18.5 12.4 11.2 Incr Delay (d2), s/veh 11.2 0.6 0.4 5.9 0.4 0.2 9.6 0.3 0.1 10.6 0.2 0.1 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 0.6 0.2 1.5 1.1 0.4 0.6 1.3 0.2 0.9 1.2 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 30.6 16.6 15.9 23.0 13.6 12.6 28.3 13.3 11.7 29.1 12.6 11.3 LnGrp LOS C B B C B B C B B C B B
Approach Vol, veh/h 228 593 742 700
Approach Delay, s/veh 17.2 16.0 14.3 14.3
Approach LOS BBBB
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.8 14.3 9.2 9.5 6.3 14.8 5.1 13.6 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.5 19.0 9.5 28.0 5.0 19.5 5.0 32.5 Max Q Clear Time (g_c+I1), s 3.7 6.4 5.5 3.9 3.2 5.9 2.2 5.6 Green Ext Time (p_c), s 0.0 3.5 0.1 1.1 0.0 3.5 0.0 2.5 Intersection Summary
HCM 7th Control Delay, s/veh 15.0
HCM 7th LOS B
Attachment 6
858
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 3: Caledon Circle (West) & Ferrari Ranch Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 750 40 90 470 80 150
Future Volume (veh/h) 750 40 90 470 80 150
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 781 42 94 490 83 156
Peak Hour Factor 0.96 0.96 0.96 0.96 0.96 0.96
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1212 65 156 2049 270 240
Arrive On Green 0.35 0.35 0.09 0.58 0.15 0.15
Sat Flow, veh/h 3523 184 1781 3647 1781 1585
Grp Volume(v), veh/h 405 418 94 490 83 156
Grp Sat Flow(s),veh/h/ln 1777 1837 1781 1777 1781 1585
Q Serve(g_s), s 6.3 6.3 1.7 2.2 1.4 3.1
Cycle Q Clear(g_c), s 6.3 6.3 1.7 2.2 1.4 3.1
Prop In Lane 0.10 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 628 649 156 2049 270 240
V/C Ratio(X) 0.64 0.64 0.60 0.24 0.31 0.65
Avail Cap(c_a), veh/h 966 999 274 2962 990 881
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.0 9.0 14.6 3.4 12.5 13.2
Incr Delay (d2), s/veh 1.1 1.1 3.7 0.1 0.6 2.9
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.6 1.6 0.7 0.2 0.5 1.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.1 10.0 18.3 3.5 13.1 16.2
LnGrp LOS BBBABB
Approach Vol, veh/h 823 584 239
Approach Delay, s/veh 10.1 5.9 15.1
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 9.5 7.4 16.2 23.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 5.1 18.0 27.6
Max Q Clear Time (g_c+I1), s 5.1 3.7 8.3 4.2
Green Ext Time (p_c), s 0.6 0.0 3.4 3.1
Intersection Summary
HCM 7th Control Delay, s/veh 9.3
HCM 7th LOS A
Attachment 6
859
HCM 7th AWSC Cumulative Plus Project Conditions
4: Moore Rd & Sorrento Pkwy CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 9.5
Intersection LOS A
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 40 100 60 70 200 120
Future Vol, veh/h 40 100 60 70 200 120
Peak Hour Factor 0.97 0.97 0.97 0.97 0.97 0.97
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 41 103 62 72 206 124
Number of Lanes 011011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 1
HCM Control Delay, s/veh 9.2 8.6 10

HCM LOS A A A
Lane EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 29% 0% 100% 0%
Vol Thru, % 71% 46% 0% 0%
Vol Right, % 0% 54% 0% 100%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 140 130 200 120
LT Vol 40 0 200 0
Through Vol 100 60 0 0
RT Vol 0 70 0 120
Lane Flow Rate 144 134 206 124
Geometry Grp 2255
Degree of Util (X) 0.199 0.172 0.326 0.154
Departure Headway (Hd) 4.967 4.611 5.694 4.487
Convergence, Y/N Yes Yes Yes Yes
Cap 722 776 631 795
Service Time 3.006 2.65 3.442 2.235
HCM Lane V/C Ratio 0.199 0.173 0.326 0.156
HCM Control Delay, s/veh 9.2 8.6 11.2 8.1
HCM Lane LOS AABA
HCM 95th-tile Q 0.7 0.6 1.4 0.5
Attachment 6
860
HCM 7th TWSC Cumulative Plus Project Conditions
5: Marina Grande Way/Torino Way & Sorrento Pkwy CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 1.7
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 300 10 10 130 10 10 0 10 20 10 10 Future Vol, veh/h 10 300 10 10 130 10 10 0 10 20 10 10
Conflicting Peds, #/hr 0 0 4 0 0 2 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 94 94 94 94 94 94 94 94 94 94 94 94
Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 11 319 11 11 138 11 11 0 11 21 11 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 151 0 0 334 0 0 515 522 328 507 522 146 Stage 1 - - - - - - 350 350 - 167 167 -
Stage 2 - - - - - - 165 172 - 340 355 -
Critical Hdwy 4.12 - - 4.12 - - 7.12 6.52 6.22 7.12 6.52 6.22 Critical Hdwy Stg 1 - - - - - - 6.12 5.52 - 6.12 5.52 - Critical Hdwy Stg 2 - - - - - - 6.12 5.52 - 6.12 5.52 - Follow-up Hdwy 2.218 - - 2.218 - - 3.518 4.018 3.318 3.518 4.018 3.318 Pot Cap-1 Maneuver 1430 - - 1226 - - 471 459 713 476 459 902 Stage 1 - - - - - - 667 633 - 835 760 -
Stage 2 - - - - - - 837 756 - 674 630 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1427 - - 1221 - - 444 448 710 459 448 900 Mov Cap-2 Maneuver - - - - - - 444 448 - 459 448 -
Stage 1 - - - - - - 658 625 - 826 752 -
Stage 2 - - - - - - 808 748 - 658 621 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.24 0.53 11.86 12.55

HCM LOS B B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 546 56 - - 118 - - 520
HCM Lane V/C Ratio 0.039 0.007 - - 0.009 - - 0.082
HCM Ctrl Dly (s/v) 11.9 7.5 0 - 8 0 - 12.5
HCM Lane LOS B A A - A A - B
HCM 95th %tile Q(veh) 0.1 0 - - 0 - - 0.3
Attachment 6
861
HCM 7th AWSC Cumulative Plus Project Conditions
6: Sorrento Pkwy & Lucca Ln/Portello Way CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 12.9
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 10 40 190 0 10 20 140 70 10 330 0 Future Vol, veh/h 10 10 40 190 0 10 20 140 70 10 330 0
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Heavy Vehicles, % 1 1 1 1 1 1 1 1 1 1 1 1
Mvmt Flow 11 11 45 216 0 11 23 159 80 11 375 0
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1111
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1111
HCM Control Delay, s/veh 9.5 12.4 11.4 14.7

HCM LOSA B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 9% 17% 95% 3%
Vol Thru, % 61% 17% 0% 97%
Vol Right, % 30% 67% 5% 0%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 230 60 200 340
LT Vol 20 10 190 10
Through Vol 140 10 0 330
RT Vol 70 40 10 0
Lane Flow Rate 261 68 227 386
Geometry Grp 1111
Degree of Util (X) 0.379 0.108 0.371 0.559
Departure Headway (Hd) 5.219 5.71 5.881 5.204
Convergence, Y/N Yes Yes Yes Yes
Cap 687 625 611 692
Service Time 3.265 3.771 3.928 3.244
HCM Lane V/C Ratio 0.38 0.109 0.372 0.558
HCM Control Delay, s/veh 11.4 9.5 12.4 14.7
HCM Lane LOS BABB
HCM 95th-tile Q 1.8 0.4 1.7 3.5
Attachment 6
862
HCM 7th TWSC Cumulative Plus Project Conditions
7: Sorrento Pkwy & Benvenito Ln CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 1.6
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 60 0 230 30 10 560
Future Vol, veh/h 60 0 230 30 10 560
Conflicting Peds, #/hr 0 0 0 5 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 87 87 87 87 87 87
Heavy Vehicles, % 1 1 1 1 1 1
Mvmt Flow 69 0 264 34 11 644
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 953 287 0 0 304 0
Stage 1 287 -----
Stage 2 667 -----
Critical Hdwy 6.41 6.21 - - 4.11 -
Critical Hdwy Stg 1 5.41 - - - - -
Critical Hdwy Stg 2 5.41 - - - - -
Follow-up Hdwy 3.509 3.309 - - 2.209 -
Pot Cap-1 Maneuver 289 755 - - 1263 -
Stage 1 764 -----
Stage 2 512 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 283 751 - - 1257 -
Mov Cap-2 Maneuver 283 -----
Stage 1 761 -----
Stage 2 505 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 21.76 0 0.14

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 283 32 -
HCM Lane V/C Ratio - - 0.244 0.009 -
HCM Ctrl Dly (s/v) - - 21.8 7.9 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 0.9 0 -
Attachment 6
863
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 8: Ferrari Ranch Rd & Sorrento Pkwy CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 10 1110 590 250 590 20
Future Volume (veh/h) 10 1110 590 250 590 20
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 11 1194 634 96 634 7
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 25 1873 1455 649 922 423
Arrive On Green 0.01 0.53 0.41 0.41 0.27 0.27
Sat Flow, veh/h 1781 3647 3647 1585 3456 1585
Grp Volume(v), veh/h 11 1194 634 96 634 7
Grp Sat Flow(s),veh/h/ln 1781 1777 1777 1585 1728 1585
Q Serve(g_s), s 0.3 10.4 5.6 1.7 7.2 0.1
Cycle Q Clear(g_c), s 0.3 10.4 5.6 1.7 7.2 0.1
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 25 1873 1455 649 922 423
V/C Ratio(X) 0.43 0.64 0.44 0.15 0.69 0.02
Avail Cap(c_a), veh/h 429 4114 2892 1290 3209 1472
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 21.3 7.4 9.3 8.1 14.4 11.8
Incr Delay (d2), s/veh 11.1 0.4 0.2 0.1 0.9 0.0
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 2.3 1.6 0.4 2.4 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.4 7.7 9.5 8.2 15.3 11.8
LnGrp LOS CAAABB
Approach Vol, veh/h 1205 730 641
Approach Delay, s/veh 7.9 9.3 15.2
Approach LOS A A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 27.5 16.1 5.1 22.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 40.5 10.5 35.5
Max Q Clear Time (g_c+I1), s 12.4 9.2 2.3 7.6
Green Ext Time (p_c), s 10.5 2.5 0.0 4.9
Intersection Summary
HCM 7th Control Delay, s/veh 10.1
HCM 7th LOS B
Attachment 6
864
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 9: Caledon Circle (East)/Courtyard Loop & Ferrari Ranch Rd CPP AM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1400 120 410 620 30 110 10 720 60 20 10 Future Volume (veh/h) 10 1400 120 410 620 30 110 10 720 60 20 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 1505 69 441 667 21 118 11 409 65 22 6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 46 1526 678 474 1890 1034 209 19 420 178 60 204 Arrive On Green 0.03 0.43 0.43 0.14 0.53 0.53 0.13 0.13 0.13 0.13 0.13 0.13 Sat Flow, veh/h 1781 3554 1580 3456 3554 1550 1636 153 1585 1347 456 1538 Grp Volume(v), veh/h 11 1505 69 441 667 21 129 0 409 87 0 6 Grp Sat Flow(s),veh/h/ln 1781 1777 1580 1728 1777 1550 1789 0 1585 1803 0 1538 Q Serve(g_s), s 0.7 47.4 2.9 14.3 12.2 0.5 7.7 0.0 14.4 5.0 0.0 0.4 Cycle Q Clear(g_c), s 0.7 47.4 2.9 14.3 12.2 0.5 7.7 0.0 14.4 5.0 0.0 0.4 Prop In Lane 1.00 1.00 1.00 1.00 0.91 1.00 0.75 1.00
Lane Grp Cap(c), veh/h 46 1526 678 474 1890 1034 228 0 420 239 0 204 V/C Ratio(X) 0.24 0.99 0.10 0.93 0.35 0.02 0.57 0.00 0.97 0.36 0.00 0.03 Avail Cap(c_a), veh/h 158 1526 678 474 1890 1034 228 0 420 750 0 640 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 53.9 31.9 19.2 48.2 15.2 6.5 46.3 0.0 41.2 44.7 0.0 42.7 Incr Delay (d2), s/veh 1.0 19.8 0.1 24.7 0.0 0.0 2.7 0.0 37.2 0.7 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/ln0.3 23.5 1.1 7.7 4.8 0.2 3.5 0.0 15.3 2.3 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.9 51.7 19.3 72.9 15.3 6.5 49.1 0.0 78.3 45.4 0.0 42.7 LnGrp LOS D D B E B A D E D D
Approach Vol, veh/h 1585 1129 538 93
Approach Delay, s/veh 50.3 37.6 71.3 45.2
Approach LOS D D E D
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 19.5 8.4 65.6 19.5 20.0 54.0
Change Period (Y+Rc), s 5.1 5.5 5.5 4.5 4.5 5.5
Max Green Setting (Gmax), s 14.4 10.0 53.0 47.0 15.5 48.5 Max Q Clear Time (g_c+I1), s 16.4 2.7 14.2 7.0 16.3 49.4 Green Ext Time (p_c), s 0.0 0.0 3.2 0.4 0.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 49.3
HCM 7th LOS D
Attachment 6
865
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 10: SR65 SB Ramps & Ferrari Ranch Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 840 1330 0 990 730 0 0 0 280 0 60 Future Volume (veh/h) 0 840 1330 0 990 730 0 0 0 280 0 60 Initial Q (Qb), veh 0 0 0 0 0 0 000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 903 1130 0 1065 0 301 0 22
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 0 2 2 0 2 2 222
Cap, veh/h 0 1209 1078 0 3473 341 0 304
Arrive On Green 0.00 0.68 0.68 0.00 0.68 0.00 0.19 0.00 0.19 Sat Flow, veh/h 0 1870 1585 0 5274 1585 1781 0 1585
Grp Volume(v), veh/h 0 903 1130 0 1065 0 301 0 22
Grp Sat Flow(s),veh/h/ln 0 1777 1585 0 1702 1585 1781 0 1585 Q Serve(g_s), s 0.0 26.0 53.6 0.0 6.6 0.0 13.0 0.0 0.9
Cycle Q Clear(g_c), s 0.0 26.0 53.6 0.0 6.6 0.0 13.0 0.0 0.9 Prop In Lane 0.00 1.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 1209 1078 0 3473 341 0 304
V/C Ratio(X) 0.00 0.75 1.05 0.00 0.31 0.88 0.00 0.07
Avail Cap(c_a), veh/h 0 1209 1078 0 3473 368 0 328
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 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.2 12.6 0.0 5.1 0.0 31.0 0.0 26.1 Incr Delay (d2), s/veh 0.0 2.3 40.9 0.0 0.0 0.0 19.1 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 %ile BackOfQ(50%),veh/ln0.0 7.9 25.4 0.0 1.7 0.0 7.0 0.0 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 10.5 53.5 0.0 5.1 0.0 50.1 0.0 26.1 LnGrp LOS B F A D C
Approach Vol, veh/h 2033 1065 323
Approach Delay, s/veh 34.4 5.1 48.5
Approach LOS C A D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 59.0 19.8 59.0
Change Period (Y+Rc), s 5.4 4.7 5.4
Max Green Setting (Gmax), s 53.6 16.3 53.6
Max Q Clear Time (g_c+I1), s 55.6 15.0 8.6
Green Ext Time (p_c), s 0.0 0.2 5.4
Intersection Summary
HCM 7th Control Delay, s/veh 26.6
HCM 7th LOS C
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
866
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 11: SR65 NB Ramps & Ferrari Ranch Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 960 0 0 1150 280 590 0 560 0 0 0 Future Volume (veh/h) 130 960 0 0 1150 280 590 0 560 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1856 1856 0 0 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 144 1067 0 0 1278 0 656 0 469
Peak Hour Factor 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 0.90 Percent Heavy Veh, % 3 3 0 0 3 3 3 3 3
Cap, veh/h 193 1994 0 0 1839 874 0 778
Arrive On Green 0.11 0.57 0.00 0.00 0.36 0.00 0.25 0.00 0.25 Sat Flow, veh/h 1767 3618 0 0 5233 1572 3534 0 3145
Grp Volume(v), veh/h 144 1067 0 0 1278 0 656 0 469
Grp Sat Flow(s),veh/h/ln 1767 1763 0 0 1689 1572 1767 0 1572 Q Serve(g_s), s 4.6 10.9 0.0 0.0 12.4 0.0 9.9 0.0 7.6
Cycle Q Clear(g_c), s 4.6 10.9 0.0 0.0 12.4 0.0 9.9 0.0 7.6 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 193 1994 0 0 1839 874 0 778
V/C Ratio(X) 0.75 0.54 0.00 0.00 0.70 0.75 0.00 0.60
Avail Cap(c_a), veh/h 520 3822 0 0 3650 2240 0 1993
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 24.9 7.8 0.0 0.0 15.7 0.0 20.1 0.0 19.2 Incr Delay (d2), s/veh 2.2 0.1 0.0 0.0 0.2 0.0 0.5 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.8 2.8 0.0 0.0 3.9 0.0 3.6 0.0 2.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 27.1 7.9 0.0 0.0 15.8 0.0 20.6 0.0 19.5 LnGrp LOS C A B C B
Approach Vol, veh/h 1211 1278 1125
Approach Delay, s/veh 10.2 15.8 20.1
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 38.1 11.7 26.4 19.7
Change Period (Y+Rc), s 5.4 5.4 * 5.4 5.4
Max Green Setting (Gmax), s 62.6 17.0 * 42 36.6
Max Q Clear Time (g_c+I1), s 12.9 6.6 14.4 11.9
Green Ext Time (p_c), s 5.5 0.1 6.5 2.4
Intersection Summary
HCM 7th Control Delay, s/veh 15.3
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th 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.

Attachment 6
867
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 12: Ferrari Ranch Rd & Groveland Ln CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 40 360 220 60 100 310 1030 120 70 860 10 Future Volume (veh/h) 30 40 360 220 60 100 310 1030 120 70 860 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 45 148 157 193 5 348 1157 46 79 966 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 268 57 187 252 264 221 386 1939 596 371 1381 429 Arrive On Green 0.15 0.15 0.15 0.14 0.14 0.14 0.22 0.38 0.38 0.11 0.27 0.27 Sat Flow, veh/h 1781 378 1245 1781 1870 1564 1781 5106 1568 3456 5106 1585 Grp Volume(v), veh/h 34 0 193 157 193 5 348 1157 46 79 966 2 Grp Sat Flow(s),veh/h/ln 1781 0 1623 1781 1870 1564 1781 1702 1568 1728 1702 1585 Q Serve(g_s), s 1.4 0.0 10.0 7.2 8.6 0.2 16.6 15.9 1.6 1.8 14.9 0.1 Cycle Q Clear(g_c), s 1.4 0.0 10.0 7.2 8.6 0.2 16.6 15.9 1.6 1.8 14.9 0.1 Prop In Lane 1.00 0.77 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 268 0 245 252 264 221 386 1939 596 371 1381 429 V/C Ratio(X) 0.13 0.00 0.79 0.62 0.73 0.02 0.90 0.60 0.08 0.21 0.70 0.00 Avail Cap(c_a), veh/h 612 0 558 918 964 805 510 2338 718 989 2338 726 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 32.1 0.0 35.8 35.3 35.9 32.3 33.3 21.7 17.3 35.6 28.7 23.3 Incr Delay (d2), s/veh 0.2 0.0 5.6 2.5 3.9 0.0 13.7 0.3 0.1 0.1 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.6 0.0 4.3 3.3 4.2 0.1 8.2 5.9 0.6 0.7 5.8 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.3 0.0 41.4 37.8 39.8 32.3 47.0 22.0 17.4 35.7 29.3 23.3 LnGrp LOS C D D D C D C B D C C
Approach Vol, veh/h 227 355 1551 1047
Approach Delay, s/veh 40.0 38.8 27.5 29.8
Approach LOSDDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s13.9 38.8 16.9 23.4 29.2 17.8
Change Period (Y+Rc), s 4.5 5.6 4.6 4.5 5.6 4.6
Max Green Setting (Gmax), s 25.0 40.0 45.0 25.0 40.0 30.0 Max Q Clear Time (g_c+I1), s 3.8 17.9 10.6 18.6 16.9 12.0 Green Ext Time (p_c), s 0.1 8.4 1.7 0.3 6.8 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 30.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 6
868
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 13: Ferrari Ranch Rd & Joiner Pkwy CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 540 350 190 230 40 330 390 360 180 380 20 Future Volume (veh/h) 50 540 350 190 230 40 330 390 360 180 380 20 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 1856 Adj Flow Rate, veh/h 57 621 0 218 264 10 379 448 162 207 437 2 Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 0.87 Percent Heavy Veh, % 3 3 3 3 3 3 3 3 3 3 3 3
Cap, veh/h 146 882 445 1048 458 505 804 357 444 742 330 Arrive On Green 0.08 0.25 0.00 0.13 0.30 0.30 0.15 0.23 0.23 0.13 0.21 0.21 Sat Flow, veh/h 1767 3526 1572 3428 3526 1540 3428 3526 1566 3428 3526 1568 Grp Volume(v), veh/h 57 621 0 218 264 10 379 448 162 207 437 2 Grp Sat Flow(s),veh/h/ln 1767 1763 1572 1714 1763 1540 1714 1763 1566 1714 1763 1568 Q Serve(g_s), s 2.3 12.2 0.0 4.5 4.3 0.4 8.1 8.6 6.8 4.3 8.5 0.1 Cycle Q Clear(g_c), s 2.3 12.2 0.0 4.5 4.3 0.4 8.1 8.6 6.8 4.3 8.5 0.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 146 882 445 1048 458 505 804 357 444 742 330 V/C Ratio(X) 0.39 0.70 0.49 0.25 0.02 0.75 0.56 0.45 0.47 0.59 0.01 Avail Cap(c_a), veh/h 348 1618 675 1618 707 1124 1850 822 675 1850 823 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.1 26.0 0.0 30.8 20.4 19.0 31.2 26.0 25.3 30.7 27.1 23.8 Incr Delay (d2), s/veh 1.7 1.0 0.0 0.8 0.1 0.0 2.3 0.6 0.9 0.8 0.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 4.8 0.0 1.8 1.7 0.1 3.3 3.4 2.4 1.7 3.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.8 27.1 0.0 31.7 20.5 19.0 33.5 26.6 26.2 31.5 27.9 23.8 LnGrp LOS C C C C B C C C C C C
Approach Vol, veh/h 678 492 989 646
Approach Delay, s/veh 27.7 25.4 29.2 29.0
Approach LOSCCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s14.4 24.6 15.7 21.6 10.8 28.2 14.4 22.9 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 15.0 35.0 25.0 40.0 15.0 35.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 6.5 14.2 10.1 10.5 4.3 6.3 6.3 10.6 Green Ext Time (p_c), s 0.4 3.9 1.1 2.8 0.1 1.6 0.4 3.5 Intersection Summary
HCM 7th Control Delay, s/veh 28.1
HCM 7th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
869
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 15: Nelson Ln & SR 65 NB Ramp CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 680 0 630 0 590 480 0 1380 710 Future Volume (veh/h) 0 0 0 680 0 630 0 590 480 0 1380 710 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 0 1841 1841 0 1841 1841 Adj Flow Rate, veh/h 938 0 426 0 641 0 0 1500 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 444044044
Cap, veh/h 1269 0 564 0 2078 0 2078
Arrive On Green 0.36 0.00 0.36 0.00 0.41 0.00 0.00 0.41 0.00 Sat Flow, veh/h 3506 0 1560 0 5191 1560 0 5191 1560
Grp Volume(v), veh/h 938 0 426 0 641 0 0 1500 0
Grp Sat Flow(s),veh/h/ln 1753 0 1560 0 1675 1560 0 1675 1560 Q Serve(g_s), s 9.3 0.0 9.6 0.0 3.4 0.0 0.0 10.0 0.0
Cycle Q Clear(g_c), s 9.3 0.0 9.6 0.0 3.4 0.0 0.0 10.0 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1269 0 564 0 2078 0 2078
V/C Ratio(X) 0.74 0.00 0.75 0.00 0.31 0.00 0.72
Avail Cap(c_a), veh/h 1541 0 685 0 2308 0 2308
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 11.1 0.0 11.2 0.0 7.9 0.0 0.0 9.8 0.0 Incr Delay (d2), s/veh 1.5 0.0 3.9 0.0 0.1 0.0 0.0 1.0 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.7 0.0 2.8 0.0 0.8 0.0 0.0 2.4 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.7 0.0 15.1 0.0 8.0 0.0 0.0 10.8 0.0 LnGrp LOS B B A B
Approach Vol, veh/h 1364 641 1500
Approach Delay, s/veh 13.4 8.0 10.8
Approach LOS B A B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 21.1 21.1 19.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 18.4 18.4 17.6
Max Q Clear Time (g_c+I1), s 5.4 12.0 11.6
Green Ext Time (p_c), s 3.4 4.6 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 11.3
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

Attachment 6
870
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 16: Nelson Ln & SR 65 SB Ramp CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 0 410 0 0 0 0 1020 920 0 1320 610 Future Volume (veh/h) 100 0 410 0 0 0 0 1020 920 0 1320 610 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 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 1841 1841 1841 0 1841 1841 0 1841 1841 Adj Flow Rate, veh/h 109 0 421 0 1109 0 0 1435 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 4 4 4 044044
Cap, veh/h 564 0 502 0 2519 0 2519
Arrive On Green 0.32 0.00 0.32 0.00 0.50 0.00 0.00 0.50 0.00 Sat Flow, veh/h 1753 0 1560 0 5191 1560 0 5191 1560
Grp Volume(v), veh/h 109 0 421 0 1109 0 0 1435 0
Grp Sat Flow(s),veh/h/ln 1753 0 1560 0 1675 1560 0 1675 1560 Q Serve(g_s), s 2.3 0.0 12.8 0.0 7.2 0.0 0.0 10.1 0.0
Cycle Q Clear(g_c), s 2.3 0.0 12.8 0.0 7.2 0.0 0.0 10.1 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 564 0 502 0 2519 0 2519
V/C Ratio(X) 0.19 0.00 0.84 0.00 0.44 0.00 0.57
Avail Cap(c_a), veh/h 879 0 782 0 2519 0 2519
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 12.5 0.0 16.0 0.0 8.1 0.0 0.0 8.9 0.0 Incr Delay (d2), s/veh 0.2 0.0 4.8 0.0 0.6 0.0 0.0 0.9 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.7 0.0 4.3 0.0 1.9 0.0 0.0 2.7 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 12.6 0.0 20.9 0.0 8.7 0.0 0.0 9.8 0.0 LnGrp LOS B C A A
Approach Vol, veh/h 530 1109 1435
Approach Delay, s/veh 19.2 8.7 9.8
Approach LOS B A A
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 20.9 30.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 25.5 25.5
Max Q Clear Time (g_c+I1), s 9.2 14.8 12.1
Green Ext Time (p_c), s 6.8 1.6 7.8
Intersection Summary
HCM 7th Control Delay, s/veh 11.0
HCM 7th LOS B
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
871
HCM 7th AWSC Cumulative Plus Project Conditions
17: Shallus Blvd & Moore Rd & Ferrari Ranch Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 18.9
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 50 400 30 60 500 0 80 10 170 0 10 140 Future Vol, veh/h 50 400 30 60 500 0 80 10 170 0 10 140 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 54 435 33 65 543 0 87 11 185 0 11 152
Number of Lanes 1 20120110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay, s/veh21.2 18.5 16.7 16.7

HCM LOS C C C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 6% 0% 100% 82% 0% 100% 100% 100% 7%
Vol Right, % 0% 94% 0% 0% 18% 0% 0% 0% 0% 93%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 80 180 50 267 163 60 250 250 0 150
LT Vol 80 0 50 0 0 60 0 0 0 0
Through Vol 0 10 0 267 133 0 250 250 0 10
RT Vol 0 170 0 0 30 0 0 0 0 140
Lane Flow Rate 87 196 54 290 178 65 272 272 0 163
Geometry Grp 6666666666
Degree of Util (X) 0.228 0.448 0.132 0.664 0.4 0.158 0.619 0.483 0 0.388 Departure Headway (Hd) 9.42 8.234 8.767 8.251 8.118 8.713 8.197 6.405 9.244 8.578 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 381 436 409 438 444 412 440 562 0 419
Service Time 7.176 5.989 6.521 6.004 5.871 6.463 5.946 4.154 7.004 6.338 HCM Lane V/C Ratio 0.228 0.45 0.132 0.662 0.401 0.158 0.618 0.484 0 0.389 HCM Control Delay, s/veh 15 17.5 12.9 25.9 16.2 13.1 23.4 15 12 16.7 HCM Lane LOS B C B D C B C B N C
HCM 95th-tile Q 0.9 2.3 0.5 4.7 1.9 0.6 4.1 2.6 0 1.8
Attachment 6
872
HCM 7th AWSC Cumulative Plus Project Conditions
18: Liberty Parkway & Moore Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 9.3
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 30 30 10 40 80 20 10 90 10 60 120 60 Future Vol, veh/h 30 30 10 40 80 20 10 90 10 60 120 60
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 33 33 11 43 87 22 11 98 11 65 130 65
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 8.7 9.2 8.7 9.8

HCM LOS A A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 9% 43% 29% 25%
Vol Thru, % 82% 43% 57% 50%
Vol Right, % 9% 14% 14% 25%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 110 70 140 240
LT Vol 10 30 40 60
Through Vol 90 30 80 120
RT Vol 10 10 20 60
Lane Flow Rate 120 76 152 261
Geometry Grp 1111
Degree of Util (X) 0.158 0.106 0.207 0.329
Departure Headway (Hd) 4.769 5.02 4.888 4.545
Convergence, Y/N Yes Yes Yes Yes
Cap 748 710 730 788
Service Time 2.822 3.08 2.94 2.588
HCM Lane V/C Ratio 0.16 0.107 0.208 0.331
HCM Control Delay, s/veh 8.7 8.7 9.2 9.8
HCM Lane LOS AAAA
HCM 95th-tile Q 0.6 0.4 0.8 1.4
Attachment 6
873
HCM 7th Roundabout Cumulative Plus Project Conditions
19: Liberty Parkway & North Roundabout CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 4.6
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 196 65 261 185
Demand Flow Rate, veh/h 199 66 266 188
Vehicles Circulating, veh/h 210 277 33 221
Vehicles Exiting, veh/h 199 22 376 122
Ped Vol Crossing Leg, #/h0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.9 4.1 4.4 4.9
Approach LOSAAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
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
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 199 66 266 188
Cap Entry Lane, veh/h 1114 1040 1334 1101
Entry HV Adj Factor 0.985 0.985 0.983 0.984
Flow Entry, veh/h 196 65 261 185
Cap Entry, veh/h 1097 1024 1311 1084
V/C Ratio 0.179 0.063 0.199 0.171
Control Delay, s/veh 4.9 4.1 4.4 4.9

LOS AAAA
95th %tile Queue, veh 1 0 1 1
Attachment 6
874
HCM 7th Roundabout Cumulative Plus Project Conditions
20: Liberty Parkway & South Roundabout CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 7.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 283 76 565 369
Demand Flow Rate, veh/h 288 77 576 377
Vehicles Circulating, veh/h 399 565 22 376
Vehicles Exiting, veh/h 354 33 665 266
Ped Vol Crossing Leg, #/h0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 7.4 5.7 6.9 8.5
Approach LOSAAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
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
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 288 77 576 377
Cap Entry Lane, veh/h 919 775 1349 940
Entry HV Adj Factor 0.982 0.984 0.981 0.980
Flow Entry, veh/h 283 76 565 369
Cap Entry, veh/h 902 763 1323 922
V/C Ratio 0.314 0.099 0.427 0.401
Control Delay, s/veh 7.4 5.7 6.9 8.5

LOS AAAA
95th %tile Queue, veh 1 0 2 2
Attachment 6
875
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 21: Liberty Parkway & Ferrari Ranch Rd CPP AM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 150 320 90 170 150 270 240 100 440 350 80 170 Future Volume (veh/h) 150 320 90 170 150 270 240 100 440 350 80 170 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 163 348 27 185 163 82 261 109 253 380 87 68 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 207 547 244 294 436 194 321 381 323 447 267 209 Arrive On Green 0.12 0.15 0.15 0.09 0.12 0.12 0.18 0.20 0.20 0.25 0.27 0.27 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 1870 1585 1781 973 760 Grp Volume(v), veh/h 163 348 27 185 163 82 261 109 253 380 0 155 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1870 1585 1781 0 1733 Q Serve(g_s), s 5.2 5.4 0.9 3.0 2.5 2.8 8.3 2.9 8.9 11.9 0.0 4.2 Cycle Q Clear(g_c), s 5.2 5.4 0.9 3.0 2.5 2.8 8.3 2.9 8.9 11.9 0.0 4.2 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.44
Lane Grp Cap(c), veh/h 207 547 244 294 436 194 321 381 323 447 0 475 V/C Ratio(X) 0.79 0.64 0.11 0.63 0.37 0.42 0.81 0.29 0.78 0.85 0.00 0.33 Avail Cap(c_a), veh/h 319 1151 513 560 1090 486 537 669 567 683 0 762 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 0.00 1.00 Uniform Delay (d), s/veh 25.2 23.3 21.4 25.9 23.7 23.8 23.1 19.8 22.1 20.9 0.0 17.0 Incr Delay (d2), s/veh 7.0 1.2 0.2 2.2 0.5 1.5 5.0 0.4 4.2 6.4 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.4 2.1 0.3 1.2 1.0 1.0 3.7 1.2 3.3 5.3 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.2 24.5 21.6 28.2 24.2 25.3 28.1 20.2 26.3 27.3 0.0 17.4 LnGrp LOS C C C C C C C C C C B
Approach Vol, veh/h 538 430 623 535
Approach Delay, s/veh 26.7 26.1 26.0 24.4
Approach LOSCCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s19.2 16.4 9.5 13.5 15.1 20.6 11.3 11.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 21.0 9.5 19.0 17.7 25.8 10.5 18.0 Max Q Clear Time (g_c+I1), s 13.9 10.9 5.0 7.4 10.3 6.2 7.2 4.8 Green Ext Time (p_c), s 0.8 1.1 0.2 1.6 0.5 0.8 0.1 0.9 Intersection Summary
HCM 7th Control Delay, s/veh 25.8
HCM 7th LOS C
Attachment 6
876
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 1: Fiddyment Rd/Nelson Ln & Moore Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 160 350 60 190 180 190 100 640 140 360 610 30 Future Volume (veh/h) 160 350 60 190 180 190 100 640 140 360 610 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 174 380 16 207 196 128 109 696 59 391 663 13 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 217 541 241 251 611 272 141 1009 313 444 1878 583 Arrive On Green 0.12 0.15 0.15 0.14 0.17 0.17 0.08 0.20 0.20 0.25 0.37 0.37 Sat Flow, veh/h 1781 3554 1585 1781 3554 1585 1781 5106 1585 1781 5106 1585 Grp Volume(v), veh/h 174 380 16 207 196 128 109 696 59 391 663 13 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1781 1777 1585 1781 1702 1585 1781 1702 1585 Q Serve(g_s), s 6.6 7.0 0.6 7.8 3.4 5.0 4.2 8.8 2.2 14.6 6.5 0.4 Cycle Q Clear(g_c), s 6.6 7.0 0.6 7.8 3.4 5.0 4.2 8.8 2.2 14.6 6.5 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 217 541 241 251 611 272 141 1009 313 444 1878 583 V/C Ratio(X) 0.80 0.70 0.07 0.82 0.32 0.47 0.77 0.69 0.19 0.88 0.35 0.02 Avail Cap(c_a), veh/h 316 922 411 321 932 416 311 1399 434 578 2164 672 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 29.7 27.9 25.2 28.9 25.2 25.9 31.3 25.9 23.2 25.0 15.9 14.0 Incr Delay (d2), s/veh 9.1 1.7 0.1 12.7 0.3 1.3 8.6 0.9 0.3 12.0 0.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 3.2 2.9 0.2 4.0 1.3 1.8 2.0 3.3 0.8 7.3 2.4 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.8 29.6 25.3 41.7 25.5 27.1 39.9 26.7 23.5 37.0 16.0 14.0 LnGrp LOS DCCDCCDCCDBB
Approach Vol, veh/h 570 531 864 1067
Approach Delay, s/veh 32.3 32.2 28.1 23.7
Approach LOS CCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 21.8 18.2 14.3 15.1 10.0 30.0 12.9 16.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 22.5 19.0 12.5 18.0 12.1 29.4 12.3 18.2 Max Q Clear Time (g_c+I1), s 16.6 10.8 9.8 9.0 6.2 8.5 8.6 7.0 Green Ext Time (p_c), s 0.7 2.9 0.1 1.5 0.1 4.7 0.1 1.1 Intersection Summary
HCM 7th Control Delay, s/veh 28.1
HCM 7th LOS C
Attachment 6
877
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 3: Caledon Circle (West) & Ferrari Ranch Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Volume (veh/h) 570 80 140 800 40 100
Future Volume (veh/h) 570 80 140 800 40 100
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 687 96 169 964 48 120
Peak Hour Factor 0.83 0.83 0.83 0.83 0.83 0.83
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 1081 151 221 2155 213 189
Arrive On Green 0.35 0.35 0.12 0.61 0.12 0.12
Sat Flow, veh/h 3225 437 1781 3647 1781 1585
Grp Volume(v), veh/h 390 393 169 964 48 120
Grp Sat Flow(s),veh/h/ln 1777 1792 1781 1777 1781 1585
Q Serve(g_s), s 6.0 6.0 3.0 4.8 0.8 2.4
Cycle Q Clear(g_c), s 6.0 6.0 3.0 4.8 0.8 2.4
Prop In Lane 0.24 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 613 619 221 2155 213 189
V/C Ratio(X) 0.64 0.64 0.77 0.45 0.23 0.63
Avail Cap(c_a), veh/h 975 983 516 3465 1031 918
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 9.0 9.0 13.9 3.5 13.1 13.8
Incr Delay (d2), s/veh 1.1 1.1 5.5 0.1 0.5 3.5
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 1.5 1.5 1.2 0.2 0.3 0.8
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.1 10.1 19.4 3.6 13.6 17.2
LnGrp LOS BBBABB
Approach Vol, veh/h 783 1133 168
Approach Delay, s/veh 10.1 6.0 16.2
Approach LOS B A B
Timer - Assigned Phs 2 3 4 8
Phs Duration (G+Y+Rc), s 8.4 8.6 15.8 24.4
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 19.0 9.5 18.0 32.0
Max Q Clear Time (g_c+I1), s 4.4 5.0 8.0 6.8
Green Ext Time (p_c), s 0.4 0.2 3.3 7.0
Intersection Summary
HCM 7th Control Delay, s/veh 8.4
HCM 7th LOS A
Attachment 6
878
HCM 7th AWSC Cumulative Plus Project Conditions
4: Moore Rd & Sorrento Pkwy CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 11.2
Intersection LOS B
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Vol, veh/h 140 130 110 210 130 90
Future Vol, veh/h 140 130 110 210 130 90
Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93
Heavy Vehicles, % 3 3 3 3 3 3
Mvmt Flow 151 140 118 226 140 97
Number of Lanes 011011
Approach EB WB SB
Opposing Approach WB EB
Opposing Lanes 1 1 0
Conflicting Approach Left SB WB
Conflicting Lanes Left 2 0 1
Conflicting Approach Right SB EB
Conflicting Lanes Right 0 2 1
HCM Control Delay, s/veh 11.8 11.3 10.5

HCM LOS B B B
Lane EBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 52% 0% 100% 0%
Vol Thru, % 48% 34% 0% 0%
Vol Right, % 0% 66% 0% 100%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 270 320 130 90
LT Vol 140 0 130 0
Through Vol 130 110 0 0
RT Vol 0 210 0 90
Lane Flow Rate 290 344 140 97
Geometry Grp 2255
Degree of Util (X) 0.412 0.438 0.256 0.145
Departure Headway (Hd) 5.108 4.587 6.603 5.387
Convergence, Y/N Yes Yes Yes Yes
Cap 697 774 548 670
Service Time 3.202 2.673 4.303 3.087
HCM Lane V/C Ratio 0.416 0.444 0.255 0.145
HCM Control Delay, s/veh 11.8 11.3 11.6 9
HCM Lane LOS BBBA
HCM 95th-tile Q 2 2.2 1 0.5
Attachment 6
879
HCM 7th TWSC Cumulative Plus Project Conditions
5: Marina Grande Way/Torino Way & Sorrento Pkwy CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 1
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 10 250 10 10 310 20 0 0 10 10 10 10
Future Vol, veh/h 10 250 10 10 310 20 0 0 10 10 10 10
Conflicting Peds, #/hr 0 0 4 0 0 2 0 0 0 0 0 0
Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop RT Channelized - - None - - None - - None - - None
Storage Length - -----------
Veh in Median Storage, # - 0 - - 0 - - 0 - - 0 -
Grade, % - 0 - - 0 - - 0 - - 0 -
Peak Hour Factor 93 93 93 93 93 93 93 93 93 93 93 93
Heavy Vehicles, % 3 3 3 3 3 3 3 3 3 3 3 3
Mvmt Flow 11 269 11 11 333 22 0 0 11 11 11 11
Major/Minor Major1 Major2 Minor1 Minor2
Conflicting Flow All 357 0 0 284 0 0 660 678 278 658 673 346 Stage 1 - - - - - - 300 300 - 368 368 -
Stage 2 - - - - - - 360 378 - 290 305 -
Critical Hdwy 4.13 - - 4.13 - - 7.13 6.53 6.23 7.13 6.53 6.23 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 2.227 - - 2.227 - - 3.527 4.027 3.327 3.527 4.027 3.327 Pot Cap-1 Maneuver 1196 - - 1273 - - 375 373 758 376 376 695 Stage 1 - - - - - - 707 664 - 650 620 -
Stage 2 - - - - - - 656 613 - 715 660 -
Platoon blocked, % - - - -
Mov Cap-1 Maneuver 1194 - - 1268 - - 350 363 755 362 365 693 Mov Cap-2 Maneuver - - - - - - 350 363 - 362 365 -
Stage 1 - - - - - - 697 654 - 642 612 -
Stage 2 - - - - - - 628 606 - 698 651 -
Approach EB WB NB SB
HCM Ctrl Dly, s/v 0.3 0.23 9.83 14

HCM LOS A B
Minor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 755 66 - - 52 - - 432
HCM Lane V/C Ratio 0.014 0.009 - - 0.008 - - 0.075
HCM Ctrl Dly (s/v) 9.8 8 0 - 7.9 0 - 14
HCM Lane LOS A A A - A A - B
HCM 95th %tile Q(veh) 0 0 - - 0 - - 0.2
Attachment 6
880
HCM 7th AWSC Cumulative Plus Project Conditions
6: Sorrento Pkwy & Lucca Ln/Portello Way CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 12.5
Intersection LOS B
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 10 20 90 10 0 20 320 140 10 250 10 Future Vol, veh/h 0 10 20 90 10 0 20 320 140 10 250 10
Peak Hour Factor 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 0.98 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 0 10 20 92 10 0 20 327 143 10 255 10
Number of Lanes 010010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach Right NB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh 8.8 10.1 14.3 10.7

HCM LOS A B B B
Lane NBLn1 EBLn1 WBLn1 SBLn1
Vol Left, % 4% 0% 90% 4%
Vol Thru, % 67% 33% 10% 93%
Vol Right, % 29% 67% 0% 4%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 480 30 100 270
LT Vol 20 0 90 10
Through Vol 320 10 10 250
RT Vol 140 20 0 10
Lane Flow Rate 490 31 102 276
Geometry Grp 1111
Degree of Util (X) 0.607 0.047 0.168 0.369
Departure Headway (Hd) 4.465 5.53 5.944 4.826
Convergence, Y/N Yes Yes Yes Yes
Cap 803 651 607 738
Service Time 2.527 3.533 3.945 2.902
HCM Lane V/C Ratio 0.61 0.048 0.168 0.374
HCM Control Delay, s/veh 14.3 8.8 10.1 10.7
HCM Lane LOS BABB
HCM 95th-tile Q 4.2 0.1 0.6 1.7
Attachment 6
881
HCM 7th TWSC Cumulative Plus Project Conditions
7: Sorrento Pkwy & Benvenito Ln CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Int Delay, s/veh 0.8
Movement WBL WBR NBT NBR SBL SBT
Lane Configurations
Traffic Vol, veh/h 30 10 480 30 10 360
Future Vol, veh/h 30 10 480 30 10 360
Conflicting Peds, #/hr 0 0 0 5 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 96 96 96 96 96 96
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 31 10 500 31 10 375
Major/Minor Minor1 Major1 Major2
Conflicting Flow All 916 521 0 0 536 0
Stage 1 521 -----
Stage 2 396 -----
Critical Hdwy 6.42 6.22 - - 4.12 -
Critical Hdwy Stg 1 5.42 - - - - -
Critical Hdwy Stg 2 5.42 - - - - -
Follow-up Hdwy 3.518 3.318 - - 2.218 -
Pot Cap-1 Maneuver 302 556 - - 1032 -
Stage 1 596 -----
Stage 2 680 -----
Platoon blocked, % - - -
Mov Cap-1 Maneuver 297 553 - - 1027 -
Mov Cap-2 Maneuver 297 -----
Stage 1 593 -----
Stage 2 671 -----
Approach WB NB SB
HCM Ctrl Dly, s/v 17.23 0 0.23

HCM LOS C
Minor Lane/Major Mvmt NBT NBRWBLn1 SBL SBT
Capacity (veh/h) - - 336 49 -
HCM Lane V/C Ratio - - 0.124 0.01 -
HCM Ctrl Dly (s/v) - - 17.2 8.5 0
HCM Lane LOS - - C A A
HCM 95th %tile Q(veh) - - 0.4 0 -
Attachment 6
882
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 8: Ferrari Ranch Rd & Sorrento Pkwy CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT WBT WBR SBL SBR
Lane Configurations
Traffic Volume (veh/h) 10 690 1060 510 370 10
Future Volume (veh/h) 10 690 1060 510 370 10
Initial Q (Qb), veh 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00
Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00
Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870
Adj Flow Rate, veh/h 11 750 1152 354 402 11
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92
Percent Heavy Veh, % 2 2 2 2 2 2
Cap, veh/h 25 2202 1801 803 633 290
Arrive On Green 0.01 0.62 0.51 0.51 0.18 0.18
Sat Flow, veh/h 1781 3647 3647 1585 3456 1585
Grp Volume(v), veh/h 11 750 1152 354 402 11
Grp Sat Flow(s),veh/h/ln 1781 1777 1777 1585 1728 1585
Q Serve(g_s), s 0.3 4.6 10.8 6.5 4.9 0.3
Cycle Q Clear(g_c), s 0.3 4.6 10.8 6.5 4.9 0.3
Prop In Lane 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 25 2202 1801 803 633 290
V/C Ratio(X) 0.43 0.34 0.64 0.44 0.64 0.04
Avail Cap(c_a), veh/h 410 3931 2764 1233 3066 1406
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00
Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00
Uniform Delay (d), s/veh 22.3 4.2 8.2 7.1 17.2 15.3
Incr Delay (d2), s/veh 11.2 0.1 0.4 0.4 1.1 0.1
Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0
%ile BackOfQ(50%),veh/ln 0.2 0.7 2.8 1.5 1.7 0.0
Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 33.5 4.3 8.6 7.5 18.3 15.4
LnGrp LOS CAAABB
Approach Vol, veh/h 761 1506 413
Approach Delay, s/veh 4.7 8.3 18.2
Approach LOS A A B
Timer - Assigned Phs 4 6 7 8
Phs Duration (G+Y+Rc), s 32.8 12.9 5.2 27.6
Change Period (Y+Rc), s 4.5 4.5 4.5 4.5
Max Green Setting (Gmax), s 50.5 40.5 10.5 35.5
Max Q Clear Time (g_c+I1), s 6.6 6.9 2.3 12.8
Green Ext Time (p_c), s 5.6 1.5 0.0 10.3
Intersection Summary
HCM 7th Control Delay, s/veh 8.8
HCM 7th LOS A
Attachment 6
883
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 9: Caledon Circle (East)/Courtyard Loop & Ferrari Ranch Rd CPP PM Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 780 40 530 1470 60 40 10 370 50 10 0 Future Volume (veh/h) 10 780 40 530 1470 60 40 10 370 50 10 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 839 13 570 1581 47 43 11 103 54 11 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 47 1238 539 659 1783 970 183 47 505 178 36 190 Arrive On Green 0.03 0.35 0.35 0.19 0.50 0.50 0.13 0.13 0.13 0.12 0.12 0.00 Sat Flow, veh/h 1781 3554 1546 3456 3554 1556 1432 366 1585 1492 304 1585 Grp Volume(v), veh/h 11 839 13 570 1581 47 54 0 103 65 0 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1546 1728 1777 1556 1799 0 1585 1796 0 1585 Q Serve(g_s), s 0.6 18.5 0.5 14.7 36.7 1.1 2.5 0.0 4.4 3.0 0.0 0.0 Cycle Q Clear(g_c), s 0.6 18.5 0.5 14.7 36.7 1.1 2.5 0.0 4.4 3.0 0.0 0.0 Prop In Lane 1.00 1.00 1.00 1.00 0.80 1.00 0.83 1.00
Lane Grp Cap(c), veh/h 47 1238 539 659 1783 970 230 0 505 215 0 190 V/C Ratio(X) 0.23 0.68 0.02 0.86 0.89 0.05 0.23 0.00 0.20 0.30 0.00 0.00 Avail Cap(c_a), veh/h 194 1522 662 943 2067 1095 272 0 542 918 0 810 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 0.00 Uniform Delay (d), s/veh 43.8 25.6 19.7 36.1 20.6 6.8 36.0 0.0 22.8 37.0 0.0 0.0 Incr Delay (d2), s/veh 0.9 0.9 0.0 4.4 4.2 0.0 0.4 0.0 0.1 0.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.3 7.6 0.2 6.4 14.8 0.5 1.1 0.0 1.6 1.4 0.0 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 44.8 26.5 19.7 40.5 24.7 6.8 36.4 0.0 23.0 37.6 0.0 0.0 LnGrp LOS D C B D C A D C D
Approach Vol, veh/h 863 2198 157 65
Approach Delay, s/veh 26.6 28.4 27.6 37.6
Approach LOSCCCD
Timer - Assigned Phs 2 3 4 6 7 8
Phs Duration (G+Y+Rc), s 16.9 8.0 51.6 15.5 22.0 37.6
Change Period (Y+Rc), s 5.1 5.5 5.5 4.5 4.5 5.5
Max Green Setting (Gmax), s 13.9 10.0 53.5 47.0 25.1 39.4 Max Q Clear Time (g_c+I1), s 6.4 2.6 38.7 5.0 16.7 20.5 Green Ext Time (p_c), s 0.2 0.0 7.4 0.3 0.8 5.6
Intersection Summary
HCM 7th Control Delay, s/veh 28.1
HCM 7th LOS C
Attachment 6
884
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 10: SR65 SB Ramps & Ferrari Ranch Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 510 690 0 1900 550 0 0 0 400 0 160 Future Volume (veh/h) 0 510 690 0 1900 550 0 0 0 400 0 160 Initial Q (Qb), veh 0 0 0 0 0 0 000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 0 1870 1870 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 0 560 462 0 2088 0 440 0 151
Peak Hour Factor 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 0.91 Percent Heavy Veh, % 0 2 2 0 2 2 222
Cap, veh/h 0 961 793 0 2686 506 0 450
Arrive On Green 0.00 0.53 0.53 0.00 0.53 0.00 0.28 0.00 0.28 Sat Flow, veh/h 0 1921 1507 0 5274 1585 1781 0 1585
Grp Volume(v), veh/h 0 545 477 0 2088 0 440 0 151
Grp Sat Flow(s),veh/h/ln 0 1777 1557 0 1702 1585 1781 0 1585 Q Serve(g_s), s 0.0 11.1 11.2 0.0 17.5 0.0 12.5 0.0 4.0 Cycle Q Clear(g_c), s 0.0 11.1 11.2 0.0 17.5 0.0 12.5 0.0 4.0 Prop In Lane 0.00 0.97 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 0 935 819 0 2686 506 0 450
V/C Ratio(X) 0.00 0.58 0.58 0.00 0.78 0.87 0.00 0.34
Avail Cap(c_a), veh/h 0 1088 954 0 3127 579 0 515
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 1.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 0.0 8.6 8.6 0.0 10.1 0.0 18.1 0.0 15.1 Incr Delay (d2), s/veh 0.0 0.2 0.2 0.0 0.9 0.0 11.1 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln0.0 3.1 2.7 0.0 4.6 0.0 5.8 0.0 1.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 0.0 8.8 8.9 0.0 11.0 0.0 29.2 0.0 15.2 LnGrp LOS A A B C B
Approach Vol, veh/h 1022 2088 591
Approach Delay, s/veh 8.9 11.0 25.6
Approach LOS A B C
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 33.4 19.8 33.4
Change Period (Y+Rc), s 5.4 4.7 5.4
Max Green Setting (Gmax), s 32.6 17.3 32.6
Max Q Clear Time (g_c+I1), s 13.2 14.5 19.5
Green Ext Time (p_c), s 4.5 0.6 8.5
Intersection Summary
HCM 7th Control Delay, s/veh 12.8
HCM 7th LOS B
Notes
Unsignalized Delay for [WBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
885
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 11: SR65 NB Ramps & Ferrari Ranch Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 90 810 0 0 1370 380 1080 0 700 0 0 0 Future Volume (veh/h) 90 810 0 0 1370 380 1080 0 700 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 0 0 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 102 920 0 0 1557 0 1227 0 597
Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 0.88 Percent Heavy Veh, % 2 2 0 0 2 2 2 2 2
Cap, veh/h 134 1738 0 0 1785 1364 0 1214
Arrive On Green 0.08 0.49 0.00 0.00 0.35 0.00 0.38 0.00 0.38 Sat Flow, veh/h 1781 3647 0 0 5274 1585 3563 0 3170
Grp Volume(v), veh/h 102 920 0 0 1557 0 1227 0 597
Grp Sat Flow(s),veh/h/ln 1781 1777 0 0 1702 1585 1781 0 1585 Q Serve(g_s), s 4.7 15.0 0.0 0.0 24.1 0.0 27.3 0.0 12.1 Cycle Q Clear(g_c), s 4.7 15.0 0.0 0.0 24.1 0.0 27.3 0.0 12.1 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 134 1738 0 0 1785 1364 0 1214
V/C Ratio(X) 0.76 0.53 0.00 0.00 0.87 0.90 0.00 0.49
Avail Cap(c_a), veh/h 148 1795 0 0 1914 1546 0 1376
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 0.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 38.2 14.8 0.0 0.0 25.7 0.0 24.5 0.0 19.8 Incr Delay (d2), s/veh 15.8 0.1 0.0 0.0 4.2 0.0 6.4 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/ln2.6 5.4 0.0 0.0 9.6 0.0 11.6 0.0 4.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 54.1 15.0 0.0 0.0 29.9 0.0 30.9 0.0 19.9 LnGrp LOS D B C C B
Approach Vol, veh/h 1022 1557 1824
Approach Delay, s/veh 18.9 29.9 27.3
Approach LOS B C C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 46.6 11.8 34.9 37.7
Change Period (Y+Rc), s 5.4 5.4 * 5.4 5.4
Max Green Setting (Gmax), s 42.6 7.0 * 32 36.6
Max Q Clear Time (g_c+I1), s 17.0 6.7 26.1 29.3
Green Ext Time (p_c), s 4.3 0.0 3.4 2.9
Intersection Summary
HCM 7th Control Delay, s/veh 26.3
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th 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.

Attachment 6
886
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 12: Ferrari Ranch Rd & Groveland Ln CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 50 310 300 90 120 320 980 120 100 1160 30 Future Volume (veh/h) 30 50 310 300 90 120 320 980 120 100 1160 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 32 54 222 210 255 18 344 1054 45 108 1247 7 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 357 62 255 295 310 263 368 2066 620 293 1443 441 Arrive On Green 0.20 0.20 0.20 0.16 0.16 0.16 0.21 0.40 0.40 0.08 0.28 0.28 Sat Flow, veh/h 1795 312 1282 1795 1885 1598 1795 5147 1545 3483 5147 1571 Grp Volume(v), veh/h 32 0 276 210 255 18 344 1054 45 108 1247 7 Grp Sat Flow(s),veh/h/ln 1795 0 1594 1795 1885 1598 1795 1716 1545 1742 1716 1571 Q Serve(g_s), s 1.9 0.0 21.4 14.1 16.7 1.2 24.1 19.7 2.3 3.7 29.4 0.4 Cycle Q Clear(g_c), s 1.9 0.0 21.4 14.1 16.7 1.2 24.1 19.7 2.3 3.7 29.4 0.4 Prop In Lane 1.00 0.80 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 357 0 317 295 310 263 368 2066 620 293 1443 441 V/C Ratio(X) 0.09 0.00 0.87 0.71 0.82 0.07 0.93 0.51 0.07 0.37 0.86 0.02 Avail Cap(c_a), veh/h 633 0 562 633 664 563 401 2260 678 303 1559 476 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 41.7 0.0 49.6 50.5 51.6 45.1 49.9 28.8 23.6 55.3 43.6 33.2 Incr Delay (d2), s/veh 0.1 0.0 7.4 3.2 5.4 0.1 26.8 0.2 0.0 0.3 5.0 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/ln0.8 0.0 9.3 6.7 8.4 0.5 13.3 7.9 0.8 1.6 12.8 0.2 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.9 0.0 57.0 53.7 57.0 45.2 76.7 29.0 23.6 55.6 48.7 33.2 LnGrp LOS D E D E D E C C E D C
Approach Vol, veh/h 308 483 1443 1362
Approach Delay, s/veh 55.4 55.1 40.2 49.1
Approach LOS E E D D
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s15.3 56.9 25.6 30.7 41.4 30.0
Change Period (Y+Rc), s 4.5 5.6 4.6 4.5 5.6 4.6
Max Green Setting (Gmax), s 11.1 56.1 45.0 28.5 38.7 45.0 Max Q Clear Time (g_c+I1), s 5.7 21.7 18.7 26.1 31.4 23.4 Green Ext Time (p_c), s 0.1 8.6 2.3 0.2 4.4 2.0
Intersection Summary
HCM 7th Control Delay, s/veh 46.9
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 6
887
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 13: Ferrari Ranch Rd & Joiner Pkwy CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 330 230 490 410 80 280 520 290 130 520 70 Future Volume (veh/h) 50 330 230 490 410 80 280 520 290 130 520 70 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 0.98 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 355 0 527 441 55 301 559 206 140 559 21 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 143 700 619 1051 462 453 841 369 430 818 356 Arrive On Green 0.08 0.20 0.00 0.18 0.30 0.30 0.13 0.24 0.24 0.12 0.23 0.23 Sat Flow, veh/h 1781 3554 1585 3456 3554 1561 3456 3554 1560 3456 3554 1546 Grp Volume(v), veh/h 54 355 0 527 441 55 301 559 206 140 559 21 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1561 1728 1777 1560 1728 1777 1546 Q Serve(g_s), s 2.2 6.8 0.0 11.2 7.6 2.0 6.3 10.9 8.8 2.8 10.9 0.8 Cycle Q Clear(g_c), s 2.2 6.8 0.0 11.2 7.6 2.0 6.3 10.9 8.8 2.8 10.9 0.8 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 143 700 619 1051 462 453 841 369 430 818 356 V/C Ratio(X) 0.38 0.51 0.85 0.42 0.12 0.66 0.66 0.56 0.33 0.68 0.06 Avail Cap(c_a), veh/h 351 1633 681 1633 718 1134 1867 819 681 1867 812 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 33.2 27.3 0.0 30.3 21.6 19.6 31.5 26.3 25.6 30.4 26.8 22.9 Incr Delay (d2), s/veh 1.6 0.6 0.0 9.4 0.3 0.1 1.7 0.9 1.3 0.4 1.0 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/ln1.0 2.7 0.0 5.2 2.9 0.7 2.6 4.4 3.2 1.1 4.4 0.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 34.8 27.9 0.0 39.7 21.8 19.7 33.2 27.2 26.9 30.9 27.8 22.9 LnGrp LOS C C D C B C C C C C C
Approach Vol, veh/h 409 1023 1066 720
Approach Delay, s/veh 28.8 30.9 28.8 28.3
Approach LOSCCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s18.1 20.5 14.5 23.0 10.6 28.0 14.0 23.5 Change Period (Y+Rc), s 4.5 5.5 4.5 5.5 4.5 5.5 4.5 5.5 Max Green Setting (Gmax), s 15.0 35.0 25.0 40.0 15.0 35.0 15.0 40.0 Max Q Clear Time (g_c+I1), s 13.2 8.8 8.3 12.9 4.2 9.6 4.8 12.9 Green Ext Time (p_c), s 0.4 2.2 0.9 3.8 0.1 3.0 0.3 4.5 Intersection Summary
HCM 7th Control Delay, s/veh 29.4
HCM 7th LOS C
Notes
Unsignalized Delay for [EBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
888
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 15: Nelson Ln & SR 65 NB Ramp CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 0 0 0 560 0 1090 0 1040 310 0 1390 760 Future Volume (veh/h) 0 0 0 560 0 1090 0 1040 310 0 1390 760 Initial Q (Qb), veh 000000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 406 0 1391 0 1130 0 0 1511 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 222022022
Cap, veh/h 836 0 1488 0 1853 0 1853
Arrive On Green 0.47 0.00 0.47 0.00 0.36 0.00 0.00 0.36 0.00 Sat Flow, veh/h 1781 0 3170 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 406 0 1391 0 1130 0 0 1511 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 0 1702 1585 Q Serve(g_s), s 8.4 0.0 22.3 0.0 9.7 0.0 0.0 14.4 0.0
Cycle Q Clear(g_c), s 8.4 0.0 22.3 0.0 9.7 0.0 0.0 14.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 836 0 1488 0 1853 0 1853
V/C Ratio(X) 0.49 0.00 0.93 0.00 0.61 0.00 0.82
Avail Cap(c_a), veh/h 846 0 1505 0 1949 0 1949
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 9.8 0.0 13.5 0.0 14.0 0.0 0.0 15.5 0.0 Incr Delay (d2), s/veh 0.4 0.0 11.1 0.0 0.5 0.0 0.0 2.7 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.5 0.0 8.0 0.0 3.1 0.0 0.0 4.9 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 10.2 0.0 24.5 0.0 14.5 0.0 0.0 18.2 0.0 LnGrp LOS B C B B
Approach Vol, veh/h 1797 1130 1511
Approach Delay, s/veh 21.3 14.5 18.2
Approach LOS C B B
Timer - Assigned Phs 2 6 8
Phs Duration (G+Y+Rc), s 24.0 24.0 29.7
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 20.5 20.5 25.5
Max Q Clear Time (g_c+I1), s 11.7 16.4 24.3
Green Ext Time (p_c), s 4.7 3.1 0.9
Intersection Summary
HCM 7th Control Delay, s/veh 18.5
HCM 7th LOS B
Notes
User approved volume balancing among the lanes for turning movement.

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

Attachment 6
889
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 16: Nelson Ln & SR 65 SB Ramp CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 0 990 0 0 0 0 1280 1050 0 1410 480 Future Volume (veh/h) 130 0 990 0 0 0 0 1280 1050 0 1410 480 Initial Q (Qb), veh 0 0 0 000000
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 0 1870 1870 0 1870 1870 Adj Flow Rate, veh/h 141 0 1066 0 1391 0 0 1533 0
Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 022022
Cap, veh/h 1013 0 902 0 1627 0 1627
Arrive On Green 0.57 0.00 0.57 0.00 0.32 0.00 0.00 0.32 0.00 Sat Flow, veh/h 1781 0 1585 0 5274 1585 0 5274 1585
Grp Volume(v), veh/h 141 0 1066 0 1391 0 0 1533 0
Grp Sat Flow(s),veh/h/ln 1781 0 1585 0 1702 1585 0 1702 1585 Q Serve(g_s), s 3.0 0.0 45.5 0.0 20.4 0.0 0.0 23.4 0.0
Cycle Q Clear(g_c), s 3.0 0.0 45.5 0.0 20.4 0.0 0.0 23.4 0.0 Prop In Lane 1.00 1.00 0.00 1.00 0.00 1.00
Lane Grp Cap(c), veh/h 1013 0 902 0 1627 0 1627
V/C Ratio(X) 0.14 0.00 1.18 0.00 0.86 0.00 0.94
Avail Cap(c_a), veh/h 1013 0 902 0 1628 0 1628
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 0.00 Uniform Delay (d), s/veh 8.1 0.0 17.2 0.0 25.5 0.0 0.0 26.5 0.0 Incr Delay (d2), s/veh 0.1 0.0 93.4 0.0 4.7 0.0 0.0 11.4 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln1.0 0.0 36.4 0.0 8.2 0.0 0.0 10.3 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 8.1 0.0 110.6 0.0 30.2 0.0 0.0 38.0 0.0 LnGrp LOS A F C D
Approach Vol, veh/h 1207 1391 1533
Approach Delay, s/veh 98.6 30.2 38.0
Approach LOS F C D
Timer - Assigned Phs 2 4 6
Phs Duration (G+Y+Rc), s 30.0 50.0 30.0
Change Period (Y+Rc), s 4.5 4.5 4.5
Max Green Setting (Gmax), s 25.5 45.5 25.5
Max Q Clear Time (g_c+I1), s 22.4 47.5 25.4
Green Ext Time (p_c), s 2.3 0.0 0.1
Intersection Summary
HCM 7th Control Delay, s/veh 53.1
HCM 7th LOS D
Notes
Unsignalized Delay for [NBR, SBR] is excluded from calculations of the approach delay and intersection delay.

Attachment 6
890
HCM 7th AWSC Cumulative Plus Project Conditions
17: Shallus Blvd & Moore Rd & Ferrari Ranch Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 26.9
Intersection LOS D
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 190 540 110 170 430 0 70 10 110 0 10 120 Future Vol, veh/h 190 540 110 170 430 0 70 10 110 0 10 120 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 207 587 120 185 467 0 76 11 120 0 11 130
Number of Lanes 1 20120110110
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 3 3 2 2
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 2 2 3 3
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 2 2 3 3
HCM Control Delay, s/veh35.7 19.5 17.1 18.4

HCM LOS E C C C
Lane NBLn1 NBLn2 EBLn1 EBLn2 EBLn3WBLn1WBLn2WBLn3 SBLn1 SBLn2 Vol Left, % 100% 0% 100% 0% 0% 100% 0% 0% 0% 0%
Vol Thru, % 0% 8% 0% 100% 62% 0% 100% 100% 100% 8%
Vol Right, % 0% 92% 0% 0% 38% 0% 0% 0% 0% 92%
Sign Control Stop Stop Stop Stop Stop Stop Stop Stop Stop Stop Traffic Vol by Lane 70 120 190 360 290 170 215 215 0 130 LT Vol 70 0 190 0 0 170 0 0 0 0
Through Vol 0 10 0 360 180 0 215 215 0 10
RT Vol 0 110 0 0 110 0 0 0 0 120
Lane Flow Rate 76 130 207 391 315 185 234 234 0 141
Geometry Grp 6666666666
Degree of Util (X) 0.227 0.346 0.504 0.898 0.7 0.479 0.572 0.456 0 0.381 Departure Headway (Hd) 10.731 9.558 8.781 8.266 7.992 9.332 8.815 7.025 10.369 9.71 Convergence, Y/N Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes Cap 334 376 411 438 451 386 409 512 0 369
Service Time 8.52 7.348 6.542 6.027 5.753 7.1 6.583 4.791 8.159 7.5 HCM Lane V/C Ratio 0.228 0.346 0.504 0.893 0.698 0.479 0.572 0.457 0 0.382 HCM Control Delay, s/veh 16.7 17.4 20.2 50.5 27.5 20.4 22.8 15.6 13.2 18.4 HCM Lane LOS CCCFDCCCNC
HCM 95th-tile Q 0.9 1.5 2.7 9.6 5.3 2.5 3.5 2.4 0 1.7
Attachment 6
891
HCM 7th AWSC Cumulative Plus Project Conditions
18: Liberty Parkway & Moore Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 9.9
Intersection LOS A
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 80 100 20 20 60 60 10 110 30 40 90 60 Future Vol, veh/h 80 100 20 20 60 60 10 110 30 40 90 60 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Heavy Vehicles, % 2 2 2 2 2 2 2 2 2 2 2 2
Mvmt Flow 87 109 22 22 65 65 11 120 33 43 98 65
Number of Lanes 0 10010010010
Approach EB WB NB SB
Opposing Approach WB EB SB NB
Opposing Lanes 1 1 1 1
Conflicting Approach Left SB NB EB WB
Conflicting Lanes Left 1 1 1 1
Conflicting Approach RightNB SB WB EB
Conflicting Lanes Right 1 1 1 1
HCM Control Delay, s/veh10.4 9.3 9.6 10

HCM LOS B A A A
Lane NBLn1 EBLn1WBLn1 SBLn1
Vol Left, % 7% 40% 14% 21%
Vol Thru, % 73% 50% 43% 47%
Vol Right, % 20% 10% 43% 32%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 150 200 140 190
LT Vol 10 80 20 40
Through Vol 110 100 60 90
RT Vol 30 20 60 60
Lane Flow Rate 163 217 152 207
Geometry Grp 1111
Degree of Util (X) 0.227 0.305 0.207 0.282
Departure Headway (Hd) 5.007 5.048 4.899 4.91
Convergence, Y/N Yes Yes Yes Yes
Cap 708 704 723 723
Service Time 3.101 3.139 2.997 2.999
HCM Lane V/C Ratio 0.23 0.308 0.21 0.286
HCM Control Delay, s/veh 9.6 10.4 9.3 10
HCM Lane LOS ABAA
HCM 95th-tile Q 0.9 1.3 0.8 1.2
Attachment 6
892
HCM 7th Roundabout Cumulative Plus Project Conditions
19: Liberty Parkway & North Roundabout CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 4.2
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 76 44 282 142
Demand Flow Rate, veh/h 77 45 288 144
Vehicles Circulating, veh/h 167 244 33 123
Vehicles Exiting, veh/h 100 77 211 166
Ped Vol Crossing Leg, #/h0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 3.7 3.8 4.6 4.0
Approach LOSAAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
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
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 77 45 288 144
Cap Entry Lane, veh/h 1164 1076 1334 1217
Entry HV Adj Factor 0.987 0.978 0.980 0.985
Flow Entry, veh/h 76 44 282 142
Cap Entry, veh/h 1149 1052 1307 1199
V/C Ratio 0.066 0.042 0.216 0.118
Control Delay, s/veh 3.7 3.8 4.6 4.0

LOS AAAA
95th %tile Queue, veh 0 0 1 0
Attachment 6
893
HCM 7th Roundabout Cumulative Plus Project Conditions
20: Liberty Parkway & South Roundabout CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Intersection
Intersection Delay, s/veh 5.4
Intersection LOS A
Approach EB WB NB SB
Entry Lanes 1111
Conflicting Circle Lanes 1111
Adj Approach Flow, veh/h 142 54 467 207
Demand Flow Rate, veh/h 144 55 477 211
Vehicles Circulating, veh/h 244 410 22 188
Vehicles Exiting, veh/h 155 89 366 277
Ped Vol Crossing Leg, #/h0 0 0 0
Ped Cap Adj 1.000 1.000 1.000 1.000
Approach Delay, s/veh 4.6 4.6 6.0 4.9
Approach LOSAAAA
Lane Left Left Left Left
Designated Moves LTR LTR LTR LTR
Assumed Moves LTR LTR LTR LTR
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
A (Intercept) 1380 1380 1380 1380
B (Slope) 1.02e-3 1.02e-3 1.02e-3 1.02e-3
Entry Flow, veh/h 144 55 477 211
Cap Entry Lane, veh/h 1076 908 1349 1139
Entry HV Adj Factor 0.985 0.978 0.979 0.981
Flow Entry, veh/h 142 54 467 207
Cap Entry, veh/h 1059 888 1320 1118
V/C Ratio 0.134 0.061 0.354 0.185
Control Delay, s/veh 4.6 4.6 6.0 4.9

LOS AAAA
95th %tile Queue, veh 0 0 2 1
Attachment 6
894
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 21: Liberty Parkway & Ferrari Ranch Rd CPP PM
Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 130 200 320 500 310 240 200 60 310 170 60 100 Future Volume (veh/h) 130 200 320 500 310 240 200 60 310 170 60 100 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 141 217 121 543 337 90 217 65 117 185 65 38 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 181 420 187 671 750 334 264 567 481 230 314 184 Arrive On Green 0.10 0.12 0.12 0.19 0.21 0.21 0.15 0.30 0.30 0.13 0.28 0.28 Sat Flow, veh/h 1781 3554 1585 3456 3554 1585 1781 1870 1585 1781 1107 647 Grp Volume(v), veh/h 141 217 121 543 337 90 217 65 117 185 0 103 Grp Sat Flow(s),veh/h/ln 1781 1777 1585 1728 1777 1585 1781 1870 1585 1781 0 1754 Q Serve(g_s), s 5.4 4.0 5.1 10.6 5.8 3.3 8.3 1.8 3.9 7.1 0.0 3.1 Cycle Q Clear(g_c), s 5.4 4.0 5.1 10.6 5.8 3.3 8.3 1.8 3.9 7.1 0.0 3.1 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.37
Lane Grp Cap(c), veh/h 181 420 187 671 750 334 264 567 481 230 0 498 V/C Ratio(X) 0.78 0.52 0.65 0.81 0.45 0.27 0.82 0.11 0.24 0.81 0.00 0.21 Avail Cap(c_a), veh/h 372 908 405 907 1100 490 392 567 481 367 0 498 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 30.9 29.2 29.6 27.1 24.2 23.2 29.1 17.7 18.5 29.8 0.0 19.2 Incr Delay (d2), s/veh 7.2 1.0 3.7 4.0 0.4 0.4 8.5 0.4 1.2 6.7 0.0 0.9 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln2.5 1.7 2.0 4.4 2.3 1.2 4.0 0.8 1.5 3.4 0.0 1.3 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 38.0 30.1 33.3 31.2 24.6 23.7 37.6 18.1 19.7 36.5 0.0 20.1 LnGrp LOS D C C C C C D B B D C
Approach Vol, veh/h 479 970 399 288
Approach Delay, s/veh 33.3 28.2 29.2 30.7
Approach LOSCCCC
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s13.6 25.9 18.2 12.8 14.9 24.5 11.6 19.4 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 14.5 21.0 18.5 18.0 15.5 20.0 14.7 21.8 Max Q Clear Time (g_c+I1), s 9.1 5.9 12.6 7.1 10.3 5.1 7.4 7.8 Green Ext Time (p_c), s 0.2 0.6 1.1 1.2 0.3 0.4 0.2 1.9 Intersection Summary
HCM 7th Control Delay, s/veh 29.9
HCM 7th LOS C
Attachment 6
895
P
Appendix F. Moore Rd /
Ferrari Ranch Rd / Shallus
Blvd Safety and Operations
Results
Attachment 6
896
Safety Performance for Intersection Control Evaluation
Project Information
Project Name:

Intersection:

Agency:

Use this button to
clear all
inputs/outputs and
reset the tool to its
initial defaults
Village 7B Specific Plan Amendment
Moore Road / Ferrari Ranch Road / Shallus Boulevard
RS25-4413
Lincoln
California
3/2/2026
Project Reference:

City:

State:

Date:

Analyst:

Load Cap-X Reset SPICE Tool
Attachment 6
897
At-Grade Intersections (Select from Dropdown)
Opening Year Only (Select from Dropdown)
2050
On Urban and Suburban Arterial (Select from Dropdown)
Suburban (Select from Dropdown)
4-leg (Select from Dropdown)
13,450
4,200
Control Strategy Base Intersection
Traffic Signal --Traffic Signal (Alternative Configuration) --Minor Road Stop --All-Way Stop (No SPF/CMF Available) --1-Lane Roundabout Minor Road Stop2-Lane Roundabout Traffic SignalDisplaced Left-Turn (DLT) Traffic SignalMedian U-Turn (MUT) Traffic SignalSignalized Restricted Crossing U-Turn (RCUT) Traffic SignalUnsignalized Restricted Crossing U-Turn (RCU Minor Road StopContinuous Green-T (CGT) Intersection Traffic SignalJughandle Traffic SignalOther 1 Traffic SignalOther 2 Minor Road Stop NoNoNoNoNoNoNo
Design Year – Major Road AADT Enable "Opening and Design Year" above to input Design Year AADTsDesign Year – Minor Road AADTOpening Year – Major Road AADTOpening Year – Minor Road AADTNumber of Legs Safety Performance for Intersection Control Evaluation
Control Strategy Selection
Intersection TypeOpening YearDesign YearAnalysis YearFacility Secondary Type (For Roundabouts Only)Facility Type If the input AADT exceeds the range of the data used to develop one or more of the SPFs, the resulting predictions should be used with caution.

Note: The CMFs associated with roundabouts differentiate between urban and suburban areas, while the SPFs and CMFs for all other intersections do not.

Include
YesYesYes
No
Yes
NoNo
Attachment
6 898
Number of Approaches with Left-Turn Lanes
Number of Approaches with Right-Turn LanesNumber of Uncontrolled Approaches with Left-Turn LanesNumber of Uncontrolled Approaches with Right-Turn LanesSkew AngleLighting Present# of Approaches Permissive LT Signal Phasing# of Approaches Permissive/Protected LT Signal Phasing# of Approaches Protected LT Signal PhasingNumber of Approaches with Right-Turn-on-Red ProhibitedRed Light Cameras PresentPedestrian Volume by Activity LevelUser-Specified Sum of all daily pedestrian crossing volumesMax # of Lanes Crossed by PedestriansNumber of Bus Stops within 1000 ft of IntersectionSchools within 1000 ft of intersectionNumber of Alcohol Sales Establishments within 1000 ft of Intersection N/A
All yellow cells will be automatically
populated by a macro. If users want to do
a planning-level analysis, they can leave
the automatic inputs as-is
04 Low (50)
Yes YesYes Yes
N/A
0 00
0 N/A
No
Do not include stop controlled approaches
for minor stop
All Way Stop 2-lane Roundabout
1 0
4 Traffic Signal
0 1
4 Input Minor Road Stop
N/AN/A
0 N/A
Additional Required
Control Strategy
Inputs
N/A
00 0 N/A
CMF - No Inputs
Required
Highway Safety Manual Part C CMF Inputs
0 Yes
5 50
N/A
Control Strategy
Safety Performance for Intersection Control Evaluation
At-Grade Intersection Inputs
Keep default values below here for planning-level analysis, override with actual values for full HSM Analysis.

N/A
N/A
Yes
A yellow cell indicates
the value may be used
in the SPF computation
N/A
Attachment
6 899
Project Name: Intersection Type
Intersection: Opening YearAgency: Design YearProject Reference: Facility TypeCity: Number of LegsState: 1-Way/2-WayDate: # of Major Street LanesAnalyst: Major Street Approach Speed Control Strategy Crash Type Opening Year Design Year Total Project Life Cycle Total 1.43 -- --
Fatal & Injury 0.23 -- --
Total 1.77 -- --
Fatal & Injury 0.71 -- --
Total No SPF -- --
Fatal & Injury No SPF -- --
Total 1.57 -- --
Fatal & Injury 0.53 -- --
Project Information
On Urban and Suburban Arterial
4-leg
2-way Intersecting 2-way
Moore Road / Ferrari Ranch Road / Shallus BoulevardRS25-4413LincolnCalifornia Safety Performance for Intersection Control Evaluation Tool Yes
Crash Prediction Summary
Results
Summary of crash prediction results for each alternative At-Grade Intersections
2050
Village 7B Specific Plan Amendment
--
3/2/2026
N/A
2-lane Roundabout
Minor Road Stop
All Way Stop
Traffic Signal
AADT Within Prediction Range?
N/A
Yes
Less than 55 mph
5 or fewer
Attachment
6 900
Project Lincoln Village 7 Specific Plan Amend
Major Street Ferrari Ranch Rd Scenario Cumulative Plus Project Conditions Minor Street Moore Rd/Shallus Blvd Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 80 0 50 60 North/South
Through 10 10 400 500 x East/West
Right 170 140 30 0
Total 260 150 480 560
Major Street Minor Street Warrant Met Ferrari Ranch Rd Moore Rd/Shallus Blvd 21 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) * 1,040 260
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
Attachment 6
901
Project Lincoln Village 7 Specific Plan Amend
Major Street Ferrari Ranch Rd Scenario Cumulative Plus Project Conditions Minor Street Moore Rd/Shallus Blvd Peak Hour AM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 80 0 50 60 North/South
Through 10 10 400 500 x East/West
Right 170 140 30 0
Total 260 150 480 560
Intersection Geometry
1 4

30.2 Approach with Worst Case Delay NB
260
Warrant Met
Warrant 3A, Peak Hour
NO
Total Approaches
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Met Met

2.2 260 1,450
4 100 800
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Number of Approach Lanes for Minor Street
Worst Case Delay for Minor Street
Not Met
Cumulative Plus Project Conditions
Limiting Value
Condition Satisfied?
Attachment 6
902
Project Lincoln Village 7 Specific Plan Amend
Major Street Ferrari Ranch Rd Scenario Cumulative Plus Project Conditions Minor Street Moore Rd/Shallus Blvd Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 70 0 190 170 North/South
Through 10 10 610 390 x East/West
Right 110 120 110 0
Total 190 130 910 560
21 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) * 1,470 190
Major Street Minor Street Warrant Met Ferrari Ranch Rd Moore Rd/Shallus Blvd 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
Attachment 6
903
Project Lincoln Village 7 Specific Plan Amend
Major Street Ferrari Ranch Rd Scenario Cumulative Plus Project Conditions Minor Street Moore Rd/Shallus Blvd Peak Hour PM
Turn Movement Volumes Major Street Direction

NB SB EB WB
Left 70 0 190 170 North/South
Through 10 10 540 430 x East/West
Right 110 120 110 0
Total 190 130 840 600
Intersection Geometry
1 4
428.3
Approach with Worst Case Delay NB
190
Stopped Delay (seconds per vehicle)
Total Vehicles on Approach
Number of Approach Lanes for Minor Street
Worst Case Delay for Minor Street
Met
Cumulative Plus Project Conditions
Limiting Value
Condition Satisfied?
Warrant Met
Warrant 3A, Peak Hour
YES
Total Approaches
Peak Hour Delay on
Minor Approach
(vehicle-hours)
Peak Hour Volume
on Minor Approach
(vph)
Peak Hour Entering
Volume Serviced
(vph)
Met Met

22.6 190 1,760
4 100 800
Attachment 6
904

SITE LAYOUT
Lincoln Village 7 Specific Plan Amendment
Moore Rd/Shallus Blvd/Ferrari Ranch Rd
Site Category: Intersection Improvements
Roundabout
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Created: Tuesday, March 3, 2026 10:43:32 AM Project: C:\fpbox\Box\-Projects\RS-Projects\2025 Projects\4413.00_Lincoln_Village_7\Analysis\Sidra 9.1\Moore_Shallus_Roundabout.sip9 Attachment 6
905

MOVEMENT SUMMARY
Lincoln Village 7 Specific Plan Amendment
Moore Rd/Shallus Blvd/Ferrari Ranch Rd
Output produced by SIDRA INTERSECTION Version: 9.1.6.228 AM Peak Hour
Site Category: Intersection Improvements
Roundabout
Vehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
Turn Mov
Class
Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Eff.

Stop
Rate
Aver.

No. of
Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Shallus Blvd
3 L2 All MCs 87 2.0 87 2.0 0.323 7.6 LOS A 1.4 36.2 0.58 0.46 0.58 25.8 8 T1 All MCs 11 2.0 11 2.0 0.323 7.6 LOS A 1.4 36.2 0.58 0.46 0.58 26.2 18 R2 All MCs 185 2.0 185 2.0 0.323 7.6 LOS A 1.4 36.2 0.58 0.46 0.58 26.1 Approach 283 2.0 283 2.0 0.323 7.6 LOS A 1.4 36.2 0.58 0.46 0.58 26.0 East: Ferrari Ranch Rd
1 L2 All MCs 65 2.0 65 2.0 0.258 5.3 LOS A 1.3 34.3 0.36 0.19 0.36 32.9 6 T1 All MCs 543 2.0 543 2.0 0.258 5.3 LOS A 1.3 34.3 0.36 0.19 0.36 34.1 16 R2 All MCs 1 2.0 1 2.0 0.258 5.3 LOS A 1.3 34.3 0.36 0.19 0.36 34.0 Approach 610 2.0 610 2.0 0.258 5.3 LOS A 1.3 34.3 0.36 0.19 0.36 34.0 North: Moore Rd
7 L2 All MCs 1 2.0 1 2.0 0.232 7.8 LOS A 0.9 23.2 0.62 0.55 0.62 26.2 4 T1 All MCs 11 2.0 11 2.0 0.232 7.8 LOS A 0.9 23.2 0.62 0.55 0.62 26.6 14 R2 All MCs 152 2.0 152 2.0 0.232 7.8 LOS A 0.9 23.2 0.62 0.55 0.62 26.5 Approach 164 2.0 164 2.0 0.232 7.8 LOS A 0.9 23.2 0.62 0.55 0.62 26.5 West: Moore Rd
5 L2 All MCs 54 2.0 54 2.0 0.203 4.4 LOS A 1.0 26.2 0.23 0.09 0.23 27.3 2 T1 All MCs 435 2.0 435 2.0 0.203 4.4 LOS A 1.0 26.2 0.23 0.09 0.23 27.8 12 R2 All MCs 33 2.0 33 2.0 0.203 4.4 LOS A 1.0 26.2 0.23 0.09 0.23 27.8 Approach 522 2.0 522 2.0 0.203 4.4 LOS A 1.0 26.2 0.23 0.09 0.23 27.8 All Vehicles 1578 2.0 1578 2.0 0.323 5.7 LOS A 1.4 36.2 0.38 0.24 0.38 29.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6 Extended.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Extended Roundabout Capacity Model.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects.

MOVEMENT SUMMARY
Lincoln Village 7 Specific Plan Amendment
Moore Rd/Shallus Blvd/Ferrari Ranch Rd
Output produced by SIDRA INTERSECTION Version: 9.1.6.228 PM Peak Hour
Site Category: Intersection Improvements
Roundabout
Vehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
Turn Mov
Class
Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Que
Eff.

Stop
Rate
Aver.

No. of
Cycles
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Shallus Blvd
3 L2 All MCs 76 2.0 76 2.0 0.334 10.4 LOS B 1.5 37.5 0.69 0.68 0.78 25.0 8 T1 All MCs 11 2.0 11 2.0 0.334 10.4 LOS B 1.5 37.5 0.69 0.68 0.78 25.3 18 R2 All MCs 120 2.0 120 2.0 0.334 10.4 LOS B 1.5 37.5 0.69 0.68 0.78 25.2 Approach 207 2.0 207 2.0 0.334 10.4 LOS B 1.5 37.5 0.69 0.68 0.78 25.1 East: Ferrari Ranch Rd
1 L2 All MCs 185 2.0 185 2.0 0.319 6.7 LOS A 1.6 41.7 0.51 0.34 0.51 31.3 6 T1 All MCs 467 2.0 467 2.0 0.319 6.7 LOS A 1.6 41.7 0.51 0.34 0.51 33.2 16 R2 All MCs 1 2.0 1 2.0 0.319 6.7 LOS A 1.6 41.7 0.51 0.34 0.51 33.3 Approach 653 2.0 653 2.0 0.319 6.7 LOS A 1.6 41.7 0.51 0.34 0.51 32.6 North: Moore Rd
7 L2 All MCs 1 2.0 1 2.0 0.214 8.0 LOS A 0.8 21.5 0.64 0.57 0.64 26.2 4 T1 All MCs 11 2.0 11 2.0 0.214 8.0 LOS A 0.8 21.5 0.64 0.57 0.64 26.5 14 R2 All MCs 130 2.0 130 2.0 0.214 8.0 LOS A 0.8 21.5 0.64 0.57 0.64 26.4 Approach 142 2.0 142 2.0 0.214 8.0 LOS A 0.8 21.5 0.64 0.57 0.64 26.4 West: Moore Rd
5 L2 All MCs 207 2.0 207 2.0 0.405 7.3 LOS A 2.5 63.6 0.49 0.28 0.49 26.0 2 T1 All MCs 587 2.0 587 2.0 0.405 7.3 LOS A 2.5 63.6 0.49 0.28 0.49 26.7 12 R2 All MCs 120 2.0 120 2.0 0.405 7.3 LOS A 2.5 63.6 0.49 0.28 0.49 26.8 Approach 913 2.0 913 2.0 0.405 7.3 LOS A 2.5 63.6 0.49 0.28 0.49 26.5 All Vehicles 1915 2.0 1915 2.0 0.405 7.5 LOS A 2.5 63.6 0.53 0.36 0.54 28.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab).

Roundabout LOS Method: Same as Sign Control.

Vehicle movement LOS values are based on average delay and v/c ratio (degree of saturation) per movement.

LOS F will result if v/c > 1 irrespective of movement delay value (does not apply for approaches and intersection).

Intersection and Approach LOS values are based on average delay for all movements (v/c not used as specified in HCM 6).

Roundabout Capacity Model: US HCM 6 Extended.

Delay Model: HCM Delay Formula (Stopline Delay: Geometric Delay is not included).

Queue Model: SIDRA queue estimation methods are used for Back of Queue and Queue at Start of Gap.

Gap-Acceptance Capacity Formula: Siegloch M1 implied by US HCM 6 Extended Roundabout Capacity Model.

HV (%) values are calculated for All Movement Classes of All Heavy Vehicle Model Designation.

Arrival Flows used in performance calculations are adjusted to include any Initial Queued Demand and Upstream Capacity Constraint effects.

SIDRA INTERSECTION 9.1 | Copyright © 2000-2024 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: FEHR AND PEERS | Licence: NETWORK / FLOATING | Processed: Tuesday, March 3, 2026 10:44:30 AM Project: C:\fpbox\Box\-Projects\RS-Projects\2025 Projects\4413.00_Lincoln_Village_7\Analysis\Sidra 9.1\Moore_Shallus_Roundabout.sip9 Attachment 6
907
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 17: Shallus Blvd & Moore Rd & Ferrari Ranch Rd CPP AM with Improvements Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 400 30 60 500 0 80 10 170 0 10 140 Future Volume (veh/h) 50 400 30 60 500 0 80 10 170 0 10 140 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 54 435 11 65 543 0 87 11 77 0 11 64 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 103 885 22 118 918 0 143 63 444 5 26 153
Arrive On Green 0.06 0.25 0.25 0.07 0.26 0.00 0.08 0.31 0.31 0.00 0.11 0.11 Sat Flow, veh/h 1781 3542 89 1781 3647 0 1781 202 1414 1781 238 1384 Grp Volume(v), veh/h 54 218 228 65 543 0 87 0 88 0 0 75 Grp Sat Flow(s),veh/h/ln 1781 1777 1854 1781 1777 0 1781 0 1616 1781 0 1621 Q Serve(g_s), s 1.1 3.8 3.8 1.3 4.9 0.0 1.7 0.0 1.4 0.0 0.0 1.6 Cycle Q Clear(g_c), s 1.1 3.8 3.8 1.3 4.9 0.0 1.7 0.0 1.4 0.0 0.0 1.6 Prop In Lane 1.00 0.05 1.00 0.00 1.00 0.88 1.00 0.85
Lane Grp Cap(c), veh/h 103 444 463 118 918 0 143 0 508 5 0 180 V/C Ratio(X) 0.52 0.49 0.49 0.55 0.59 0.00 0.61 0.00 0.17 0.00 0.00 0.42 Avail Cap(c_a), veh/h 244 876 914 244 1752 0 288 0 841 244 0 804 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 16.7 11.7 11.7 16.5 11.9 0.0 16.2 0.0 9.1 0.0 0.0 15.1 Incr Delay (d2), s/veh 4.1 0.8 0.8 4.0 0.6 0.0 4.1 0.0 0.2 0.0 0.0 1.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.5 1.3 1.3 0.5 1.4 0.0 0.8 0.0 0.4 0.0 0.0 0.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 20.8 12.5 12.5 20.5 12.5 0.0 20.4 0.0 9.2 0.0 0.0 16.7 LnGrp LOS C B B C B C A B
Approach Vol, veh/h 500 608 175 75
Approach Delay, s/veh 13.4 13.3 14.8 16.7
Approach LOS BBBB
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 16.0 6.9 13.6 7.4 8.5 6.6 13.9 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 19.0 5.0 18.0 5.9 18.1 5.0 18.0 Max Q Clear Time (g_c+I1), s 0.0 3.4 3.3 5.8 3.7 3.6 3.1 6.9 Green Ext Time (p_c), s 0.0 0.3 0.0 2.1 0.0 0.3 0.0 2.5 Intersection Summary
HCM 7th Control Delay, s/veh 13.7
HCM 7th LOS B
Attachment 6
908
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 17: Shallus Blvd & Moore Rd & Ferrari Ranch Rd CPP PM with Improvements Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 190 540 110 170 430 0 70 10 110 0 10 120 Future Volume (veh/h) 190 540 110 170 430 0 70 10 110 0 10 120 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 207 587 94 185 467 0 76 11 22 0 11 3 Peak Hour Factor 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 0.92 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 268 904 144 239 990 0 127 130 261 4 72 20
Arrive On Green 0.15 0.29 0.29 0.13 0.28 0.00 0.07 0.23 0.23 0.00 0.05 0.05 Sat Flow, veh/h 1781 3069 490 1781 3647 0 1781 557 1113 1781 1415 386 Grp Volume(v), veh/h 207 339 342 185 467 0 76 0 33 0 0 14 Grp Sat Flow(s),veh/h/ln 1781 1777 1782 1781 1777 0 1781 0 1670 1781 0 1801 Q Serve(g_s), s 4.5 6.7 6.7 4.0 4.4 0.0 1.7 0.0 0.6 0.0 0.0 0.3 Cycle Q Clear(g_c), s 4.5 6.7 6.7 4.0 4.4 0.0 1.7 0.0 0.6 0.0 0.0 0.3 Prop In Lane 1.00 0.28 1.00 0.00 1.00 0.67 1.00 0.21
Lane Grp Cap(c), veh/h 268 523 525 239 990 0 127 0 391 4 0 92 V/C Ratio(X) 0.77 0.65 0.65 0.77 0.47 0.00 0.60 0.00 0.08 0.00 0.00 0.15 Avail Cap(c_a), veh/h 467 842 845 422 1596 0 222 0 771 222 0 831 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 0.00 1.00 0.00 1.00 0.00 0.00 1.00 Uniform Delay (d), s/veh 16.4 12.3 12.3 16.8 12.0 0.0 18.1 0.0 12.0 0.0 0.0 18.2 Incr Delay (d2), s/veh 4.7 1.4 1.4 5.3 0.3 0.0 4.5 0.0 0.1 0.0 0.0 0.8 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.9 2.3 2.3 1.6 1.3 0.0 0.7 0.0 0.2 0.0 0.0 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 21.1 13.7 13.7 22.0 12.4 0.0 22.5 0.0 12.1 0.0 0.0 19.0 LnGrp LOS C B B C B C B B
Approach Vol, veh/h 888 652 109 14
Approach Delay, s/veh 15.4 15.1 19.4 19.0
Approach LOS BBBB
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 0.0 13.9 9.9 16.3 7.4 6.5 10.5 15.7 Change Period (Y+Rc), s 4.5 4.5 4.5 4.5 4.5 4.5 4.5 4.5 Max Green Setting (Gmax), s 5.0 18.5 9.5 19.0 5.0 18.5 10.5 18.0 Max Q Clear Time (g_c+I1), s 0.0 2.6 6.0 8.7 3.7 2.3 6.5 6.4 Green Ext Time (p_c), s 0.0 0.1 0.2 3.1 0.0 0.0 0.2 2.2 Intersection Summary
HCM 7th Control Delay, s/veh 15.6
HCM 7th LOS B
Attachment 6
909
P
Appendix G. Cumulative
Plus Project Conditions
LOS Results for Intersection
Improvements
Attachment 6
910
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 9: Caledon Circle (East)/Courtyard Loop & Ferrari Ranch Rd CPP AM with Improvements Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 1400 120 410 620 30 110 10 720 60 20 10 Future Volume (veh/h) 10 1400 120 410 620 30 110 10 720 60 20 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.98 1.00 1.00 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 1505 69 441 667 21 118 0 781 65 22 6 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 46 1573 699 492 1954 1015 191 0 871 183 172 47 Arrive On Green 0.03 0.44 0.44 0.14 0.55 0.55 0.11 0.00 0.13 0.10 0.12 0.12 Sat Flow, veh/h 1781 3554 1580 3456 3554 1550 1781 0 3170 1781 1404 383 Grp Volume(v), veh/h 11 1505 69 441 667 21 118 0 781 65 0 28 Grp Sat Flow(s),veh/h/ln 1781 1777 1580 1728 1777 1550 1781 0 1585 1781 0 1787 Q Serve(g_s), s 0.7 44.6 2.8 13.7 11.3 0.5 6.9 0.0 14.4 3.7 0.0 1.5 Cycle Q Clear(g_c), s 0.7 44.6 2.8 13.7 11.3 0.5 6.9 0.0 14.4 3.7 0.0 1.5 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.21
Lane Grp Cap(c), veh/h 46 1573 699 492 1954 1015 191 0 871 183 0 219 V/C Ratio(X) 0.24 0.96 0.10 0.90 0.34 0.02 0.62 0.00 0.90 0.36 0.00 0.13 Avail Cap(c_a), veh/h 164 1583 704 492 1954 1015 236 0 871 769 0 772 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 52.0 29.3 17.7 45.9 13.6 6.7 46.5 0.0 38.0 45.5 0.0 42.6 Incr Delay (d2), s/veh 1.0 13.7 0.1 18.3 0.0 0.0 2.4 0.0 11.8 0.9 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.3 20.9 1.0 7.0 4.3 0.2 3.1 0.0 11.2 1.7 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 52.9 43.1 17.7 64.2 13.6 6.7 48.9 0.0 49.8 46.3 0.0 42.8 LnGrp LOS DDBEBAD DD D
Approach Vol, veh/h 1585 1129 899 93
Approach Delay, s/veh 42.0 33.3 49.7 45.3
Approach LOS DCDD
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 15.7 19.5 8.3 65.3 16.8 18.4 20.0 53.7 Change Period (Y+Rc), s 4.5 5.1 5.5 5.5 5.1 * 5.1 4.5 5.5 Max Green Setting (Gmax), s 47.0 14.4 10.0 53.0 14.4 * 47 15.5 48.5 Max Q Clear Time (g_c+I1), s 5.7 16.4 2.7 13.3 8.9 3.5 15.7 46.6 Green Ext Time (p_c), s 0.1 0.0 0.0 3.2 0.1 0.1 0.0 1.6 Intersection Summary
HCM 7th Control Delay, s/veh 41.3
HCM 7th LOS D
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 6
911
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 12: Ferrari Ranch Rd & Groveland Ln CPP AM with Improvements Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 40 360 220 60 100 310 1030 120 70 860 10 Future Volume (veh/h) 30 40 360 220 60 100 310 1030 120 70 860 10 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.99 1.00 0.99 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 34 45 267 157 193 10 348 1157 52 79 966 2 Peak Hour Factor 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 0.89 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 100 132 544 259 272 228 389 1879 577 397 1351 419 Arrive On Green 0.13 0.13 0.13 0.15 0.15 0.15 0.22 0.37 0.37 0.11 0.26 0.26 Sat Flow, veh/h 788 1043 1560 1781 1870 1564 1781 5106 1568 3456 5106 1585 Grp Volume(v), veh/h 79 0 267 157 193 10 348 1157 52 79 966 2 Grp Sat Flow(s),veh/h/ln 1831 0 1560 1781 1870 1564 1781 1702 1568 1728 1702 1585 Q Serve(g_s), s 3.1 0.0 10.0 6.5 7.8 0.4 15.0 14.6 1.7 1.6 13.5 0.1 Cycle Q Clear(g_c), s 3.1 0.0 10.0 6.5 7.8 0.4 15.0 14.6 1.7 1.6 13.5 0.1 Prop In Lane 0.43 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 232 0 544 259 272 228 389 1879 577 397 1351 419 V/C Ratio(X) 0.34 0.00 0.49 0.61 0.71 0.04 0.90 0.62 0.09 0.20 0.72 0.00 Avail Cap(c_a), veh/h 232 0 544 1017 1067 892 486 2564 787 486 1891 587 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 31.4 0.0 20.4 31.6 32.1 29.0 29.9 20.4 16.3 31.6 26.3 21.4 Incr Delay (d2), s/veh 0.9 0.0 0.7 2.3 3.4 0.1 14.5 0.3 0.1 0.1 0.8 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 0.0 3.9 2.9 3.7 0.2 7.5 5.3 0.6 0.7 5.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.3 0.0 21.1 33.8 35.5 29.0 44.4 20.7 16.4 31.7 27.1 21.4 LnGrp LOS C CCDCDCBCCC
Approach Vol, veh/h 346 360 1557 1047
Approach Delay, s/veh 23.6 34.6 25.9 27.4
Approach LOS CCCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 13.6 34.6 16.1 21.7 26.5 14.6
Change Period (Y+Rc), s 4.5 5.6 4.6 4.5 5.6 4.6
Max Green Setting (Gmax), s 11.1 39.6 45.0 21.5 29.2 10.0 Max Q Clear Time (g_c+I1), s 3.6 16.6 9.8 17.0 15.5 12.0 Green Ext Time (p_c), s 0.1 8.5 1.7 0.2 5.3 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 27.1
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 6
912
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 9: Caledon Circle (East)/Courtyard Loop & Ferrari Ranch Rd CPP PM with Improvements Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 10 780 40 530 1470 60 40 10 370 50 10 0 Future Volume (veh/h) 10 780 40 530 1470 60 40 10 370 50 10 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.98 1.00 0.98 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 1870 Adj Flow Rate, veh/h 11 839 13 570 1581 47 43 0 111 54 11 0 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 2 2 2 2 2 2 2 2 2 2 2 2
Cap, veh/h 48 1254 545 663 1800 959 157 0 1009 192 260 0 Arrive On Green 0.03 0.35 0.35 0.19 0.51 0.51 0.09 0.00 0.13 0.11 0.14 0.00 Sat Flow, veh/h 1781 3554 1546 3456 3554 1556 1781 0 3170 1781 1870 0 Grp Volume(v), veh/h 11 839 13 570 1581 47 43 0 111 54 11 0 Grp Sat Flow(s),veh/h/ln 1781 1777 1546 1728 1777 1556 1781 0 1585 1781 1870 0 Q Serve(g_s), s 0.5 17.7 0.5 14.2 35.1 1.1 2.0 0.0 2.2 2.5 0.5 0.0 Cycle Q Clear(g_c), s 0.5 17.7 0.5 14.2 35.1 1.1 2.0 0.0 2.2 2.5 0.5 0.0 Prop In Lane 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00
Lane Grp Cap(c), veh/h 48 1254 545 663 1800 959 157 0 1009 192 260 0 V/C Ratio(X) 0.23 0.67 0.02 0.86 0.88 0.05 0.27 0.00 0.11 0.28 0.04 0.00 Avail Cap(c_a), veh/h 201 1579 687 978 2144 1110 279 0 1105 944 991 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 1.00 1.00 1.00 0.00 Uniform Delay (d), s/veh 42.3 24.3 18.7 34.7 19.4 6.8 37.8 0.0 21.3 36.4 33.1 0.0 Incr Delay (d2), s/veh 0.9 0.8 0.0 3.7 3.5 0.0 0.7 0.0 0.0 0.6 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 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.2 7.2 0.2 6.1 13.8 0.3 0.9 0.0 0.8 1.1 0.2 0.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.2 25.1 18.8 38.3 22.9 6.8 38.5 0.0 21.4 37.0 33.1 0.0 LnGrp LOS D C B D C A D C D C
Approach Vol, veh/h 863 2198 154 65
Approach Delay, s/veh 25.2 26.6 26.2 36.3
Approach LOS CCCD
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 14.1 16.3 7.9 50.4 12.9 17.4 21.5 36.8 Change Period (Y+Rc), s 4.5 5.1 5.5 5.5 5.1 * 5.1 4.5 5.5 Max Green Setting (Gmax), s 47.0 13.9 10.0 53.5 13.9 * 47 25.1 39.4 Max Q Clear Time (g_c+I1), s 4.5 4.2 2.5 37.1 4.0 2.5 16.2 19.7 Green Ext Time (p_c), s 0.1 0.2 0.0 7.9 0.0 0.0 0.9 5.7 Intersection Summary
HCM 7th Control Delay, s/veh 26.4
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement. * HCM 7th computational engine requires equal clearance times for the phases crossing the barrier.

Attachment 6
913
HCM 7th Signalized Intersection Summary Cumulative Plus Project Conditions 12: Ferrari Ranch Rd & Groveland Ln CPP PM with Improvements Lincoln Village 7 Specific Plan Amendment Synchro 12 Report Fehr & Peers
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 30 50 310 300 90 120 320 980 120 100 1160 30 Future Volume (veh/h) 30 50 310 300 90 120 320 980 120 100 1160 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.94 1.00 1.00 1.00 0.97 1.00 0.98 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 1885 Adj Flow Rate, veh/h 32 54 205 210 255 18 344 1054 51 108 1247 8 Peak Hour Factor 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 0.93 Percent Heavy Veh, % 1 1 1 1 1 1 1 1 1 1 1 1
Cap, veh/h 72 122 495 314 330 279 379 2102 631 379 1576 481 Arrive On Green 0.11 0.11 0.11 0.17 0.17 0.17 0.21 0.41 0.41 0.11 0.31 0.31 Sat Flow, veh/h 689 1162 1499 1795 1885 1598 1795 5147 1545 3483 5147 1572 Grp Volume(v), veh/h 86 0 205 210 255 18 344 1054 51 108 1247 8 Grp Sat Flow(s),veh/h/ln 1851 0 1499 1795 1885 1598 1795 1716 1545 1742 1716 1572 Q Serve(g_s), s 4.2 0.0 10.0 10.4 12.3 0.9 17.8 14.5 1.9 2.7 21.1 0.3 Cycle Q Clear(g_c), s 4.2 0.0 10.0 10.4 12.3 0.9 17.8 14.5 1.9 2.7 21.1 0.3 Prop In Lane 0.37 1.00 1.00 1.00 1.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 194 0 495 314 330 279 379 2102 631 379 1576 481 V/C Ratio(X) 0.44 0.00 0.41 0.67 0.77 0.06 0.91 0.50 0.08 0.28 0.79 0.02 Avail Cap(c_a), veh/h 194 0 495 849 891 755 500 2681 805 406 1849 565 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Uniform Delay (d), s/veh 40.0 0.0 25.8 36.7 37.5 32.8 36.6 20.9 17.2 39.0 30.2 23.0 Incr Delay (d2), s/veh 1.6 0.0 0.6 2.5 3.9 0.1 14.7 0.2 0.1 0.2 2.1 0.0 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 0.0 3.7 4.8 6.0 0.4 9.0 5.5 0.7 1.1 8.5 0.1 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 41.6 0.0 26.3 39.2 41.4 32.9 51.3 21.1 17.3 39.2 32.3 23.0 LnGrp LOS D CDDCDCBDCC
Approach Vol, veh/h 291 483 1449 1363
Approach Delay, s/veh 30.8 40.1 28.2 32.8
Approach LOS CDCC
Timer - Assigned Phs 1 2 4 5 6 8
Phs Duration (G+Y+Rc), s 14.9 44.5 21.3 24.6 34.7 14.6
Change Period (Y+Rc), s 4.5 5.6 4.6 4.5 5.6 4.6
Max Green Setting (Gmax), s 11.1 49.6 45.0 26.5 34.2 10.0 Max Q Clear Time (g_c+I1), s 4.7 16.5 14.3 19.8 23.1 12.0 Green Ext Time (p_c), s 0.1 8.6 2.4 0.3 6.0 0.0
Intersection Summary
HCM 7th Control Delay, s/veh 31.8
HCM 7th LOS C
Notes
User approved volume balancing among the lanes for turning movement.

Attachment 6
914
Resolution No. 2026-

Page 1 of 3 ends

Lincoln City CouncilJuly 28, 2026

Lincoln City Council
July 28, 2026