2026 Development Impact Fee Program Update Part 3 Traffic Needs Analysis — Goleta City Council, July 21, 2026 (part 4 of 6)

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 1263 108 Met
7:00 AM 1684 144 Met
7:15 AM 1263 108 Met
7:30 AM 842 72
7:45 AM 421 36
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 316 22
3:30 PM 610 40
3:45 PM 897 54
4:00 PM 1184 74
4:15 PM 1174 76
4:30 PM 1149 79
4:45 PM 1072 80
5:00 PM 997 74
5:15 PM 691 50
5:30 PM 422 29
5:45 PM 212 14
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 188. Signal Warrants_Cathedral Oaks_SB154 Ramps_Future MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach -VPH
Major Street -Total of Both Approaches -Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
2 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 1275 333 Met
7:00 AM 1700 444 Met
7:15 AM 1275 333 Met
7:30 AM 850 222 Met
7:45 AM 425 111
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 189. Signal Warrants_Cathedral Oaks_NB154 Ramps_Future MUTCD Warrant 3

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Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 804 108
7:00 AM 1072 144 Met
7:15 AM 804 108
7:30 AM 536 72
7:45 AM 268 36
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 195. Signal Warrants_Cathedral Oaks_Los Ca rneros_Future MUTCD Warrant 3

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Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 203. Signal Warrants_Stow Canyon_Fairview_ Future MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 969 117
7:00 AM 1292 156
7:15 AM 969 117
7:30 AM 646 78
7:45 AM 323 39
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 686 77
3:30 PM 1372 154
3:45 PM 2058 231 Met
4:00 PM 2744 308 Met
4:15 PM 2058 231 Met
4:30 PM 1372 154
4:45 PM 686 77
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 386. Signal Warrants_Fairview_Mandarin_Fut ure MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 635 50
3:30 PM 1270 100
3:45 PM 1905 150 Met
4:00 PM 2540 200 Met
4:15 PM 1905 150 Met
4:30 PM 1270 100
4:45 PM 635 50
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 786 111
7:00 AM 1048 148
7:15 AM 786 111
7:30 AM 524 74
7:45 AM 262 37
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 506. Signal Warrants_Cathedral Oaks_101SB Ramps_Future MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 312 16
3:30 PM 624 32
3:45 PM 936 48
4:00 PM 1248 64
4:15 PM 936 48
4:30 PM 624 32
4:45 PM 312 16
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 511. Signal Warrants_Holllister_Pebble Bea ch Rd_Future MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 291 19
3:30 PM 582 38
3:45 PM 873 57
4:00 PM 1164 76
4:15 PM 873 57
4:30 PM 582 38
4:45 PM 291 19
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 512. Signal Warrants_Hollister_Palo Alto D r_Future MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 386 33
3:30 PM 772 66
3:45 PM 1158 99
4:00 PM 1544 132 Met
4:15 PM 1158 99
4:30 PM 772 66
4:45 PM 386 33
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 515. Signal Warrants_Hollister_Cannon Gree n_Future MUTCD Warrant 3

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0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 474 55
3:30 PM 948 110
3:45 PM 1422 165
4:00 PM 1896 220 Met
4:15 PM 1422 165
4:30 PM 948 110
4:45 PM 474 55
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 518. Signal Warrants_Hollister_Santa Felic ia_Future MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-4
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 448 19
3:30 PM 896 38
3:45 PM 1344 57
4:00 PM 1792 76 Met
4:15 PM 1344 57
4:30 PM 896 38
4:45 PM 448 19
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 526. Signal Warrants_Cremona Dr_Hollister Ave_Future MUTCD Warrant 3

Page 3 of 3 ends

Page 1 of 2 ends

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 553. Signal Warrants_Storke_Santa Felicia_ Future MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 620. Signal Warrants_Hollister_St Joseph_F uture MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 96 483
7:00 AM 128 644
7:15 AM 96 483
7:30 AM 64 322
7:45 AM 32 161
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 0 0
3:30 PM 0 0
3:45 PM 0 0
4:00 PM 0 0
4:15 PM 0 0
4:30 PM 0 0
4:45 PM 0 0
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? 1/28/2026 624. Signal Warrants_Cathedral Oaks_Calle Real_Future MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 207 115
3:30 PM 414 230
3:45 PM 621 345
4:00 PM 828 460 Met
4:15 PM 621 345
4:30 PM 414 230
4:45 PM 207 115
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 636. Signal Warrants_Hollister_Cathedral O aks_Future MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 2 or More Lanes
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-3
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 583 90
3:30 PM 1166 180
3:45 PM 1749 270 Met
4:00 PM 2332 360 Met
4:15 PM 1749 270 Met
4:30 PM 1166 180
4:45 PM 583 90
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 856. Signal Warrants_Hollister_Cortona_Fut ure MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
No
No
Yes
Total Number of Unique Hours Met
On Figure 4C-3
0 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 308 10
3:30 PM 616 20
3:45 PM 924 30
4:00 PM 1232 40
4:15 PM 924 30
4:30 PM 616 20
4:45 PM 308 10
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
No
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 1141. Signal Warrants_Sperling Preserve_Ho llister Ave_Future MUTCD Warrant 3

Page 3 of 3 ends

0 100
200
300
400
500
600
400 500 600 700 800 900 1000 1100 1200 1300 1400 1500 1600 1700 1 800 Minor Street Higher-Volume Approach - VPH
Major Street - Total of Both Approaches - Vehicles Per Hour (VPH) MUTCD Figure 4C-3. Warrant 3, Peak Hour
MUTCD Warrant 3

Page 1 of 2 ends

Major Street: 2 or More Lanes
Minor Street: 1 Lane
Yes
Yes
Yes
Yes
Total Number of Unique Hours Met
On Figure 4C-4
1 Hour Interval Major Street Combined Highest Minor Str eet Approach Beginning At Vehicles Per Hour (VPH) Vehicles Per Hou r (VPH) 6:45 AM 0 0
7:00 AM 0 0
7:15 AM 0 0
7:30 AM 0 0
7:45 AM 0 0
8:00 AM 0 0
8:15 AM 0 0
8:30 AM 0 0
8:45 AM 0 0
9:00 AM 0 0
9:15 AM 0 0
1:30 PM 0 0
1:45 PM 0 0
2:00 PM 0 0
2:15 PM 0 0
2:30 PM 0 0
2:45 PM 0 0
3:00 PM 0 0
3:15 PM 449 46
3:30 PM 898 92
3:45 PM 1347 138 Met
4:00 PM 1796 184 Met
4:15 PM 1347 138 Met
4:30 PM 898 92
4:45 PM 449 46
5:00 PM 0 0
5:15 PM 0 0
5:30 PM 0 0
5:45 PM 0 0
6:00 PM 0 0
6:15 PM 0 0
6:30 PM 0 0
6:45 PM 0 0
Hour Met?
Does the total entering volume serviced during the hour equal or exceed 650 vehicles per hour for intersection with three approaches or 800 vehicles per hour for intersections with four or more approaches?
Indicate whether all three of the following conditions for the same 1 hour (any four consecutive 15- minute periods) of an average day are present*
*If applicable, attach all supporting calculations and documentation.

Is this signal warrant being applied for an unusual case, such as office complexes, manufacturing plants, industrial complexes, or high-occupancy vehicle facilities that attract or discharge large numbers of vehicles over a short time? Built-up Isolated Community With Less Than 10,000 Population or Above 40 MPH on Major Street?
MUTCD WARRANT 3, PEAK HOUR
Number of Lanes for Moving Traffic on Each
Approach
Yes
Hourly Vehicular Volume
Does the total stopped time delay experienced by the traffic on one minor-street approach (one direction only) controlled by a STOP sign equal or exceed 4 vehicle-hours for a one-lane approach or 5 vehicle-hours for a two-lane approach? Does the volume on the same minor-street approach (one direction only) equal or exceed 100 vehicles per hour for one moving lane of traffic or 150 vehicles per hour for two moving lanes?
1/28/2026 1159. Signal Warrants_Hollister_David Love Pl_Future MUTCD Warrant 3

Page 3 of 3 ends

GOLETA DIF UPDATE • TRAFFIC SIGNAL AND RO UNDABOUT WARRANT ANALYSIS • MARCH 2026 11

ATTACHMENT C: SIDRA REPORTS

FUTURE SCENARIO

MOVEMENT SUMMA
R
Y
Site: 169
A
[169. Carlo Dr & Cathedral Oaks Rd (Site Folder:
2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlo Dr
3 L2
All MCs
58 2.0
58 2.0

0.105

5.5 LOS

0.4 10.8

0.53 0.43

0.53 25.2
8 T1
All MCs
4 2.0
4 2.0

0.105

5.5 LOS

0.4 10.8

0.53 0.43

0.53 22.6
18 R2
All MCs
23 2.0
23 2.0

0.105

5.5 LOS

0.4 10.8

0.53 0.43

0.53 25.4
Approach
85 2.0
85 2.0

0.105

5.5 LOS

0.4 10.8

0.53 0.43

0.53 25.1
East: Cathedral Oaks Rd
1 L2
All MCs
25 2.0
25 2.0

0.515

8.0 LOS

4.0 102.7

0.33 0.13

0.33 25.2
6 T1
All MCs
614

2.0 614

2.0 0.515

8.0 LOS

4.0 102.7

0.33 0.13

0.33 29.3
16 R2
All MCs
12 2.0
12 2.0

0.515

8.0 LOS

4.0 102.7

0.33 0.13

0.33 25.4
Approach
651

2.0 651

2.0 0.515

8.0 LOS

4.0 102.7

0.33 0.13

0.33 29.0
North: Carlo Dr
7 L2
All MCs
1 1

2.0 1
1 2.0

0.027

5.9 LOS

0.1 2.5

0.58 0.49

0.58 25.1
4 T1
All MCs
1 2.0
1 2.0

0.027

5.9 LOS

0.1 2.5

0.58 0.49

0.58 22.5
14 R2
All MCs
5 2.0
5 2.0

0.027

5.9 LOS

0.1 2.5

0.58 0.49

0.58 22.5
Approach
17 2.0
17 2.0

0.027

5.9 LOS

0.1 2.5

0.58 0.49

0.58 24.1
W
est: Cathedral Oaks Rd
5 L2
All MCs
3 2.0
3 2.0

0.445

6.6 LOS

3.2 81.1

0.22 0.07

0.22 25.6
2 T1
All MCs
474

2.0 474

2.0 0.445

6.6 LOS

3.2 81.1

0.22 0.07

0.22 29.8
12 R2
All MCs
103

2.0 103

2.0 0.445

6.6 LOS

3.2 81.1

0.22 0.07

0.22 25.8
Approach
580

2.0 580

2.0 0.445

6.6 LOS

3.2 81.1

0.22 0.07

0.22 29.0
All
V
ehicles
1334

2.0 1334

2.0 0.515

7.2 LOS

4.0 102.7

0.30 0.12

0.30 28.6
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:50:5
5 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 282
A
[282. Calle Real & Carlo Dr (Site Folder: 2050
Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Calle Real
6 T1
All MCs
386

2.0 386

2.0 0.345

6.0 LOS

2.1 52.2

0.29 0.12

0.29 33.0
16 R2
All MCs
43 2.0
43 2.0

0.345

6.0 LOS

2.1 52.2

0.29 0.12

0.29 32.7
Approach
429

2.0 429

2.0 0.345

6.0 LOS

2.1 52.2

0.29 0.12

0.29 32.9
North: Carlo Dr
7 L2
All MCs
82 2.0
82 2.0

0.199

6.0 LOS

0.9 22.5

0.52 0.38

0.52 31.4
14 R2
All MCs
98 2.0
98 2.0

0.199

6.0 LOS

0.9 22.5

0.52 0.38

0.52 31.8
Approach
179

2.0 179

2.0 0.199

6.0 LOS

0.9 22.5

0.52 0.38

0.52 31.6
W
est: Calle Real
5 L2
All MCs
82 2.0
82 2.0

0.402

6.6 LOS

2.6 65.9

0.31 0.13

0.31 31.7
2 T1
All MCs
418

2.0 418

2.0 0.402

6.6 LOS

2.6 65.9

0.31 0.13

0.31 32.3
Approach
500

2.0 500

2.0 0.402

6.6 LOS

2.6 65.9

0.31 0.13

0.31 32.2
All
V
ehicles
1 109

2.0 1
109

2.0 0.402

6.3 LOS

2.6 65.9

0.34 0.17

0.34 32.4
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

W
ednesd
a
y
, September 3, 2025 10:
09:37

AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 506
A
[506. Cathedral Oaks 101 SB
-
Ramp (Site Folder:
2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Cathedral Oaks Rd
8 T1
All MCs
145

2.0 145

2.0 0.504

10.6 LOS B

3.7 94.4

0.69 0.62

0.89 25.4
18 R2
All MCs
299

2.0 299

2.0 0.504

10.6 LOS B

3.7 94.4

0.69 0.62

0.89 27.7
Approach
443

2.0 443

2.0 0.504

10.6 LOS B

3.7 94.4

0.69 0.62

0.89 26.9
North: Cathedral Oaks Rd
7 L2
All MCs
343

2.0 343

2.0 0.513

5.2 LOS

0.0 0.0

0.00 0.00

0.00 30.6
4 T1
All MCs
352

2.0 352

2.0 0.513

5.2 LOS

0.0 0.0

0.00 0.00

0.00 28.1
Approach
696

2.0 696

2.0 0.513

5.2 LOS

0.0 0.0

0.00 0.00

0.00 29.3
W
est: Cathedral Oaks Rd
5 L2
All MCs
57 2.0
57 2.0

0.244

8.5 LOS

1.0 25.5

0.65 0.58

0.65 27.6
2 T1
All MCs
7 2.0
7 2.0

0.244

8.5 LOS

1.0 25.5

0.65 0.58

0.65 31.1
12 R2
All MCs
95 2.0
95 2.0

0.244

8.5 LOS

1.0 25.5

0.65 0.58

0.65 27.8
Approach
158

2.0 158

2.0 0.244

8.5 LOS

1.0 25.5

0.65 0.58

0.65 27.9
All
V
ehicles
1297

2.0 1297

2.0 0.513

7.5 LOS

3.7 94.4

0.31 0.28

0.38 28.3
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:50:5
7 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 512
A
[512. Hollister & Palo

Alto Dr (1
-
lane RAB) (Site
Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Palo

Alto Dr
3 L2
All MCs
22 2.0
22 2.0

0.052

4.7 LOS

0.2 5.2

0.49 0.38

0.49 26.6
8 T1
All MCs
1 2.0
1 2.0

0.052

4.7 LOS

0.2 5.2

0.49 0.38

0.49 22.9
18 R2
All MCs
22 2.0
22 2.0

0.052

4.7 LOS

0.2 5.2

0.49 0.38

0.49 26.8
Approach
45 2.0
45 2.0

0.052

4.7 LOS

0.2 5.2

0.49 0.38

0.49 26.6
East: Hollister

A
ve
1 L2
All MCs
9 2.0
9 2.0

0.401

6.6 LOS

2.6 65.9

0.30 0.12

0.30 26.6
6 T1
All MCs
468

2.0 468

2.0 0.401

6.6 LOS

2.6 65.9

0.30 0.12

0.30 32.6
16 R2
All MCs
25 2.0
25 2.0

0.401

6.6 LOS

2.6 65.9

0.30 0.12

0.30 26.8
Approach
502

2.0 502

2.0 0.401

6.6 LOS

2.6 65.9

0.30 0.12

0.30 32.2
North: Palo

Alto Dr
7 L2
All MCs
8 2.0
8 2.0

0.014

4.6 LOS

0.1 1.3

0.51 0.36

0.51 26.3
4 T1
All MCs
1 2.0
1 2.0

0.014

4.6 LOS

0.1 1.3

0.51 0.36

0.51 22.8
14 R2
All MCs
2 2.0
2 2.0

0.014

4.6 LOS

0.1 1.3

0.51 0.36

0.51 26.6
Approach
1 1

2.0 1
1 2.0

0.014

4.6 LOS

0.1 1.3

0.51 0.36

0.51 26.0
W
est: Hollister

A
ve
5 L2
All MCs
52 2.0
52 2.0

0.333

5.1 LOS

2.0 51.6

0.12 0.03

0.12 26.9
2 T1
All MCs
378

2.0 378

2.0 0.333

5.1 LOS

2.0 51.6

0.12 0.03

0.12 33.1
12 R2
All MCs
12 2.0
12 2.0

0.333

5.1 LOS

2.0 51.6

0.12 0.03

0.12 27.1
Approach
442

2.0 442

2.0 0.333

5.1 LOS

2.0 51.6

0.12 0.03

0.12 32.1
All
V
ehicles
1000

2.0 1000

2.0 0.401

5.8 LOS

2.6 65.9

0.23 0.09

0.23 31.7
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:50:5
7 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 512
A
[512. Hollister & Palo

Alto Dr (2
-
lane RAB) (Site
Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Palo

Alto Dr
3 L2
All MCs
22 2.0
22 2.0

0.047

4.3 LOS

0.2 4.2

0.43 0.32

0.43 26.9
8 T1
All MCs
1 2.0
1 2.0

0.047

4.3 LOS

0.2 4.2

0.43 0.32

0.43 23.1
18 R2
All MCs
22 2.0
22 2.0

0.047

4.3 LOS

0.2 4.2

0.43 0.32

0.43 27.2
Approach
45 2.0
45 2.0

0.047

4.3 LOS

0.2 4.2

0.43 0.32

0.43 27.0
East: Hollister

A
ve
1 L2
All MCs
9 2.0
9 2.0

0.198

4.5 LOS

0.9 22.2

0.21 0.08

0.21 27.6
6 T1
All MCs
468

2.0 468

2.0 0.198

4.4 LOS

0.9 22.2

0.20 0.08

0.20 34.2
16 R2
All MCs
25 2.0
25 2.0

0.198

4.4 LOS

0.9 21.6

0.20 0.08

0.20 27.8
Approach
502

2.0 502

2.0 0.198

4.4 LOS

0.9 22.2

0.20 0.08

0.20 33.7
North: Palo

Alto Dr
7 L2
All MCs
8 2.0
8 2.0

0.012

4.2 LOS

0.0 1.0

0.44 0.31

0.44 26.7
4 T1
All MCs
1 2.0
1 2.0

0.012

4.2 LOS

0.0 1.0

0.44 0.31

0.44 23.0
14 R2
All MCs
2 2.0
2 2.0

0.012

4.2 LOS

0.0 1.0

0.44 0.31

0.44 26.9
Approach
1 1

2.0 1
1 2.0

0.012

4.2 LOS

0.0 1.0

0.44 0.31

0.44 26.3
W
est: Hollister

A
ve
5 L2
All MCs
52 2.0
52 2.0

0.165

3.9 LOS

0.7 18.2

0.09 0.02

0.09 27.4
2 T1
All MCs
378

2.0 378

2.0 0.165

3.8 LOS

0.7 18.2

0.08 0.02

0.08 34.3
12 R2
All MCs
12 2.0
12 2.0

0.165

3.7 LOS

0.7 17.7

0.08 0.02

0.08 28.1
Approach
442

2.0 442

2.0 0.165

3.8 LOS

0.7 18.2

0.08 0.02

0.08 33.1
All
V
ehicles
1000

2.0 1000

2.0 0.198

4.2 LOS

0.9 22.2

0.16 0.07

0.16 33.0
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:31:
27 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 518
A
[518. Hollister & Santa Felicia (1
-
lane RAB) (Site
Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Santa Felicia Dr
3 L2
All MCs
18 2.0
18 2.0

0.207

9.2 LOS

0.8 20.4

0.67 0.64

0.67 25.6
8 T1
All MCs
3 2.0
3 2.0

0.207

9.2 LOS

0.8 20.4

0.67 0.64

0.67 22.2
18 R2
All MCs
93 2.0
93 2.0

0.207

9.2 LOS

0.8 20.4

0.67 0.64

0.67 25.8
Approach
1 15

2.0 1
15 2.0

0.207

9.2 LOS

0.8 20.4

0.67 0.64

0.67 25.7
East: Hollister

A
ve
1 L2
All MCs
127

2.0 127

2.0 0.622

8.9 LOS

6.4 161.6

0.30 0.09

0.30 25.7
6 T1
All MCs
628

2.0 628

2.0 0.622

8.9 LOS

6.4 161.6

0.30 0.09

0.30 31.3
16 R2
All MCs
57 2.0
57 2.0

0.622

8.9 LOS

6.4 161.6

0.30 0.09

0.30 25.9
Approach
812

2.0 812

2.0 0.622

8.9 LOS

6.4 161.6

0.30 0.09

0.30 29.8
North: Santa Felicia Dr
7 L2
All MCs
20 2.0
20 2.0

0.046

6.6 LOS

0.2 4.2

0.61 0.56

0.61 25.7
4 T1
All MCs
1 2.0
1 2.0

0.046

6.6 LOS

0.2 4.2

0.61 0.56

0.61 22.3
14 R2
All MCs
7 2.0
7 2.0

0.046

6.6 LOS

0.2 4.2

0.61 0.56

0.61 26.0
Approach
27 2.0
27 2.0

0.046

6.6 LOS

0.2 4.2

0.61 0.56

0.61 25.6
W
est: Hollister

A
ve
5 L2
All MCs
13 2.0
13 2.0

0.736

14.1 LOS B

10.5 267.1

0.75 0.45

0.85 24.4
2 T1
All MCs
805

2.0 805

2.0 0.736

14.1 LOS B

10.5 267.1

0.75 0.45

0.85 29.4
12 R2
All MCs
34 2.0
34 2.0

0.736

14.1 LOS B

10.5 267.1

0.75 0.45

0.85 24.6
Approach
852

2.0 852

2.0 0.736

14.1 LOS B

10.5 267.1

0.75 0.45

0.85 29.1
All
V
ehicles
1807

2.0 1807

2.0 0.736
1 1.4
LOS B

10.5 267.1

0.54 0.30

0.59 29.1
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:50:5
8 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 518
A
[518. Hollister & Santa Felicia (2
-
lane RAB) (Site
Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Santa Felicia Dr
3 L2
All MCs
18 2.0
18 2.0

0.176

7.5 LOS

0.6 15.5

0.60 0.56

0.60 26.4
8 T1
All MCs
3 2.0
3 2.0

0.176

7.5 LOS

0.6 15.5

0.60 0.56

0.60 22.7
18 R2
All MCs
93 2.0
93 2.0

0.176

7.5 LOS

0.6 15.5

0.60 0.56

0.60 26.6
Approach
1 15

2.0 1
15 2.0

0.176

7.5 LOS

0.6 15.5

0.60 0.56

0.60 26.5
East: Hollister

A
ve
1 L2
All MCs
127

2.0 127

2.0 0.308

5.3 LOS

1.6 40.5

0.15 0.05

0.15 26.9
6 T1
All MCs
628

2.0 628

2.0 0.308

5.2 LOS

1.6 40.5

0.15 0.04

0.15 33.5
16 R2
All MCs
57 2.0
57 2.0

0.308

5.1 LOS

1.5 39.3

0.15 0.04

0.15 27.6
Approach
812

2.0 812

2.0 0.308

5.2 LOS

1.6 40.5

0.15 0.04

0.15 31.8
North: Santa Felicia Dr
7 L2
All MCs
20 2.0
20 2.0

0.039

5.6 LOS

0.1 3.3

0.54 0.48

0.54 26.2
4 T1
All MCs
1 2.0
1 2.0

0.039

5.6 LOS

0.1 3.3

0.54 0.48

0.54 22.6
14 R2
All MCs
7 2.0
7 2.0

0.039

5.6 LOS

0.1 3.3

0.54 0.48

0.54 26.4
Approach
27 2.0
27 2.0

0.039

5.6 LOS

0.1 3.3

0.54 0.48

0.54 26.1
W
est: Hollister

A
ve
5 L2
All MCs
13 2.0
13 2.0

0.359

6.6 LOS

1.9 47.5

0.36 0.19

0.36 26.9
2 T1
All MCs
805

2.0 805

2.0 0.359

6.4 LOS

1.9 47.5

0.35 0.18

0.35 33.2
12 R2
All MCs
34 2.0
34 2.0

0.359

6.3 LOS

1.8 46.4

0.34 0.18

0.34 27.2
Approach
852

2.0 852

2.0 0.359

6.4 LOS

1.9 47.5

0.35 0.18

0.35 32.8
All
V
ehicles
1807

2.0 1807

2.0 0.359

5.9 LOS

1.9 47.5

0.28 0.15

0.28 31.8
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:31:
28 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 526
A
[526. Cremona Dr & Hollister

A
ve (1
-
lane RAB)
(Site Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Hollister

A
ve
6 T1
All MCs
668

2.0 668

2.0 0.570

8.6 LOS

5.1 128.5

0.34 0.12

0.34 33.8
16 R2
All MCs
62 2.0
62 2.0

0.570

8.6 LOS

5.1 128.5

0.34 0.12

0.34 26.9
Approach
730

2.0 730

2.0 0.570

8.6 LOS

5.1 128.5

0.34 0.12

0.34 33.1
North: Cremona Dr
7 L2
All MCs
21 2.0
21 2.0

0.067

6.1 LOS

0.3 6.4

0.59 0.52

0.59 26.8
14 R2
All MCs
24 2.0
24 2.0

0.067

6.1 LOS

0.3 6.4

0.59 0.52

0.59 27.0
Approach
45 2.0
45 2.0

0.067

6.1 LOS

0.3 6.4

0.59 0.52

0.59 26.9
W
est: Hollister

A
ve
5 L2
All MCs
53 2.0
53 2.0

0.439

6.2 LOS

3.2 80.2

0.16 0.04

0.16 27.4
2 T1
All MCs
528

2.0 528

2.0 0.439

6.2 LOS

3.2 80.2

0.16 0.04

0.16 34.9
Approach
582

2.0 582

2.0 0.439

6.2 LOS

3.2 80.2

0.16 0.04

0.16 34.0
All
V
ehicles
1357

2.0 1357

2.0 0.570

7.5 LOS

5.1 128.5

0.27 0.10

0.27 33.3
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
0 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 526
A
[526. Cremona Dr & Hollister

A
ve (2
-
lane RAB)
(Site Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Hollister

A
ve
6 T1
All MCs
668

2.0 668

2.0 0.503

7.5 LOS

3.4 86.4

0.25 0.09

0.25 35.0
16 R2
All MCs
62 2.0
62 2.0

0.049

3.2 LOS

0.2 4.7

0.15 0.05

0.15 28.9
Approach
730

2.0 730

2.0 0.503

7.1 LOS

3.4 86.4

0.24 0.08

0.24 34.4
North: Cremona Dr
7 L2
All MCs
21 2.0
21 2.0

0.058

5.3 LOS

0.2 5.0

0.52 0.45

0.52 27.3
14 R2
All MCs
24 2.0
24 2.0

0.058

5.3 LOS

0.2 5.0

0.52 0.45

0.52 27.6
Approach
45 2.0
45 2.0

0.058

5.3 LOS

0.2 5.0

0.52 0.45

0.52 27.4
W
est: Hollister

A
ve
5 L2
All MCs
53 2.0
53 2.0

0.218

4.3 LOS

1.0 25.6

0.10 0.02

0.10 28.2
2 T1
All MCs
528

2.0 528

2.0 0.218

4.2 LOS

1.0 25.6

0.10 0.02

0.10 36.6
Approach
582

2.0 582

2.0 0.218

4.2 LOS

1.0 25.6

0.10 0.02

0.10 35.6
All
V
ehicles
1357

2.0 1357

2.0 0.503

5.8 LOS

3.4 86.4

0.19 0.07

0.19 34.6
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:31:
29 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 553
A
[553. Storke & Santa Felicia (1
-
lane RAB) (Site
Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Storke Rd
3 L2
All MCs
54 2.0
54 2.0

0.656

9.9 LOS

7.2 181.9

0.38 0.12

0.38 25.6
8 T1
All MCs
792

2.0 792

2.0 0.656

9.9 LOS

7.2 181.9

0.38 0.12

0.38 31.0
Approach
847

2.0 847

2.0 0.656

9.9 LOS

7.2 181.9

0.38 0.12

0.38 30.6
North: Storke Rd
4 T1
All MCs
593

2.0 593

2.0 0.497

7.6 LOS

3.8 97.2

0.29 0.10

0.29 32.2
14 R2
All MCs
42 2.0
42 2.0

0.497

7.6 LOS

3.8 97.2

0.29 0.10

0.29 26.5
Approach
636

2.0 636

2.0 0.497

7.6 LOS

3.8 97.2

0.29 0.10

0.29 31.8
W
est: Santa Felicia Dr
5 L2
All MCs
46 2.0
46 2.0

0. 1
16 6.2
LOS

0.5 1

1.6 0.58

0.49 0.58

26.0 12
R2
All MCs
38 2.0
38 2.0

0. 1
16 6.2
LOS

0.5 1

1.6 0.58

0.49 0.58

26.3 Approach
84 2.0
84 2.0

0. 1
16 6.2
LOS

0.5 1

1.6 0.58

0.49 0.58

26.1 All
V
ehicles
1566

2.0 1566

2.0 0.656

8.8 LOS

7.2 181.9

0.35 0.14

0.35 30.8
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
1 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 553
A
[553. Storke & Santa Felicia (2
-
lane RAB) (Site
Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Storke Rd
3 L2
All MCs
54 2.0
54 2.0

0.325

5.6 LOS

1.7 43.4

0.18 0.06

0.18 27.1
8 T1
All MCs
792

2.0 792

2.0 0.325

5.5 LOS

1.7 43.4

0.18 0.06

0.18 33.6
Approach
847

2.0 847

2.0 0.325

5.5 LOS

1.7 43.4

0.18 0.06

0.18 33.1
North: Storke Rd
4 T1
All MCs
593

2.0 593

2.0 0.246

4.8 LOS

1.2 29.5

0.18 0.06

0.18 34.1
14 R2
All MCs
42 2.0
42 2.0

0.246

4.7 LOS

1.1 28.7

0.17 0.06

0.17 27.7
Approach
636

2.0 636

2.0 0.246

4.8 LOS

1.2 29.5

0.18 0.06

0.18 33.6
W
est: Santa Felicia Dr
5 L2
All MCs
46 2.0
46 2.0

0.102

5.4 LOS

0.4 9.1

0.51 0.43

0.51 26.5
12 R2
All MCs
38 2.0
38 2.0

0.102

5.4 LOS

0.4 9.1

0.51 0.43

0.51 26.7
Approach
84 2.0
84 2.0

0.102

5.4 LOS

0.4 9.1

0.51 0.43

0.51 26.6
All
V
ehicles
1566

2.0 1566

2.0 0.325

5.2 LOS

1.7 43.4

0.20 0.08

0.20 32.9
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:31:
29 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 636
A
[636. Hollister & Cathedral Oaks (Site Folder: 2050
Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Hollister

A
ve
6 T1
All MCs
45 2.0
45 2.0

0.347

5.6 LOS

2.1 54.2

0.18 0.05

0.18 34.2
16 R2
All MCs
408

2.0 408

2.0 0.347

5.6 LOS

2.1 54.2

0.18 0.05

0.18 29.5
Approach
452

2.0 452

2.0 0.347

5.6 LOS

2.1 54.2

0.18 0.05

0.18 29.9
North: Cathedral Oaks Rd
7 L2
All MCs
352

2.0 352

2.0 0.351

5.7 LOS

2.2 55.0

0.21 0.07

0.21 28.0
14 R2
All MCs
102

2.0 102

2.0 0.351

5.7 LOS

2.2 55.0

0.21 0.07

0.21 29.0
Approach
454

2.0 454

2.0 0.351

5.7 LOS

2.2 55.0

0.21 0.07

0.21 28.2
W
est: Hollister

A
ve
5 L2
All MCs
36 2.0
36 2.0

0.073

4.5 LOS

0.3 7.6

0.45 0.32

0.45 29.7
2 T1
All MCs
33 2.0
33 2.0

0.073

4.5 LOS

0.3 7.6

0.45 0.32

0.45 33.7
Approach
68 2.0
68 2.0

0.073

4.5 LOS

0.3 7.6

0.45 0.32

0.45 31.5
All
V
ehicles
975

2.0 975

2.0 0.351

5.6 LOS

2.2 55.0

0.22 0.08

0.22 29.2
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
2 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 856
A
[856. Hollister & Cortona (1
-
lane RAB) (Site Folder:
2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Commercial Dwy
3 L2
All MCs
59 2.0
59 2.0

0.202
1 1.8
LOS B

0.7 18.3

0.73 0.73

0.73 24.3
8 T1
All MCs
9 2.0
9 2.0

0.202
1 1.8
LOS B

0.7 18.3

0.73 0.73

0.73 21.2
18 R2
All MCs
16 2.0
16 2.0

0.202
1 1.8
LOS B

0.7 18.3

0.73 0.73

0.73 24.5
Approach
84 2.0
84 2.0

0.202
1 1.8
LOS B

0.7 18.3

0.73 0.73

0.73 24.0
East: Hollister

A
ve
1 L2
All MCs
15 2.0
15 2.0

0.549

10.8 LOS B

4.7 1

18.4 0.68

0.54 0.85

25.4 6
T1
All MCs
482

2.0 482

2.0 0.549

10.8 LOS B

4.7 1

18.4 0.68

0.54 0.85

30.8 16
R2
All MCs
34 2.0
34 2.0

0.549

10.8 LOS B

4.7 1

18.4 0.68

0.54 0.85

25.5 Approach
530

2.0 530

2.0 0.549

10.8 LOS B

4.7 1

18.4 0.68

0.54 0.85

30.2 North: Cortona Dr
7 L2
All MCs
21 2.0
21 2.0

0.169

6.6 LOS

0.7 17.7

0.58 0.48

0.58 26.4
4 T1
All MCs
1 2.0
1 2.0

0.169

6.6 LOS

0.7 17.7

0.58 0.48

0.58 22.7
14 R2
All MCs
105

2.0 105

2.0 0.169

6.6 LOS

0.7 17.7

0.58 0.48

0.58 26.6
Approach
127

2.0 127

2.0 0.169

6.6 LOS

0.7 17.7

0.58 0.48

0.58 26.6
W
est: Hollister

A
ve
5 L2
All MCs
251

2.0 251

2.0 0.903

17.0 LOS C

28.1 714.1

0.95 0.29

0.95 23.5
2 T1
All MCs
839

2.0 839

2.0 0.903

17.0 LOS C

28.1 714.1

0.95 0.29

0.95 28.1
12 R2
All MCs
86 2.0
86 2.0

0.903

17.0 LOS C

28.1 714.1

0.95 0.29

0.95 23.6
Approach
1 176

2.0 1
176

2.0 0.903

17.0 LOS C

28.1 714.1

0.95 0.29

0.95 26.6
All
V
ehicles
1917

2.0 1917

2.0 0.903

14.3 LOS B

28.1 714.1

0.84 0.39

0.89 27.4
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
3 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 856
A
[856. Hollister & Cortona (2
-
lane RAB) (Site Folder:
2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Commercial Dwy
3 L2
All MCs
59 2.0
59 2.0

0.164

9.3 LOS

0.5 13.5

0.66 0.66

0.66 25.2
8 T1
All MCs
9 2.0
9 2.0

0.164

9.3 LOS

0.5 13.5

0.66 0.66

0.66 21.9
18 R2
All MCs
16 2.0
16 2.0

0.164

9.3 LOS

0.5 13.5

0.66 0.66

0.66 25.4
Approach
84 2.0
84 2.0

0.164

9.3 LOS

0.5 13.5

0.66 0.66

0.66 24.8
East: Hollister

A
ve
1 L2
All MCs
15 2.0
15 2.0

0.262

6.3 LOS

1.1 28.9

0.46 0.32

0.46 27.0
6 T1
All MCs
482

2.0 482

2.0 0.262

6.1 LOS

1.1 28.9

0.45 0.31

0.45 33.3
16 R2
All MCs
34 2.0
34 2.0

0.262

5.9 LOS

1.1 28.3

0.44 0.30

0.44 27.3
Approach
530

2.0 530

2.0 0.262

6.1 LOS

1.1 28.9

0.45 0.31

0.45 32.7
North: Cortona Dr
7 L2
All MCs
21 2.0
21 2.0

0.150

5.7 LOS

0.5 13.9

0.51 0.42

0.51 26.9
4 T1
All MCs
1 2.0
1 2.0

0.150

5.7 LOS

0.5 13.9

0.51 0.42

0.51 23.1
14 R2
All MCs
105

2.0 105

2.0 0.150

5.7 LOS

0.5 13.9

0.51 0.42

0.51 27.2
Approach
127

2.0 127

2.0 0.150

5.7 LOS

0.5 13.9

0.51 0.42

0.51 27.1
W
est: Hollister

A
ve
5 L2
All MCs
251

2.0 251

2.0 0.448

6.8 LOS

2.9 72.6

0.20 0.06

0.20 26.2
2 T1
All MCs
839

2.0 839

2.0 0.448

6.6 LOS

2.9 72.6

0.19 0.06

0.19 32.7
12 R2
All MCs
86 2.0
86 2.0

0.448

6.5 LOS

2.8 70.6

0.19 0.06

0.19 27.1
Approach
1 176

2.0 1
176

2.0 0.448

6.6 LOS

2.9 72.6

0.19 0.06

0.19 30.6
All
V
ehicles
1917

2.0 1917

2.0 0.448

6.5 LOS

2.9 72.6

0.31 0.18

0.31 30.6
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:31:
30 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site:
1 141
A
[
1 141. Sperling Preserve/Ellwood Dwy & Hollister

A
ve (Site Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Sperling Preserve Dwy
3 L2
All MCs
3 2.0
3 2.0

0.025

4.7 LOS

0.1 2.4

0.51 0.38

0.51 27.0
8 T1
All MCs
1 2.0
1 2.0

0.025

4.7 LOS

0.1 2.4

0.51 0.38

0.51 23.2
18 R2
All MCs
15 2.0
15 2.0

0.025

4.7 LOS

0.1 2.4

0.51 0.38

0.51 27.2
Approach
20 2.0
20 2.0

0.025

4.7 LOS

0.1 2.4

0.51 0.38

0.51 26.9
East: Hollister

A
ve
1 L2
All MCs
21 2.0
21 2.0

0.458

7.4 LOS

3.2 81.1

0.35 0.15

0.35 26.3
6 T1
All MCs
363

2.0 363

2.0 0.458

7.4 LOS

3.2 81.1

0.35 0.15

0.35 32.2
16 R2
All MCs
182

2.0 182

2.0 0.458

7.4 LOS

3.2 81.1

0.35 0.15

0.35 26.5
Approach
565

2.0 565

2.0 0.458

7.4 LOS

3.2 81.1

0.35 0.15

0.35 29.9
North: Ellwood School Dwy
7 L2
All MCs
102

2.0 102

2.0 0.203

6.0 LOS

0.9 23.0

0.52 0.38

0.52 26.1
4 T1
All MCs
3 2.0
3 2.0

0.203

6.0 LOS

0.9 23.0

0.52 0.38

0.52 22.5
14 R2
All MCs
77 2.0
77 2.0

0.203

6.0 LOS

0.9 23.0

0.52 0.38

0.52 26.3
Approach
183

2.0 183

2.0 0.203

6.0 LOS

0.9 23.0

0.52 0.38

0.52 26.1
W
est: Hollister

A
ve
5 L2
All MCs
84 2.0
84 2.0

0.337

6.2 LOS

1.9 49.1

0.36 0.17

0.36 26.5
2 T1
All MCs
312

2.0 312

2.0 0.337

6.2 LOS

1.9 49.1

0.36 0.17

0.36 32.4
12 R2
All MCs
4 2.0
4 2.0

0.337

6.2 LOS

1.9 49.1

0.36 0.17

0.36 26.7
Approach
400

2.0 400

2.0 0.337

6.2 LOS

1.9 49.1

0.36 0.17

0.36 30.9
All
V
ehicles
1 167

2.0 1
167

2.0 0.458

6.7 LOS

3.2 81.1

0.38 0.20

0.38 29.5
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
5 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site:
1 159
A
[
1 159. Hollister & David Love Pl (1
-
lane RAB)
(Site Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: David Love Pl
3 L2
All MCs
1 2.0
1 2.0

0.030

5.3 LOS

0.1 2.9

0.55 0.44

0.55 27.7
8 T1
All MCs
3 2.0
3 2.0

0.030

5.3 LOS

0.1 2.9

0.55 0.44

0.55 23.2
18 R2
All MCs
17 2.0
17 2.0

0.030

5.3 LOS

0.1 2.9

0.55 0.44

0.55 27.9
Approach
22 2.0
22 2.0

0.030

5.3 LOS

0.1 2.9

0.55 0.44

0.55 27.1
East: Hollister

A
ve
1 L2
All MCs
27 2.0
27 2.0

0.884

19.3 LOS C

20.5 519.9

1.00 0.38

1.00 23.7
6 T1
All MCs
962

2.0 962

2.0 0.884

19.3 LOS C

20.5 519.9

1.00 0.38

1.00 29.1
16 R2
All MCs
126

2.0 126

2.0 0.884

19.3 LOS C

20.5 519.9

1.00 0.38

1.00 23.8
Approach
1 1
15 2.0
1 1
15 2.0

0.884

19.3 LOS C

20.5 519.9

1.00 0.38

1.00 28.3
North: David Love Pl
7 L2
All MCs
39 2.0
39 2.0

0.161

9.9 LOS

0.6 14.9

0.68 0.68

0.68 25.6
4 T1
All MCs
1 2.0
1 2.0

0.161

9.9 LOS

0.6 14.9

0.68 0.68

0.68 21.7
14 R2
All MCs
36 2.0
36 2.0

0.161

9.9 LOS

0.6 14.9

0.68 0.68

0.68 25.8
Approach
76 2.0
76 2.0

0.161

9.9 LOS

0.6 14.9

0.68 0.68

0.68 25.6
W
est: Hollister

A
ve
5 L2
All MCs
63 2.0
63 2.0

0.439

7.0 LOS

3.0 76.8

0.30 0.
1 1

0.30 27.1
2 T1
All MCs
485

2.0 485

2.0 0.439

7.0 LOS

3.0 76.8

0.30 0.
1 1

0.30 34.4
12 R2
All MCs
5 2.0
5 2.0

0.439

7.0 LOS

3.0 76.8

0.30 0.
1 1

0.30 27.3
Approach
553

2.0 553

2.0 0.439

7.0 LOS

3.0 76.8

0.30 0.
1 1

0.30 33.3
All
V
ehicles
1766

2.0 1766

2.0 0.884

14.8 LOS B

20.5 519.9

0.76 0.31

0.76 29.5
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
6 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site:
1 159
A
[
1 159. Hollister & David Love Pl (2
-
lane RAB)
(Site Folder: 2050 Future

AM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future

AM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: David Love Pl
3 L2
All MCs
1 2.0
1 2.0

0.026

4.6 LOS

0.1 2.2

0.48 0.38

0.48 28.2
8 T1
All MCs
3 2.0
3 2.0

0.026

4.6 LOS

0.1 2.2

0.48 0.38

0.48 23.5
18 R2
All MCs
17 2.0
17 2.0

0.026

4.6 LOS

0.1 2.2

0.48 0.38

0.48 28.5
Approach
22 2.0
22 2.0

0.026

4.6 LOS

0.1 2.2

0.48 0.38

0.48 27.6
East: Hollister

A
ve
1 L2
All MCs
27 2.0
27 2.0

0.436

7.0 LOS

2.7 67.8

0.27 0.10

0.27 27.5
6 T1
All MCs
962

2.0 962

2.0 0.436

6.9 LOS

2.7 67.8

0.26 0.10

0.26 35.2
16 R2
All MCs
126

2.0 126

2.0 0.436

6.8 LOS

2.6 66.1

0.26 0.10

0.26 27.8
Approach
1 1
15 2.0
1 1
15 2.0

0.436

6.9 LOS

2.7 67.8

0.26 0.10

0.26 34.0
North: David Love Pl
7 L2
All MCs
39 2.0
39 2.0

0.134

8.0 LOS

0.4 1

1.2 0.62

0.61 0.62

26.4 4
T1
All MCs
1 2.0
1 2.0

0.134

8.0 LOS

0.4 1

1.2 0.62

0.61 0.62

22.3 14
R2
All MCs
36 2.0
36 2.0

0.134

8.0 LOS

0.4 1

1.2 0.62

0.61 0.62

26.6 Approach
76 2.0
76 2.0

0.134

8.0 LOS

0.4 1

1.2 0.62

0.61 0.62

26.4 W
est: Hollister

A
ve
5 L2
All MCs
63 2.0
63 2.0

0.217

4.7 LOS

1.0 24.9

0.20 0.08

0.20 28.0
2 T1
All MCs
485

2.0 485

2.0 0.217

4.6 LOS

1.0 24.9

0.19 0.07

0.19 36.3
12 R2
All MCs
5 2.0
5 2.0

0.217

4.5 LOS

1.0 24.2

0.19 0.07

0.19 28.6
Approach
553

2.0 553

2.0 0.217

4.6 LOS

1.0 24.9

0.19 0.07

0.19 35.0
All
V
ehicles
1766

2.0 1766

2.0 0.436

6.2 LOS

2.7 67.8

0.26 0.12

0.26 33.8
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:31:
31 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 169
P
[169. Carlo Dr & Cathedral Oaks Rd (Site Folder:
2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Carlo Dr
3 L2
All MCs
26 2.0
26 2.0

0.087

7.2 LOS

0.3 8.2

0.62 0.58

0.62 24.9
8 T1
All MCs
2 2.0
2 2.0

0.087

7.2 LOS

0.3 8.2

0.62 0.58

0.62 22.3
18 R2
All MCs
23 2.0
23 2.0

0.087

7.2 LOS

0.3 8.2

0.62 0.58

0.62 25.1
Approach
51 2.0
51 2.0

0.087

7.2 LOS

0.3 8.2

0.62 0.58

0.62 24.9
East: Cathedral Oaks Rd
1 L2
All MCs
15 2.0
15 2.0

0.355

5.7 LOS

2.2 56.1

0.18 0.05

0.18 25.9
6 T1
All MCs
440

2.0 440

2.0 0.355

5.7 LOS

2.2 56.1

0.18 0.05

0.18 30.2
16 R2
All MCs
8 2.0
8 2.0

0.355

5.7 LOS

2.2 56.1

0.18 0.05

0.18 26.1
Approach
463

2.0 463

2.0 0.355

5.7 LOS

2.2 56.1

0.18 0.05

0.18 29.9
North: Carlo Dr
7 L2
All MCs
14 2.0
14 2.0

0.028

4.7 LOS

0.1 2.7

0.50 0.38

0.50 25.5
4 T1
All MCs
3 2.0
3 2.0

0.028

4.7 LOS

0.1 2.7

0.50 0.38

0.50 22.8
14 R2
All MCs
5 2.0
5 2.0

0.028

4.7 LOS

0.1 2.7

0.50 0.38

0.50 25.7
Approach
23 2.0
23 2.0

0.028

4.7 LOS

0.1 2.7

0.50 0.38

0.50 25.1
W
est: Cathedral Oaks Rd
5 L2
All MCs
7 2.0
7 2.0

0.609

8.7 LOS

6.1 154.4

0.28 0.08

0.28 25.1
2 T1
All MCs
767

2.0 767

2.0 0.609

8.7 LOS

6.1 154.4

0.28 0.08

0.28 29.1
12 R2
All MCs
24 2.0
24 2.0

0.609

8.7 LOS

6.1 154.4

0.28 0.08

0.28 25.2
Approach
798

2.0 798

2.0 0.609

8.7 LOS

6.1 154.4

0.28 0.08

0.28 28.9
All
V
ehicles
1335

2.0 1335

2.0 0.609

7.5 LOS

6.1 154.4

0.26 0.10

0.26 29.0
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
7 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 282
P
[282. Calle Real & Carlo Dr (Site Folder: 2050
Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Calle Real
6 T1
All MCs
538

2.0 538

2.0 0.475

7.6 LOS

3.4 86.5

0.36 0.15

0.36 32.2
16 R2
All MCs
49 2.0
49 2.0

0.475

7.6 LOS

3.4 86.5

0.36 0.15

0.36 32.0
Approach
587

2.0 587

2.0 0.475

7.6 LOS

3.4 86.5

0.36 0.15

0.36 32.2
North: Carlo Dr
7 L2
All MCs
71 2.0
71 2.0

0.163

6.4 LOS

0.7 17.1

0.57 0.47

0.57 31.0
14 R2
All MCs
54 2.0
54 2.0

0.163

6.4 LOS

0.7 17.1

0.57 0.47

0.57 31.4
Approach
125

2.0 125

2.0 0.163

6.4 LOS

0.7 17.1

0.57 0.47

0.57 31.2
W
est: Calle Real
5 L2
All MCs
87 2.0
87 2.0

0.596

9.4 LOS

5.4 138.4

0.41 0.16

0.41 30.7
2 T1
All MCs
663

2.0 663

2.0 0.596

9.4 LOS

5.4 138.4

0.41 0.16

0.41 31.2
Approach
750

2.0 750

2.0 0.596

9.4 LOS

5.4 138.4

0.41 0.16

0.41 31.1
All
V
ehicles
1462

2.0 1462

2.0 0.596

8.4 LOS

5.4 138.4

0.40 0.18

0.40 31.5
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

W
ednesd
a
y
, September 3, 2025 10:
09:38

AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 506
P
[506. Cathedral Oaks 101 SB
-
Ramp (Site Folder:
2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Cathedral Oaks Rd
8 T1
All MCs
476

2.0 476

2.0 0.684

12.8 LOS B

8.7 222.0

0.71 0.49

0.84 24.8
18 R2
All MCs
291

2.0 291

2.0 0.684

12.8 LOS B

8.7 222.0

0.71 0.49

0.84 27.0
Approach
767

2.0 767

2.0 0.684

12.8 LOS B

8.7 222.0

0.71 0.49

0.84 25.6
North: Cathedral Oaks Rd
7 L2
All MCs
138

2.0 138

2.0 0.440

4.9 LOS

0.0 0.0

0.00 0.00

0.00 31.1
4 T1
All MCs
458

2.0 458

2.0 0.440

4.9 LOS

0.0 0.0

0.00 0.00

0.00 28.5
Approach
596

2.0 596

2.0 0.440

4.9 LOS

0.0 0.0

0.00 0.00

0.00 29.1
W
est: Cathedral Oaks Rd
5 L2
All MCs
39 2.0
39 2.0

0.121

6.3 LOS

0.5 12.1

0.58 0.49

0.58 28.3
2 T1
All MCs
1 2.0
1 2.0

0.121

6.3 LOS

0.5 12.1

0.58 0.49

0.58 31.9
12 R2
All MCs
47 2.0
47 2.0

0.121

6.3 LOS

0.5 12.1

0.58 0.49

0.58 28.5
Approach
87 2.0
87 2.0

0.121

6.3 LOS

0.5 12.1

0.58 0.49

0.58 28.4
All
V
ehicles
1450

2.0 1450

2.0 0.684

9.1 LOS

8.7 222.0

0.41 0.29

0.48 27.1
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
8 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 512
P
[512. Hollister & Palo

Alto Dr (1
-
lane RAB) (Site
Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Palo

Alto Dr
3 L2
All MCs
25 2.0
25 2.0

0.050

4.8 LOS

0.2 5.0

0.51 0.40

0.51 26.4
8 T1
All MCs
1 2.0
1 2.0

0.050

4.8 LOS

0.2 5.0

0.51 0.40

0.51 22.8
18 R2
All MCs
15 2.0
15 2.0

0.050

4.8 LOS

0.2 5.0

0.51 0.40

0.51 26.6
Approach
41 2.0
41 2.0

0.050

4.8 LOS

0.2 5.0

0.51 0.40

0.51 26.4
East: Hollister

A
ve
1 L2
All MCs
28 2.0
28 2.0

0.606

8.8 LOS

5.9 151.0

0.30 0.09

0.30 25.9
6 T1
All MCs
753

2.0 753

2.0 0.606

8.8 LOS

5.9 151.0

0.30 0.09

0.30 31.6
16 R2
All MCs
8 2.0
8 2.0

0.606

8.8 LOS

5.9 151.0

0.30 0.09

0.30 26.1
Approach
789

2.0 789

2.0 0.606

8.8 LOS

5.9 151.0

0.30 0.09

0.30 31.3
North: Palo

Alto Dr
7 L2
All MCs
16 2.0
16 2.0

0.144

8.0 LOS

0.5 13.8

0.64 0.61

0.64 25.9
4 T1
All MCs
1 2.0
1 2.0

0.144

8.0 LOS

0.5 13.8

0.64 0.61

0.64 22.4
14 R2
All MCs
65 2.0
65 2.0

0.144

8.0 LOS

0.5 13.8

0.64 0.61

0.64 26.2
Approach
83 2.0
83 2.0

0.144

8.0 LOS

0.5 13.8

0.64 0.61

0.64 26.1
W
est: Hollister

A
ve
5 L2
All MCs
1 1

2.0 1
1 2.0

0.366

5.9 LOS

2.3 58.5

0.22 0.07

0.22 26.8
2 T1
All MCs
440

2.0 440

2.0 0.366

5.9 LOS

2.3 58.5

0.22 0.07

0.22 32.9
12 R2
All MCs
22 2.0
22 2.0

0.366

5.9 LOS

2.3 58.5

0.22 0.07

0.22 27.0
Approach
473

2.0 473

2.0 0.366

5.9 LOS

2.3 58.5

0.22 0.07

0.22 32.4
All
V
ehicles
1386

2.0 1386

2.0 0.606

7.6 LOS

5.9 151.0

0.30 0.12

0.30 31.1
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:0
9 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 512
P
[512. Hollister & Palo

Alto Dr (2
-
lane RAB) (Site
Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Palo

Alto Dr
3 L2
All MCs
25 2.0
25 2.0

0.045

4.3 LOS

0.2 3.9

0.44 0.34

0.44 26.7
8 T1
All MCs
1 2.0
1 2.0

0.045

4.3 LOS

0.2 3.9

0.44 0.34

0.44 23.0
18 R2
All MCs
15 2.0
15 2.0

0.045

4.3 LOS

0.2 3.9

0.44 0.34

0.44 27.0
Approach
41 2.0
41 2.0

0.045

4.3 LOS

0.2 3.9

0.44 0.34

0.44 26.7
East: Hollister

A
ve
1 L2
All MCs
28 2.0
28 2.0

0.300

5.2 LOS

1.5 38.9

0.16 0.05

0.16 27.3
6 T1
All MCs
753

2.0 753

2.0 0.300

5.1 LOS

1.5 38.9

0.15 0.05

0.15 33.8
16 R2
All MCs
8 2.0
8 2.0

0.300

5.0 LOS

1.5 37.8

0.15 0.04

0.15 27.6
Approach
789

2.0 789

2.0 0.300

5.1 LOS

1.5 38.9

0.15 0.05

0.15 33.5
North: Palo

Alto Dr
7 L2
All MCs
16 2.0
16 2.0

0.123

6.7 LOS

0.4 10.6

0.58 0.54

0.58 26.6
4 T1
All MCs
1 2.0
1 2.0

0.123

6.7 LOS

0.4 10.6

0.58 0.54

0.58 22.8
14 R2
All MCs
65 2.0
65 2.0

0.123

6.7 LOS

0.4 10.6

0.58 0.54

0.58 26.8
Approach
83 2.0
83 2.0

0.123

6.7 LOS

0.4 10.6

0.58 0.54

0.58 26.7
W
est: Hollister

A
ve
5 L2
All MCs
1 1

2.0 1
1 2.0

0.181

4.2 LOS

0.8 20.2

0.15 0.05

0.15 27.7
2 T1
All MCs
440

2.0 440

2.0 0.181

4.2 LOS

0.8 20.2

0.15 0.05

0.15 34.3
12 R2
All MCs
22 2.0
22 2.0

0.181

4.1 LOS

0.8 19.6

0.14 0.05

0.14 27.9
Approach
473

2.0 473

2.0 0.181

4.2 LOS

0.8 20.2

0.15 0.05

0.15 33.8
All
V
ehicles
1386

2.0 1386

2.0 0.300

4.9 LOS

1.5 38.9

0.19 0.08

0.19 32.8
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:32:
13 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 518
P
[518. Hollister & Santa Felicia (1
-
lane RAB) (Site
Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Santa Felicia Dr
3 L2
All MCs
47 2.0
47 2.0

0.374

10.9 LOS B

1.8 45.7

0.71 0.70

0.82 25.1
8 T1
All MCs
7 2.0
7 2.0

0.374

10.9 LOS B

1.8 45.7

0.71 0.70

0.82 21.8
18 R2
All MCs
183

2.0 183

2.0 0.374

10.9 LOS B

1.8 45.7

0.71 0.70

0.82 25.3
Approach
236

2.0 236

2.0 0.374

10.9 LOS B

1.8 45.7

0.71 0.70

0.82 25.1
East: Hollister

A
ve
1 L2
All MCs
252

2.0 252

2.0 1.031

38.2 LOS F

84.3 2140.2

1.00 1.26

1.46 19.3
6 T1
All MCs
991

2.0 991

2.0 1.031

38.2 LOS F

84.3 2140.2

1.00 1.26

1.46 22.3
16 R2
All MCs
54 2.0
54 2.0

1.031

38.2 LOS F

84.3 2140.2

1.00 1.26

1.46 19.4
Approach
1298

2.0 1298

2.0 1.031

38.2 LOS E

84.3 2140.2

1.00 1.26

1.46 21.5
North: Santa Felicia Dr
7 L2
All MCs
48 2.0
48 2.0

0.287

15.5 LOS C

1.0 26.5

0.79 0.82

0.85 23.6
4 T1
All MCs
9 2.0
9 2.0

0.287

15.5 LOS C

1.0 26.5

0.79 0.82

0.85 20.7
14 R2
All MCs
46 2.0
46 2.0

0.287

15.5 LOS C

1.0 26.5

0.79 0.82

0.85 23.8
Approach
102

2.0 102

2.0 0.287

15.5 LOS C

1.0 26.5

0.79 0.82

0.85 23.4
W
est: Hollister

A
ve
5 L2
All MCs
16 2.0
16 2.0

0.771

18.0 LOS C

14.4 366.2

0.91 0.93

1.61 23.4
2 T1
All MCs
655

2.0 655

2.0 0.771

18.0 LOS C

14.4 366.2

0.91 0.93

1.61 28.0
12 R2
All MCs
87 2.0
87 2.0

0.771

18.0 LOS C

14.4 366.2

0.91 0.93

1.61 23.6
Approach
759

2.0 759

2.0 0.771

18.0 LOS C

14.4 366.2

0.91 0.93

1.61 27.3
All
V
ehicles
2395

2.0 2395

2.0 1.031

28.1 LOS D

84.3 2140.2

0.93 1.08

1.42 23.5
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
0 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 518
P
[518. Hollister & Santa Felicia (2
-
lane RAB) (Site
Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Santa Felicia Dr
3 L2
All MCs
47 2.0
47 2.0

0.324

8.9 LOS

1.3 33.5

0.63 0.58

0.67 25.9
8 T1
All MCs
7 2.0
7 2.0

0.324

8.9 LOS

1.3 33.5

0.63 0.58

0.67 22.3
18 R2
All MCs
183

2.0 183

2.0 0.324

8.9 LOS

1.3 33.5

0.63 0.58

0.67 26.2
Approach
236

2.0 236

2.0 0.324

8.9 LOS

1.3 33.5

0.63 0.58

0.67 26.0
East: Hollister

A
ve
1 L2
All MCs
252

2.0 252

2.0 0.509

8.0 LOS

3.5 89.2

0.31 0.12

0.31 25.9
6 T1
All MCs
991

2.0 991

2.0 0.509

7.8 LOS

3.5 89.2

0.30 0.12

0.30 32.2
16 R2
All MCs
54 2.0
54 2.0

0.509

7.7 LOS

3.4 87.0

0.29 0.
1 1

0.29 26.7
Approach
1298

2.0 1298

2.0 0.509

7.9 LOS

3.5 89.2

0.30 0.12

0.30 30.5
North: Santa Felicia Dr
7 L2
All MCs
48 2.0
48 2.0

0.237

12.1 LOS B

0.8 19.4

0.73 0.74

0.75 24.7
4 T1
All MCs
9 2.0
9 2.0

0.237

12.1 LOS B

0.8 19.4

0.73 0.74

0.75 21.5
14 R2
All MCs
46 2.0
46 2.0

0.237

12.1 LOS B

0.8 19.4

0.73 0.74

0.75 24.9
Approach
102

2.0 102

2.0 0.237

12.1 LOS B

0.8 19.4

0.73 0.74

0.75 24.5
W
est: Hollister

A
ve
5 L2
All MCs
16 2.0
16 2.0

0.372

7.6 LOS

1.8 45.8

0.51 0.35

0.51 26.6
2 T1
All MCs
655

2.0 655

2.0 0.372

7.4 LOS

1.8 45.8

0.50 0.34

0.50 32.7
12 R2
All MCs
87 2.0
87 2.0

0.372

7.2 LOS

1.8 45.0

0.49 0.33

0.49 26.9
Approach
759

2.0 759

2.0 0.372

7.4 LOS

1.8 45.8

0.50 0.34

0.50 31.8
All
V
ehicles
2395

2.0 2395

2.0 0.509

8.0 LOS

3.5 89.2

0.41 0.26

0.42 30.1
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:32:
13 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 526
P
[526. Cremona Dr & Hollister

A
ve (1
-
lane RAB)
(Site Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Hollister

A
ve
6 T1
All MCs
926

2.0 926

2.0 0.845

16.1 LOS C

17.0 432.3

0.78 0.28

0.78 30.4
16 R2
All MCs
153

2.0 153

2.0 0.845

16.1 LOS C

17.0 432.3

0.78 0.28

0.78 24.7
Approach
1079

2.0 1079

2.0 0.845

16.1 LOS C

17.0 432.3

0.78 0.28

0.78 29.4
North: Cremona Dr
7 L2
All MCs
42 2.0
42 2.0

0.159

9.2 LOS

0.6 14.9

0.67 0.66

0.67 25.8
14 R2
All MCs
38 2.0
38 2.0

0.159

9.2 LOS

0.6 14.9

0.67 0.66

0.67 26.0
Approach
80 2.0
80 2.0

0.159

9.2 LOS

0.6 14.9

0.67 0.66

0.67 25.9
W
est: Hollister

A
ve
5 L2
All MCs
55 2.0
55 2.0

0.669

10.1 LOS B

7.6 193.0

0.38 0.12

0.38 26.2
2 T1
All MCs
8 1
1 2.0
8 1
1 2.0

0.669

10.1 LOS B

7.6 193.0

0.38 0.12

0.38 33.0
Approach
866

2.0 866

2.0 0.669

10.1 LOS B

7.6 193.0

0.38 0.12

0.38 32.4
All
V
ehicles
2026

2.0 2026

2.0 0.845

13.3 LOS B

17.0 432.3

0.60 0.22

0.60 30.5
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

SIDR
A
INTERSECTION 9.1
|
Copyright © 2000
-
2023

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
2 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 526
P
[526. Cremona Dr & Hollister

A
ve (2
-
lane RAB)
(Site Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Hollister

A
ve
6 T1
All MCs
926

2.0 926

2.0 0.699

10.9 LOS B

7.3 186.5

0.40 0.14

0.40 33.3
16 R2
All MCs
153

2.0 153

2.0 0.122

3.8 LOS

0.5 12.7

0.16 0.06

0.16 28.6
Approach
1079

2.0 1079

2.0 0.699

9.9 LOS

7.3 186.5

0.37 0.13

0.37 32.5
North: Cremona Dr
7 L2
All MCs
42 2.0
42 2.0

0.133

7.5 LOS

0.4 1

1.3 0.60

0.59 0.60

26.5 14
R2
All MCs
38 2.0
38 2.0

0.133

7.5 LOS

0.4 1

1.3 0.60

0.59 0.60

26.7 Approach
80 2.0
80 2.0

0.133

7.5 LOS

0.4 1

1.3 0.60

0.59 0.60

26.6 W
est: Hollister

A
ve
5 L2
All MCs
55 2.0
55 2.0

0.331

5.6 LOS

1.8 44.7

0.18 0.06

0.18 27.9
2 T1
All MCs
8 1
1 2.0
8 1
1 2.0

0.331

5.5 LOS

1.8 44.7

0.17 0.05

0.17 35.9
Approach
866

2.0 866

2.0 0.331

5.5 LOS

1.8 44.7

0.17 0.06

0.17 35.3
All
V
ehicles
2026

2.0 2026

2.0 0.699

7.9 LOS

7.3 186.5

0.29 0.12

0.29 33.3
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:32:
14 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 553
P
[553. Storke & Santa Felicia (1
-
lane RAB) (Site
Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Storke Rd
3 L2
All MCs
154

2.0 154

2.0 0.901

19.7 LOS C

24.1 610.9

1.00 0.39

1.00 22.9
8 T1
All MCs
992

2.0 992

2.0 0.901

19.7 LOS C

24.1 610.9

1.00 0.39

1.00 27.3
Approach
1 147

2.0 1
147

2.0 0.901

19.7 LOS C

24.1 610.9

1.00 0.39

1.00 26.6
North: Storke Rd
4 T1
All MCs
818

2.0 818

2.0 0.809

17.6 LOS C

19.4 492.2

0.91 0.69

1.27 28.2
14 R2
All MCs
1 12

2.0 1
12 2.0

0.809

17.6 LOS C

19.4 492.2

0.91 0.69

1.27 23.7
Approach
930

2.0 930

2.0 0.809

17.6 LOS C

19.4 492.2

0.91 0.69

1.27 27.5
W
est: Santa Felicia Dr
5 L2
All MCs
59 2.0
59 2.0

0.389

12.2 LOS B

1.8 46.5

0.73 0.76

0.88 24.6
12 R2
All MCs
162

2.0 162

2.0 0.389

12.2 LOS B

1.8 46.5

0.73 0.76

0.88 24.9
Approach
221

2.0 221

2.0 0.389

12.2 LOS B

1.8 46.5

0.73 0.76

0.88 24.8
All
V
ehicles
2298

2.0 2298

2.0 0.901

18.2 LOS C

24.1 610.9

0.94 0.54

1.10 26.8
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
3 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 553
P
[553. Storke & Santa Felicia (2
-
lane RAB) (Site
Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Storke Rd
3 L2
All MCs
154

2.0 154

2.0 0.445

7.0 LOS

2.8 70.7

0.25 0.09

0.25 26.4
8 T1
All MCs
992

2.0 992

2.0 0.445

6.9 LOS

2.8 70.7

0.25 0.09

0.25 32.8
Approach
1 147

2.0 1
147

2.0 0.445

6.9 LOS

2.8 70.7

0.25 0.09

0.25 31.7
North: Storke Rd
4 T1
All MCs
818

2.0 818

2.0 0.395

6.9 LOS

2.1 54.4

0.38 0.20

0.38 33.0
14 R2
All MCs
1 12

2.0 1
12 2.0

0.395

6.8 LOS

2.1 53.2

0.37 0.19

0.37 27.0
Approach
930

2.0 930

2.0 0.395

6.9 LOS

2.1 54.4

0.38 0.20

0.38 32.2
W
est: Santa Felicia Dr
5 L2
All MCs
59 2.0
59 2.0

0.332

9.7 LOS

1.4 34.4

0.65 0.65

0.74 25.6
12 R2
All MCs
162

2.0 162

2.0 0.332

9.7 LOS

1.4 34.4

0.65 0.65

0.74 25.8
Approach
221

2.0 221

2.0 0.332

9.7 LOS

1.4 34.4

0.65 0.65

0.74 25.8
All
V
ehicles
2298

2.0 2298

2.0 0.445

7.2 LOS

2.8 70.7

0.34 0.19

0.35 31.2
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:32:
15 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 636
P
[636. Hollister & Cathedral Oaks (Site Folder: 2050
Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
East: Hollister

A
ve
6 T1
All MCs
63 2.0
63 2.0

0.604

9.8 LOS

5.4 137.1

0.48 0.21

0.48 32.1
16 R2
All MCs
676

2.0 676

2.0 0.604

9.8 LOS

5.4 137.1

0.48 0.21

0.48 27.9
Approach
739

2.0 739

2.0 0.604

9.8 LOS

5.4 137.1

0.48 0.21

0.48 28.2
North: Cathedral Oaks Rd
7 L2
All MCs
425

2.0 425

2.0 0.394

6.4 LOS

2.6 64.8

0.27 0.10

0.27 27.7
14 R2
All MCs
75 2.0
75 2.0

0.394

6.4 LOS

2.6 64.8

0.27 0.10

0.27 28.6
Approach
500

2.0 500

2.0 0.394

6.4 LOS

2.6 64.8

0.27 0.10

0.27 27.8
W
est: Hollister

A
ve
5 L2
All MCs
96 2.0
96 2.0

0.181

6.0 LOS

0.8 19.9

0.53 0.40

0.53 29.0
2 T1
All MCs
61 2.0
61 2.0

0.181

6.0 LOS

0.8 19.9

0.53 0.40

0.53 32.8
Approach
157

2.0 157

2.0 0.181

6.0 LOS

0.8 19.9

0.53 0.40

0.53 30.4
All
V
ehicles
1396

2.0 1396

2.0 0.604

8.2 LOS

5.4 137.1

0.41 0.19

0.41 28.3
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
4 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 856
P
[856. Hollister & Cortona (1
-
lane RAB) (Site Folder:
2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Commercial Dwy
3 L2
All MCs
125

2.0 125

2.0 0.298
1 1.7
LOS B

1.2 30.6

0.72 0.73

0.78 24.2
8 T1
All MCs
5 2.0
5 2.0

0.298
1 1.7
LOS B

1.2 30.6

0.72 0.73

0.78 21.1
18 R2
All MCs
17 2.0
17 2.0

0.298
1 1.7
LOS B

1.2 30.6

0.72 0.73

0.78 24.4
Approach
148

2.0 148

2.0 0.298
1 1.7
LOS B

1.2 30.6

0.72 0.73

0.78 24.1
East: Hollister

A
ve
1 L2
All MCs
30 2.0
30 2.0

1.468
224.3
LOS F
173.8
4414.1

1.00 4.69

8.91 7.5
6 T1
All MCs
1404

2.0 1404

2.0 1.468
224.3
LOS F
173.8
4414.1

1.00 4.69

8.91 7.9
16 R2
All MCs
57 2.0
57 2.0

1.468
224.3
LOS F
173.8
4414.1

1.00 4.69

8.91 7.5
Approach
1491

2.0 1491

2.0 1.468
224.3
LOS F
173.8
4414.1

1.00 4.69

8.91 7.8
North: Cortona Dr
7 L2
All MCs
22 2.0
22 2.0

0.925

57.3 LOS F

8.9 225.2

0.97 1.60

2.50 16.5
4 T1
All MCs
7 2.0
7 2.0

0.925

57.3 LOS F

8.9 225.2

0.97 1.60

2.50 15.0
14 R2
All MCs
359

2.0 359

2.0 0.925

57.3 LOS F

8.9 225.2

0.97 1.60

2.50 16.6
Approach
387

2.0 387

2.0 0.925

57.3 LOS F

8.9 225.2

0.97 1.60

2.50 16.6
W
est: Hollister

A
ve
5 L2
All MCs
141

2.0 141

2.0 0.804

13.9 LOS B

14.0 356.4

0.62 0.21

0.62 24.4
2 T1
All MCs
784

2.0 784

2.0 0.804

13.9 LOS B

14.0 356.4

0.62 0.21

0.62 29.3
12 R2
All MCs
1 15

2.0 1
15 2.0

0.804

13.9 LOS B

14.0 356.4

0.62 0.21

0.62 24.5
Approach
1040

2.0 1040

2.0 0.804

13.9 LOS B

14.0 356.4

0.62 0.21

0.62 27.9
All
V
ehicles
3066

2.0 3066

2.0 1.468
121.6
LOS F
173.8
4414.1

0.85 2.59

4.90 1

1.9 Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
5 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site: 856
P
[856. Hollister & Cortona (2
-
lane RAB Mitigated)
(Site Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Commercial Dwy
3 L2
All MCs
125

2.0 125

2.0 0.250

9.3 LOS

0.9 22.2

0.64 0.63

0.64 25.0
8 T1
All MCs
5 2.0
5 2.0

0.250

9.3 LOS

0.9 22.2

0.64 0.63

0.64 21.8
18 R2
All MCs
17 2.0
17 2.0

0.250

9.3 LOS

0.9 22.2

0.64 0.63

0.64 25.2
Approach
148

2.0 148

2.0 0.250

9.3 LOS

0.9 22.2

0.64 0.63

0.64 24.9
East: Hollister

A
ve
1 L2
All MCs
30 2.0
30 2.0

0.706

14.6 LOS B

10.6 268.6

0.76 0.72

1.23 24.6
6 T1
All MCs
1404

2.0 1404

2.0 0.706

14.3 LOS B

10.6 269.6

0.75 0.70

1.21 29.8
16 R2
All MCs
57 2.0
57 2.0

0.706

14.0 LOS B

10.6 269.6

0.74 0.69

1.19 24.9
Approach
1491

2.0 1491

2.0 0.706

14.3 LOS B

10.6 269.6

0.75 0.70

1.21 29.5
North: Cortona Dr
7 L2
All MCs
22 2.0
22 2.0

0.196

14.3 LOS B

0.6 14.7

0.78 0.78

0.78 24.3
4 T1
All MCs
7 2.0
7 2.0

0.196

14.3 LOS B

0.6 14.7

0.78 0.78

0.78 21.2
14 R2
All MCs
359

2.0 359

2.0 0.196

1.6 LOS

0.6 14.7

0.08 0.08

0.08 24.7
Approach
387

2.0 387

2.0 0.196

2.5 LOS

0.6 14.7

0.13 0.13

0.13 24.6
W
est: Hollister

A
ve
5 L2
All MCs
141

2.0 141

2.0 0.404

6.5 LOS

2.4 60.0

0.24 0.09

0.24 26.5
2 T1
All MCs
784

2.0 784

2.0 0.404

6.4 LOS

2.4 60.0

0.23 0.08

0.23 32.9
12 R2
All MCs
1 15

2.0 1
15 2.0

0.404

6.3 LOS

2.3 58.4

0.22 0.08

0.22 27.2
Approach
1040

2.0 1040

2.0 0.404

6.4 LOS

2.4 60.0

0.23 0.08

0.23 31.2
All
V
ehicles
3066

2.0 3066

2.0 0.706

9.9 LOS

10.6 269.6

0.49 0.42

0.72 29.0
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

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y
,

August 28, 2025 10:26:
59 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site:
1 141
P
[
1 141. Sperling Preserve/Ellwood Dwy & Hollister

A
ve (Site Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: Sperling Preserve Dwy
3 L2
All MCs
8 2.0
8 2.0

0.032

4.9 LOS

0.1 3.1

0.52 0.40

0.52 26.8
8 T1
All MCs
1 2.0
1 2.0

0.032

4.9 LOS

0.1 3.1

0.52 0.40

0.52 23.0
18 R2
All MCs
16 2.0
16 2.0

0.032

4.9 LOS

0.1 3.1

0.52 0.40

0.52 27.0
Approach
25 2.0
25 2.0

0.032

4.9 LOS

0.1 3.1

0.52 0.40

0.52 26.7
East: Hollister

A
ve
1 L2
All MCs
42 2.0
42 2.0

0.647

9.9 LOS

6.9 174.1

0.39 0.13

0.39 25.6
6 T1
All MCs
692

2.0 692

2.0 0.647

9.9 LOS

6.9 174.1

0.39 0.13

0.39 31.1
16 R2
All MCs
97 2.0
97 2.0

0.647

9.9 LOS

6.9 174.1

0.39 0.13

0.39 25.7
Approach
832

2.0 832

2.0 0.647

9.9 LOS

6.9 174.1

0.39 0.13

0.39 30.0
North: Ellwood School Dwy
7 L2
All MCs
20 2.0
20 2.0

0.067

6.6 LOS

0.2 6.3

0.61 0.56

0.61 26.1
4 T1
All MCs
16 2.0
16 2.0

0.067

6.6 LOS

0.2 6.3

0.61 0.56

0.61 22.5
14 R2
All MCs
5 2.0
5 2.0

0.067

6.6 LOS

0.2 6.3

0.61 0.56

0.61 26.3
Approach
41 2.0
41 2.0

0.067

6.6 LOS

0.2 6.3

0.61 0.56

0.61 24.6
W
est: Hollister

A
ve
5 L2
All MCs
41 2.0
41 2.0

0.404

6.6 LOS

2.6 66.6

0.31 0.12

0.31 26.5
2 T1
All MCs
454

2.0 454

2.0 0.404

6.6 LOS

2.6 66.6

0.31 0.12

0.31 32.5
12 R2
All MCs
9 2.0
9 2.0

0.404

6.6 LOS

2.6 66.6

0.31 0.12

0.31 26.7
Approach
504

2.0 504

2.0 0.404

6.6 LOS

2.6 66.6

0.31 0.12

0.31 31.8
All
V
ehicles
1402

2.0 1402

2.0 0.647

8.5 LOS

6.9 174.1

0.37 0.15

0.37 30.4
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
7 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site:
1 159
P
[
1 159. Hollister & David Love Pl (1
-
lane RAB)
(Site Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: David Love Pl
3 L2
All MCs
5 2.0
5 2.0

0.099

9.5 LOS

0.3 8.8

0.69 0.69

0.69 26.2
8 T1
All MCs
2 2.0
2 2.0

0.099

9.5 LOS

0.3 8.8

0.69 0.69

0.69 22.1
18 R2
All MCs
36 2.0
36 2.0

0.099

9.5 LOS

0.3 8.8

0.69 0.69

0.69 26.4
Approach
43 2.0
43 2.0

0.099

9.5 LOS

0.3 8.8

0.69 0.69

0.69 26.1
East: Hollister

A
ve
1 L2
All MCs
18 2.0
18 2.0

0.777

13.4 LOS B
1 1.9
301.8

0.59 0.21

0.59 25.3
6 T1
All MCs
903

2.0 903

2.0 0.777

13.4 LOS B
1 1.9
301.8

0.59 0.21

0.59 31.5
16 R2
All MCs
71 2.0
71 2.0

0.777

13.4 LOS B
1 1.9
301.8

0.59 0.21

0.59 25.4
Approach
992

2.0 992

2.0 0.777

13.4 LOS B
1 1.9
301.8

0.59 0.21

0.59 30.9
North: David Love Pl
7 L2
All MCs
1 13

2.0 1
13 2.0

0.396

13.6 LOS B

1.8 46.1

0.74 0.81

0.93 24.5
4 T1
All MCs
4 2.0
4 2.0

0.396

13.6 LOS B

1.8 46.1

0.74 0.81

0.93 21.0
14 R2
All MCs
83 2.0
83 2.0

0.396

13.6 LOS B

1.8 46.1

0.74 0.81

0.93 24.7
Approach
200

2.0 200

2.0 0.396

13.6 LOS B

1.8 46.1

0.74 0.81

0.93 24.5
W
est: Hollister

A
ve
5 L2
All MCs
48 2.0
48 2.0

0.818

17.8 LOS C

19.0 481.8

0.91 0.60

1.17 24.1
2 T1
All MCs
893

2.0 893

2.0 0.818

17.8 LOS C

19.0 481.8

0.91 0.60

1.17 29.7
12 R2
All MCs
18 2.0
18 2.0

0.818

17.8 LOS C

19.0 481.8

0.91 0.60

1.17 24.2
Approach
960

2.0 960

2.0 0.818

17.8 LOS C

19.0 481.8

0.91 0.60

1.17 29.2
All
V
ehicles
2196

2.0 2196

2.0 0.818

15.2 LOS C

19.0 481.8

0.75 0.44

0.88 29.3
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 9:51:1
8 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

MOVEMENT SUMMA
R
Y
Site:
1 159
P
[
1 159. Hollister & David Love Pl (2
-
lane RAB)
(Site Folder: 2050 Future PM)]
Output produced by SIDR
A

INTERSECTION
V
ersion: 9.1.4.221
Future PM Conditions
Site Category: (None)
Roundabout
V
ehicle Movement Performance
Demand
Flows
Arrival
Flows
95% Back Of
Queue
Mov
ID
T
urn
Mov
Class
Deg.

Satn
A
ve
r
.

Delay
Level of
Service
Prop.

Que
E
f
f.

Stop
Rate
A
ve
r
.

No. of
Cycles
A
ve
r
.

Speed
[

T
otal
HV ]
[

T
otal
HV ]
[
V
eh.

Dist ]
veh/h
%
veh/h
%
v/c
sec
veh
ft
mph
South: David Love Pl
3 L2
All MCs
5 2.0
5 2.0

0.081

7.7 LOS

0.3 6.5

0.62 0.62

0.62 27.0
8 T1
All MCs
2 2.0
2 2.0

0.081

7.7 LOS

0.3 6.5

0.62 0.62

0.62 22.7
18 R2
All MCs
36 2.0
36 2.0

0.081

7.7 LOS

0.3 6.5

0.62 0.62

0.62 27.3
Approach
43 2.0
43 2.0

0.081

7.7 LOS

0.3 6.5

0.62 0.62

0.62 27.0
East: Hollister

A
ve
1 L2
All MCs
18 2.0
18 2.0

0.384

6.3 LOS

2.2 55.5

0.22 0.08

0.22 27.8
6 T1
All MCs
903

2.0 903

2.0 0.384

6.2 LOS

2.2 55.5

0.22 0.08

0.22 35.7
16 R2
All MCs
71 2.0
71 2.0

0.384

6.1 LOS

2.1 54.0

0.21 0.07

0.21 28.0
Approach
992

2.0 992

2.0 0.384

6.2 LOS

2.2 55.5

0.22 0.08

0.22 34.8
North: David Love Pl
7 L2
All MCs
1 13

2.0 1
13 2.0

0.332

10.5 LOS B

1.3 33.7

0.67 0.70

0.79 25.5
4 T1
All MCs
4 2.0
4 2.0

0.332

10.5 LOS B

1.3 33.7

0.67 0.70

0.79 21.7
14 R2
All MCs
83 2.0
83 2.0

0.332

10.5 LOS B

1.3 33.7

0.67 0.70

0.79 25.8
Approach
200

2.0 200

2.0 0.332

10.5 LOS B

1.3 33.7

0.67 0.70

0.79 25.5
W
est: Hollister

A
ve
5 L2
All MCs
48 2.0
48 2.0

0.400

7.0 LOS

2.2 56.2

0.37 0.18

0.37 27.4
2 T1
All MCs
893

2.0 893

2.0 0.400

6.9 LOS

2.2 56.2

0.36 0.18

0.36 35.2
12 R2
All MCs
18 2.0
18 2.0

0.400

6.7 LOS

2.2 54.9

0.35 0.17

0.35 27.8
Approach
960

2.0 960

2.0 0.400

6.9 LOS

2.2 56.2

0.36 0.18

0.36 34.5
All
V
ehicles
2196

2.0 2196

2.0 0.400

6.9 LOS

2.2 56.2

0.33 0.19

0.34 33.4
Site

Level

Service

(LOS)

Method:

Delay

v/c

(HCM

6).

Site

LOS

Method

specified

the

Parame
ter

Settings

dialog

(Opti
ons
tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Queue Model: SIDR
A
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 Roundabout Capacity Model.

HV (%) values are calculated for

All Movement Classes of

All Heavy
V
ehicle Model Designation.

Arrival

Flows

used

performance

calculations

are

adjusted

include

any

Initial

Queued

Demand

an
d

Upstream

Capacity
Constraint e
f
fects.

Akcelik and

Associates Pty Ltd
|
sidrasolutions.com
Organisation: DKS

ASSOCI
A
TES
|
Licence: NETWORK / FLO
A
TING
|
Processed:

Thursda
y
,

August 28, 2025 10:32:
16 AM
Project:

L:\All
-
DKS\SAC\P\24000\600s\24675
-
002 Goleta

T
O 2 Model and DIF Update\
1 1 DIF Update\
03 Analysis\SIDR
A

Analysi
s\Goleta RAB

Analysis.sip9

GOLETA MODEL • CALIBRATION -VALIDATION MEMORANDUM • APRIL 202 6

ATTACHMENT A.6

TECHNICAL MEMORANDUM: SOUTH PATTE RSON

OPERATIONS ANALYSIS

SOUTH PATTERSON

LOCAL TRAFFIC ANALYSIS
AP
RIL 2026
PREPARED FOR:

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 ii

TABLE OF CONTENTS
INTRODUCTION ............................................................................................................... 1 STUDY SCENARIOS .................................................................................................. 2 STUDY INTERSECTIONS ............................................................................................. 2 FORECASTING ................................................................................................................. 3 ANALYSIS ....................................................................................................................... 5 METHODOLOGY ....................................................................................................... 5 LOCAL TRANSPORTATION DEFICIENCY CRITERIA ............................................................. 6 TRAFFIC OPERATIONS ANALYSIS ................................................................................. 7 INTERSECTION QUEUEING ANALYSIS .......................................................................... 10 CONCLUSION AND RECOMMENDATIONS FOR FURTHER ANALYSIS ......................................... 13 APPENDIX ..................................................................................................................... 14 L

IST OF FIGURES
FIGURE 1: PROPOSED DEVELOPMENT LOCATION MAP ....................................................... 1 FIGURE 2: ROADWAY NETWORK AND STUDY INTERSECTIONS ............................................. 3

LIST OF TABLES
TABLE 1: MODEL LAND USE SUMMARY .......................................................................... 4 TABLE 2: INTERSECTION LEVEL -OF -SERVICE ................................................................. 5 TABLE 3: INTERSECTION OPERATIONS ANALYSIS RESULTS - ALL SCENARIOS ........................ 8 TABLE 4: INTERSECTION 95TH PERCENTILE QUEUEING ANALYSIS RESULTS - ALL SCENARIOS . 11 SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 1

INTRODUCTION
This report has been prepared as an initial evaluation of the traffic implications associated with the development of several properties within Santa Barabara County in close proximity to the City of Goleta. This evaluation and findings can facilitate future scoping of traffic studies to be completed for these developments. All results presented herein should be considered draft. Assumed land use totals, site access, and site circulation may change. The study properties are generally located south of Hollister Avenue between Ward Drive and the Maria Ygnacio Creek. Figure 1 shows the location of the developments under review.

FIGURE 1: PROPOSED DEVELOPMENT LOCATION MAP

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 2

STUDY SCENARIOS
The focus of this analysis is on future conditions and the potential deficiencies triggered by the collection of developments in the county . For this evaluation, the following scenarios were considered:
• Existing Conditions (2024): Existing conditions based upon current 2024 traffic conditions. • Future Baseline Conditions (2050): Future conditions reflecting the City of Goleta’s build-out, estimated by the Goleta Travel Model without the South Patterson development.

STUDY INTERSECTIONS
The roadway network and study intersections are shown in Figure 2. The following fourteen intersections were analyzed:

1. Hollister Avenue & SR-217 WB ramps

2. Hollister Avenue & Ward Drive / SR-217 EB
on-ramp

3. Hollister Avenue & St. Joseph Street

4. Hollister Avenue & Sumida Gardens Lane

5. Hollister Avenue & S Patterson Avenue

6. Hollister Avenue & San Ricardo Drive

7. SR-217 EB off-ramp & Ward Drive

8. Ekwill Street & Ward Drive

9. Ekwill Street & S Patterson Avenue

10. US-101 SB ramps & N Patterson Avenue

11. US-101 NB ramps & N Patterson Avenue

12. Hollister Avenue & S Fairview Avenue

13. US-101 SB ramps & N Fairview Avenue

14. US-101 NB ramps & N Fairview Avenue
W
here available, recent traffic counts from other City projects were used for this analysis. New traffic counts for the study area were collected in November 2025 for locations where traffic counts had not been previously collected. Given the staggered scheduling of traffic counts (i.e., different days ), volume balancing was performed for adjacent intersections prior to analysis being completed. Traffic counts are provided in Appendix A. Adjusted existing conditions volumes are shown in Appendix B.

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 3 FIGURE 2: ROADWAY NETWORK AND STUDY INTERSECTIONS

FORECASTING
The recently updated City of Goleta travel demand model was used to generate forecasts for this study1. Minor revisions were made to the model to create additional traffic analysis zones and refine zone connections to the roadway network to better reflect the proposed development. Model forecasts were post processed using the Difference Method, consistent with the methodologies recommended in NCHRP Report 765.

The “Existing” land use reflects the City’s 2024 baseline model, the “Future Baseline” reflects a 2050 forecast horizon. The latter reflects the City’s General Plan land use, County of Santa Barbara General Plan land use including rezones, and specific plans in the unincorporated Goleta Valley, City of Santa Barbara Specific Plans and Santa Barbara Airport enplanement projections, UCSB’s Long Range Development Plan, and K-12 enrollment projections.

Table 1 summarizes the model land use data per property that was used for this analysis. The “Proposed” land use reflects information provided by the County which was added to the model for this analysis.
1 City of Goleta Travel Model Update Technical Memorandum (DKS, December 2025) is available upon request.

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 4 TABLE 1: MODEL LAND USE SUMMARY
Property Existing Future Baseline Proposed
GIORGI
60 Agricultural/ Industrial
Employees
60 Agricultural/ Industrial
+
27 Indoor Recre ation
Employees
1,147 M ulti -Family
Dwelling Unit
SAINT
ATHANASIUS N/A N/A 300 M ulti -Family Dwelling
Unit
SCOTT N/A N/A 246 M ulti -Family Dwelling
Unit
EKWILL N/A N/A 218 M ulti -Family Dwelling
Unit
CAIRD
205 Agricultural/
Industrial +2 Office
Employees
1 Single-Family Dwelling
Unit
205 Agricultural/
Industrial +2 Office
Employees
1 Single-Family Dwelling
Unit
658 M ulti -Family Dwelling
Unit
Figures showing the forecasted volumes and trip distributions for each development are provided in Appendix C . Figures showing the resultant forecasted demands per intersection are shown in Appendix D.

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 5

ANALYSIS
This section summarizes the applied methodologies and criteria used for analysis and the results of the analysis conducted.

METHODOLOGY

INTERSECTION LEVEL OF SERVICE
The Level of Service (LOS) is an intersection performance measure commonly used to provide an overview of how each movement and the overall intersection is operating. The LOS provides a “report card” rating of letters A through F based on average vehicle delay through the intersect ion. LOS A indicates free flow conditions with minimal delay traveling through an intersection while LOS F indicates excessive vehicle delay and demand is greater than capacity. For signals, intersection average delay and LOS are based on the average for a ll vehicles, while at two-way stop-controlled intersections, it’s based on the movement with the highest delay. The Highway Capacity Manual has LOS criteria for unsignalized and signalized intersections as shown in Table 2.

Traffic operations analysis for traffic signals and stop controlled intersections in the study area was conducted using Synchro 12. Roundabout intersections were analyzed using Sidra 10. Both software platforms employ the methodologies from the Highway Capacity Manual (HCM) 7 th Edition.

TABLE 2: INTERSECTION LEVEL -OF -SERVICE
Source: Highway Capacity Manual 7th Edition, Transportation Research Board.

INTERSECTION QUEUING ANALYSIS
95th percentile queue results are defined as the length of the queue which is exceeded five percent of the time during the analysis time period. The 95 th percentile queue is useful in determining the appropriate storage requirements such as length of turn pockets but is not representative of what an average driver would experience during their commute . Queue lengths were estimated using Synchro 12 for stop-controlled and signalized intersections and Sidra 10 for roundabout intersections.

LEVEL OF SERVICE (LOS)

TOTAL DELAY PER VEHICLE (SECONDS)

SIGNALIZED UNSIGNALIZED
A < 10 < 10
B > 10 and < 20 > 10 and < 15
C > 20 and < 35 > 15 and < 25
D > 35 and < 55 > 25 and < 35
E > 55 and < 80 > 35 and < 50
F > 80 > 5 0
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 6

LOCAL TRANSPORTATION DEFICIENCY CRITERIA
The City of Goleta defines transportation deficiency criteria through the City General Plan Circulation Element. The primary policies of concern for this study are TE 4, which defines target LOS standards, TE 5, which defines planned street and road improvements, and TE 13, which defines traffic impacts for new developments. From these policies, the City defines a traffic impact as any project which causes an intersection on a major arterial, minor arterial, or collector roadway to degrade below a LOS C except at the intersection of Storke and Hollister where an LOS D standard will be maintained.

Projects are required to evaluate the creation of safety hazards, potential adverse effects on local neighborhood streets, and other substantial transportation concerns. The following criteria has been used in this study to identify intersection deficiencies where the projects may be considered responsible for improving the intersection:
• At signalized and roundabout intersections:
o The traffic generated by the project results in an intersection operating at an acceptable LOS to deteriorate to an unacceptable LOS.
o The traffic generated by the project results in an increase to average delay of more than 5 seconds at an intersection that is operating at an unacceptable LOS without the project. o Results in increasing the length of an existing queue beyond the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25-feet). o Results in increasing the length of an existing queue already exceeding the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25 - feet).
o Results in queueing into adjacent intersections.
• At unsignalized intersections:
o The traffic generated by the project results in an unsignalized intersectio n
m
ovement/approach operating at an acceptable LOS to deteriorate to an unacceptable LOS, and results in the intersection meeting a traffic signal warrant. o For an unsignalized intersection that meets a signal warrant, traffic generated by the project increases the delay by more than 5 seconds at a movement/approach that is operating at an unacceptable LOS without the project.
o Results in increasing the length of an existing queue beyond the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25-feet). o Result in increasing the length of an existing queue already exceeding the available storage at any intersection’s right- or left-turn storage pocket by more than one vehicle length (25 - feet).

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 7

TRAFFIC OPERATIONS ANALYSIS
Table 3 summarizes the delay and LOS findings from the analysis for the AM and PM peak hours.

From this analysis, the following intersections were found to have delay deficiencies in the future baseline condition:

1. Hollister Avenue & SR-217 WB ramps

2. Hollister Avenue & Ward Drive and SR -217
EB on-ramp

3. Hollister Avenue & St. Joseph Street

5. Hollister Avenue & S Patterson Avenue

10. US-101 SB ramps & N Patterson Avenue

11. US-101 NB ramps & N Patterson Avenue

12. Hollister Avenue & S Fairview Avenue

13. US-101 SB ramps & N Fairview Avenue
Of these intersections, only one operates at LOS E, US-101 SB ramps & N Fairview Avenue, and none operate at LOS F.

When all five development properties are added, the following intersections have either a new operational deficiency or cause an operationally deficient intersection to increase in average delay by more than 5 seconds:

1. Hollister Avenue & SR-217 WB ramps

2. Hollister Avenue & Ward Drive / SR-217 EB
On-Ramp

3. Hollister Avenue & St. Joseph Street

5. Hollister Avenue & S Patterson Avenue

7. SR-217 EB off-ramp & Ward Drive

9. Ekwill Street & S Patterson Avenue

10. US-101 SB ramps & N Patterson Avenue

13. US-101 SB ramps & N Fairview Avenue
Of these intersections, Hollister Avenue & SR-217 WB ramps and Hollister Avenue & Ward Drive / SR-217 EB On-Ramp operate at an LOS F during the AM peak hour ; Hollister Avenue & S Patterson Avenue operates at an LOS E during the AM peak hour; and Hollister Avenue & Ward Drive / SR-217 EB On-Ramp and US-101 SB ramps & N Fairview Avenue operate at LOS E in the PM peak hour.

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 8 TABLE 3: INTERSECTION OPERATIONS ANALYSIS RESULTS - ALL SCENARIOS

INTERSECTION
EXISTING FUTURE BASELINE FUTURE + ALL PROJECTS
AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour AM Peak Hour PM Peak Hour Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS Delay LOS HOLLISTER AVENUE & SR-217 WB RAMPS
(ROUNDABOUT) 24.4 C 21. 9 C 32.6 D 12.4 B 50.6 F 18.0 C HOLLISTER AVENUE & WARD DRIVE / SR-217 EB
ON-RAMP (ROUNDABOUT) 29.9 C 3 5.3 D 16.6 C 31.7 D 52.8 F 37.1 E HOLLISTER AVENUE & ST. JOSEPH STREET (TWO -

WAY STOP)

1.1 [

12.0] A [B] 0.7
[17.3] A [C] 1.2
[17.9] A [C] 0.7
[25.3] A [D] 1.3 [23.6] A [C] 0.7
[31.5] A [D]

HOLLISTER AVENUE & SUMIDA GARDENS LANE
(SIGNALIZED) 11.5 B 11. 5 B 12.7 B 12.1 B 18.0 B 17.0 B

HOLLISTER AVENUE & S PATTERSON AVENUE
(SIGNALIZED) 35.7 D 33. 1 C 67.5 E 44.3 D 75.5 E 45.0 D

HOLLISTER AVENUE & SAN RICARDO DRIVE
(SIGNALIZED) 13.5 B 12. 8 B 28.1 C 17.2 B 21.1 C 16.2 B SR-217 EB OFF -RAMP & WARD DRIVE (TWO -WAY
STOP)

1.8 [

11.8] A [B] 4.4
[14.3] A [B] 2.3
[12.1] A [B] 7.2
[17.0] A [C] 2.3 [15.2] A [C] 9.5
[28.6] A [D]

EKWILL STREET & WARD DRIVE (TWO -WAY
STOP) 2.1 [8.9] A [A] 2.7 [9.2] A [A] 1.8 [9.1] A [A] 2.6 [9.2] A [A] 3.7 [9.2] A [A] 4.0 [9.5] A [A]

EKWILL STREET & S PATTERSON AVENUE (TWO -

WAY STOP)

2.1 [

11.1] A [B] 2.1
[10.8] A [B] 3.4
[10.6] A [B] 3.9
[11.2] A [B] 6.9
[28.3] A [D] 4.2
[25.6] A [D]
US-101 SB RAMPS & N PATTERSON AVENUE
(SIGNALIZED) 24.8 C 4 0.4 D 35.5 D 35.6 D 49.2 D 50.8 D SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 9

HOLLISTER AVENUE & FAIRVIEW AVENUE
(SIGNALIZED) 29.6 C 31. 6 C 37.9 D 42.5 D 40.4 D 44.5 D US-101 SB RAMPS & N FAIRVIEW AVENUE
(SIGNALIZED) 15.0 B 4 7.3 D 18.6 B 63.2 E 18.8 B 75.3 E US-101 NB RAMPS & N FAIRVIEW AVENUE
(SIGNALIZED) 9.1 A 11. 6 B 9.7 A 10.1 B 9.7 A 10.1 B

1. [Worst stop-controlled delay] for TWSC intersections.

2. Bold numbers indicate the intersection does not meet City LOS Standard, Highlight indicates the project contributes SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 10

INTERSECTION QUEUEING ANALYSIS
Table 4 summarizes the intersections queueing deficiencies identified as part of the traffic operations analysis. The table reports all freeway off-ramp queues in order to confirm if there are any potential safety impacts to freeway operations from queues extending onto the freeway mainline. For all other intersections, only movements which exceed the available storage for that movement are reported.

For turning movements, this is when the 95 th percentile queue exceeds the length of the storage pocket and for through movements, this is when the 95 th percentile queue exceeds the distance between intersections.

Based on the findings of this analysis queueing deficiencies are expected to be created by or exacerbated by the combination of proposed projects at the following locations:

4. Hollister Avenue & Sumida Gardens Lane

5. Hollister Avenue & S Patterson Avenue

10. US-101 SB ramps & N Patterson Avenue

12. Hollister Avenue & S Fairview Avenue

13. US-101 SB ramps & N Fairview Avenue
From this analysis it is important to note that no queues are anticipated to extend from ramp terminal intersections onto Caltrans freeway mainline.

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 11 TABLE 4: INTERSECTION 95TH PERCENTILE QUEUEING ANALYSIS RESULTS - ALL SCENARIOS INTERSECTION 1 PEAK
PERIOD

MOVEMENT /

APPROACH

AVAILABLE

STORAGE

EXISTING

CONDITIONS
FUTURE

BASELINE
FUTURE + ALL

PROJECTS

4. HOLLISTER AVENUE/ SUMIDA

GARDENS LANE
AM Northbound Left 100 17 182
PM Northbound Left 100 52 144

5. HOLLISTER AVENUE/ S PATTERSON
AVENUE
AM
Westbound Left 145 188 171
Westbound Through 815 8232 7182
Northbound Left 150 104 3782
Southbound Left 155 187 195
PM
Eastbound Left 135 1922 159
Northbound Left 150 126 213
Southbound Left 155 388 395

6. HOLLISTER AVENUE/ SAN RICARDO
DRIVE
AM Northbound 115 1902 152
PM Eastbound Left 145 230 196

7. SR-217 EB OFF -RAMP/ WARD DRIVE
AM Eastbound 1,300 10 15 25
PM Eastbound 1,300 40 75 135

10. US-101 S B RAMPS/ N PATTERSON
AVENUE
AM Eastbound 240 2942 4442 4352
PM
Eastbound 240 286 317 5182
Northbound Through 790 3602
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 12 INTERSECTION 1 PEAK
PERIOD

MOVEMENT /

APPROACH

AVAILABLE

STORAGE

EXISTING

CONDITIONS
FUTURE

BASELINE
FUTURE + ALL

PROJECTS

11. US-101 N B RAMPS/ N PATTERSON
AVENUE
AM
Westbound 800 273 271 264
Northbound Left 300 2933
PM
Westbound 800 205 2352
Northbound Left 300 3133 3043

12. HOLLISTER AVENUE/ S FAIRVIE W
A
VE
AM
Northbound Left 75 121 1692 153
Southbound Left 240 2432 2312
Southbound Right 105 138 5632 5142
PM
Westbound Right 200 570 598
Northbound Left 75 188 253 246
Southbound Left 240 267 277
Southbound Right 105 118 109

13. US-1 01 SB RAMPS/ N FAIRVIE W
A
VENUE
AM Eastbound 1,250 95 183 176
PM
Eastbound 1,250 159 2732 2732
Northbound Right 190 4942 9252 10522

14. US-101 NB RAMPS/ N FAIRVIE W
A
VENUE
AM Westbound 1,260 230 4822 5242
PM Westbound 1,260 159 382 423
Source: DKS Associates, 2026.

1. All queues are reported for all freeway ramps, only deficient queues are reported for local street intersections.

2. 95th percentile volume exceeds capacity, queue may be longer.

3. Volume for 95th percentile queue is metered by upstream signal.

SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 13

CONCLUSION AND RECOMMENDATIONS FOR FURTHER ANALYSIS
The findings of this report are based on a baseline version of project access and assumed land development capacities provided by the County. These findings are subject to change with future evaluations as better information becomes available regarding the total potential future development. The purpose of this study is to help inform Santa Barbara County and the City of Goleta about potential future traffic deficiencies off site if the total proposed land development were to be realized.

Based on this evaluation, it is anticipated that the collection of proposed projects within Santa Barbara County will create several potential operational deficiencies within the City of Goleta. While most of these projects would not individually trigger the need for operational improvements, the cumulative effect of all five properties developing would create deficiencies within the City of Goleta.

The following intersections have been identified as potential operational deficiencies that will require more focused study as these developments move forward:

1. Hollister Avenue & SR-217 WB ramps

2. Hollister Avenue & Ward Drive / SR-217 EB On-Ramp

3. Hollister Avenue & St. Joseph Street

4. Hollister Avenue & Sumida Gardens Lane

5. Hollister Avenue & S Patterson Avenue

7. SR-217 EB off-ramp & Ward Drive

9. Ekwill Street & S Patterson Avenue

10. US-101 SB ramps & N Patterson Avenue

12. Hollister Avenue & S Fairview Avenue

13. US-101 SB ramps & N Fairview Avenue
A joint traffic study or specific plan for these properties is suggested to ensure that no one property owner is held responsible for the full expense of roadway improvements necessary to accommodate the cumulative traffic generated by these properties.

Future evaluations should also include consideration for r oadway network improvements that can reduce the reliance of these properties on access to Hollister Avenue via Ward Drive and S outh Patterson Way and to minimize the intersection operational deficiencies identified herein.

PPENDIX
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026

CONTENTS
SECTION A. TRAFFIC COUNTS
SECTION B. BALANCED EXISTING CONDITIONS VOLUMES
SECTION C. FORECASTING AND DISTRIBUTION
SECTION D: FORECAST INTERSECTION DEMAND
SECTION E: SYNCHRO OUTPUTS
SOUTH PATTERSON PROJECTS LOCAL TRAFFIC ANALYSIS • APRIL 2026 SECTION A. TRAFFIC COUNTS
Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 217 WB Ramps -- Hollister Ave QC JOB #: QC JOB #: 16570191 CITY/STATE: CITY/STATE: Goleta, CA DATE: DATE: Tue, May 7 2024 579 0
414 0 165
831
0 0
516
734

0.870.87
417
781
47 99
900
0 0 0
145 0
Peak-Hour: 7:45 AM -- 8:45 AMPeak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 7:45 AM -- 8:00 AMPeak 15-Min: 7:45 AM -- 8:00 AM

4.7 0

5.6 0 2.4

6.9 0
0 7.8

8.3 8.2

7.9 2.1

6.1 7.2
0 0 0

4.8 0
10 0 0
2 3 0 0
0 0
1 6
3 0
0 0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count5-Min CountPeriodPeriodBeginning AtBeginning At US 217 WB Ramps US 217 WB Ramps
(Northbound)(Northbound)
US 217 WB Ramps US 217 WB Ramps
(Southbound)(Southbound)
Hollister AveHollister Ave
(Eastbound)(Eastbound)
Hollister AveHollister Ave
(Westbound)(Westbound) TotalTotal HourlyHourlyTotalsTotalsLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 7:00 AM 0 0 0 0 8 0 27 0 0 53 0 0 4 29 0 0 121
7:05 AM 0 0 0 0 6 0 36 0 0 38 2 0 3 17 0 0 102
7:10 AM 0 0 0 0 13 0 28 0 0 28 0 0 5 8 0 0 82
7:15 AM 0 0 0 0 6 0 17 0 0 57 4 0 4 18 0 0 106
7:20 AM 0 0 0 0 10 1 23 0 0 54 3 0 7 11 0 0 109
7:25 AM 0 0 0 0 12 0 20 0 0 56 4 0 1 19 0 0 112
7:30 AM 0 0 0 0 7 0 29 0 0 45 1 0 3 33 0 0 118
7:35 AM 0 0 0 0 18 0 37 0 0 63 2 0 3 22 0 0 145
7:40 AM 0 0 0 0 9 0 31 0 0 54 2 0 11 16 0 0 123
7:45 AM 0 0 0 0 34 0 30 0 0 72 4 0 8 30 0 0 178
7:50 AM 0 0 0 0 17 0 50 0 0 73 3 0 12 28 0 0 183
7:55 AM 0 0 0 0 14 0 38 0 0 82 5 0 8 30 0 0 177 1556
8:00 AM 0 0 0 0 15 0 32 0 0 58 7 0 10 43 0 1 166 1601
8:05 AM 0 0 0 0 9 0 40 0 0 62 2 0 10 38 0 0 161 1660
8:10 AM 0 0 0 0 12 0 29 0 0 73 5 0 6 36 0 0 161 1739
8:15 AM 0 0 0 0 9 0 41 0 0 50 5 0 5 31 0 0 141 1774
8:20 AM 0 0 0 0 15 0 36 0 0 57 2 0 10 48 0 0 168 1833
8:25 AM 0 0 0 0 9 0 33 0 0 56 6 0 5 38 0 0 147 1868
8:30 AM 0 0 0 0 9 0 27 0 0 47 1 0 8 33 0 0 125 1875
8:35 AM 0 0 0 0 5 0 22 0 0 58 5 0 9 36 0 0 135 1865
8:40 AM 0 0 0 0 17 0 36 0 0 46 2 0 7 26 0 0 134 1876
8:45 AM 0 0 0 0 6 0 39 0 0 37 6 0 11 23 0 0 122 1820
8:50 AM 0 0 0 0 13 0 44 0 0 42 2 0 4 22 0 0 127 1764
8:55 AM 0 0 0 0 10 0 42 0 0 49 1 0 9 37 0 0 148 1735
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU All Vehicles 0 0 0 0 260 0 472 0 0 908 48 0 112 352 0 0 2152 Heavy Trucks 0 0 0 4 0 12 0 84 4 8 32 0 144
Buses
Pedestrians 4 20 0 0 24
Bicycles 0 0 0 0 0 4 0 0 4 0 0 0 8
Scooters
Comments:

Report generated on 6/20/2024 3:42 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: US 217 WB Ramps -- Hollister Ave QC JOB #: QC JOB #: 16570192 CITY/STATE: CITY/STATE: Goleta, CA DATE: DATE: Tue, May 7 2024 608 0
530 1 77
1180
0 0
742
1057

0.950.95
650
1113
56 92
1134
0 0 0
149 0
Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:05 PM -- 5:20 PMPeak 15-Min: 5:05 PM -- 5:20 PM

4.6 0

5.3 0 0

4.1 0
0 2.8
2 3.1

1.9 0

1.1 1.9
0 0 0

0.7 0
7 0 0
7 20 0 0
0 0
5 2
6 1
3 0 2
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count5-Min CountPeriodPeriodBeginning AtBeginning At US 217 WB Ramps US 217 WB Ramps
(Northbound)(Northbound)
US 217 WB Ramps US 217 WB Ramps
(Southbound)(Southbound)
Hollister AveHollister Ave
(Eastbound)(Eastbound)
Hollister AveHollister Ave
(Westbound)(Westbound) TotalTotal HourlyHourlyTotalsTotalsLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 4:00 PM 0 0 0 0 8 0 39 0 0 70 4 0 17 48 0 0 186
4:05 PM 0 0 0 0 10 0 44 0 0 68 2 0 9 50 0 0 183
4:10 PM 0 0 0 0 9 0 47 0 0 69 4 0 7 41 0 0 177
4:15 PM 0 0 0 0 5 0 34 0 1 96 4 0 11 40 0 0 191
4:20 PM 0 0 0 0 4 0 44 0 0 88 3 0 6 34 0 0 179
4:25 PM 0 0 0 0 11 0 47 0 0 88 2 0 7 49 0 0 204
4:30 PM 0 0 0 0 6 0 44 0 0 88 4 0 6 65 0 0 213
4:35 PM 0 0 0 0 7 0 39 0 0 92 5 0 8 47 0 0 198
4:40 PM 0 0 0 0 1 1 40 0 0 90 4 0 11 47 0 0 194
4:45 PM 0 0 0 0 9 0 35 0 0 108 6 0 10 55 0 0 223
4:50 PM 0 0 0 0 7 0 40 0 0 79 5 0 12 61 0 0 204
4:55 PM 0 0 0 0 5 0 35 0 0 84 6 0 9 33 0 0 172 2324
5:00 PM 0 0 0 0 5 0 36 0 0 79 5 0 5 57 0 0 187 2325
5:05 PM 0 0 0 0 6 0 46 0 0 91 1 0 7 62 0 0 213 2355
5:10 PM 0 0 0 0 11 0 53 0 0 74 3 0 10 66 0 0 217 2395
5:15 PM 0 0 0 0 5 0 55 0 0 81 7 0 8 60 0 0 216 2420
5:20 PM 0 0 0 0 5 0 51 0 0 104 3 0 1 45 0 0 209 2450
5:25 PM 0 0 0 0 10 0 56 0 0 87 7 0 5 52 0 0 217 2463
5:30 PM 0 0 0 0 8 1 45 0 0 98 6 0 4 37 0 0 199 2449
5:35 PM 0 0 0 0 1 1 36 0 0 91 1 0 9 41 0 0 180 2431
5:40 PM 0 0 0 0 11 0 30 0 0 73 5 0 6 41 0 0 166 2403
5:45 PM 0 0 0 0 4 0 39 0 0 62 4 0 4 30 0 0 143 2323
5:50 PM 0 0 0 0 6 0 23 0 0 63 2 0 6 42 0 0 142 2261
5:55 PM 0 0 0 0 5 0 24 0 0 54 2 0 11 43 0 0 139 2228
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU All Vehicles 0 0 0 0 88 0 616 0 0 984 44 0 100 752 0 0 2584 Heavy Trucks 0 0 0 0 0 28 0 24 0 0 20 0 72
Buses
Pedestrians 0 4 0 0 4
Bicycles 4 0 4 0 0 20 0 4 8 4 0 0 44
Scooters
Comments:

Report generated on 6/20/2024 3:42 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

US 217 EB Ramp/Ward Dr
-- Hollister Ave
QC JOB #:

QC JOB #:
16570193
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
0 492
0 0
0 489
352
79 550
443

0.87 0.87
432
927
132
39 508
57 61
64 170
182
Peak-Hour: 7:35 AM -- 8:35 AM
Peak-Hour: 7:35 AM -- 8:35 AM
Peak 15-Min: 7:50 AM -- 8:05 AM
Peak 15-Min: 7:50 AM -- 8:05 AM
0 10.4
0 0
0 7.4

11.1 3.8

6.2 8.6

7.2 8.8

3.8 0

7.7 8.8

14.8 1.6

2.9 8.2
3 0
1 0
0 0
0 0
0 14
12 6
3 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
US 217 EB Ramp/Ward Dr
US 217 EB Ramp/Ward Dr
(Northbound)
(Northbound)
US 217 EB Ramp/Ward Dr
US 217 EB Ramp/Ward Dr
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
6 1
3 0
0 0
0 0
16 26
14 0
4 28
2 0
100
7:05 AM
1 5
1 0
0 0
0 0
23 7
6 0
4 17
1 0
65 7:10 AM
3 3
1 0
0 0
0 0
24 21
12 0
3 10
1 0
78 7:15 AM
2 3
4 0
0 0
0 0
21 34
11 0
3 22
1 0
101
7:20 AM
2 3
5 0
0 0
0 0
30 17
10 0
3 21
5 0
96 7:25 AM
1 5
4 0
0 0
0 0
29 20
21 0
2 14
4 0
100
7:30 AM
2 5
3 0
0 0
0 0
7 11
12 0
1 33
2 0
76 7:35 AM
0 3
2 0
0 0
0 0
45 27
10 0
4 26
2 0
119
7:40 AM
3 9
5 0
0 0
0 0
37 37
5 0
0 25
9 0
130
7:45 AM
3 7
6 0
0 0
0 0
21 40
22 0
0 35
7 0
141
7:50 AM
4 7
8 0
0 0
0 0
40 56
13 0
1 37
6 0
172
7:55 AM
3 8
6 0
0 0
0 0
36 50
9 0
5 32
9 0
158
1336
8:00 AM
6 3
10 0
0 0
0 0
20 38
12 0
3 47
7 0
146
1382
8:05 AM
4 2
1 0
0 0
0 0
27 41
8 0
4 40
7 0
134
1451
8:10 AM
7 10
7 0
0 0
0 0
27 45
13 0
4 34
9 0
156
1529
8:15 AM
7 3
3 0
0 0
0 0
31 17
9 0
4 37
1 0
112
1540
8:20 AM
8 1
5 0
0 0
0 0
31 28
10 0
8 52
8 0
151
1595
8:25 AM
8 6
6 0
0 0
0 0
18 35
12 0
2 31
7 1
126
1621
8:30 AM
4 2
5 0
0 0
0 0
19 29
9 0
3 36
7 0
114
1659
8:35 AM
5 3
4 0
0 0
0 0
21 25
5 0
3 36
3 1
106
1646
8:40 AM
3 3
2 0
0 0
0 0
29 22
18 0
1 29
4 0
111
1627
8:45 AM
0 6
4 0
0 0
0 0
28 16
7 0
2 33
5 0
101
1587
8:50 AM
6 12
2 0
0 0
0 0
27 17
11 0
2 26
5 1
109
1524
8:55 AM
4 7
8 0
0 0
0 0
22 28
8 0
4 44
6 0
131
1497
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
52 72
96 0
0 0
0 0
384
576
136
0 36
464
88 0
1904
Heavy Trucks
0 20
4 0
0 0
20 80
4 0
28 0
156
Buses
Pedestrians
0 0
0 0
0 Bicycles
0 0
0 0
0 0
0 16
0 8
4 0
28 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

US 217 EB Ramp/Ward Dr
-- Hollister Ave
QC JOB #:

QC JOB #:
16570194
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
0 674
0 0
0 736
469
74 691
573

0.95 0.95
594
1144
102
23 716
142
131
142
124
415
Peak-Hour: 4:25 PM -- 5:25 PM
Peak-Hour: 4:25 PM -- 5:25 PM
Peak 15-Min: 5:10 PM -- 5:25 PM
Peak 15-Min: 5:10 PM -- 5:25 PM
0 1.9
0 0
0 2.9

2.1 1.4

3.2 3.3

3.2 3

4.9 8.7

3.1 1.4

1.5 2.1

5.6 1.7
5 0
2 2
0 0
0 0
0 30
27 2
3 7
0 4
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
US 217 EB Ramp/Ward Dr
US 217 EB Ramp/Ward Dr
(Northbound)
(Northbound)
US 217 EB Ramp/Ward Dr
US 217 EB Ramp/Ward Dr
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
11 8
7 0
0 0
0 0
30 32
8 0
7 52
3 0
158
4:05 PM
12 15
10 0
0 0
0 0
36 43
12 0
4 47
3 0
182
4:10 PM
14 15
13 0
0 0
0 0
31 44
8 0
1 33
3 0
162
4:15 PM
5 11
17 0
0 0
0 0
28 59
12 0
3 37
2 0
174
4:20 PM
3 9
19 0
0 0
0 0
43 40
7 0
1 52
7 0
181
4:25 PM
12 14
9 0
0 0
0 0
35 46
16 0
2 45
7 0
186
4:30 PM
8 10
13 0
0 0
0 0
30 45
4 0
3 52
5 0
170
4:35 PM
11 9
13 0
0 0
0 0
59 55
12 0
1 45
4 0
209
4:40 PM
6 11
12 0
0 0
0 0
47 43
3 0
4 51
7 0
184
4:45 PM
10 13
6 0
0 0
0 0
36 55
10 0
0 55
5 0
190
4:50 PM
6 6
16 0
0 0
0 0
24 44
10 0
3 68
4 0
181
4:55 PM
9 19
10 0
0 0
0 0
48 51
7 0
1 31
2 0
178
2155
5:00 PM
16 10
8 0
0 0
0 0
36 39
9 0
4 44
12 0
178
2175
5:05 PM
17 7
16 0
0 0
0 0
38 37
9 0
2 52
6 0
184
2177
5:10 PM
21 14
13 0
0 0
0 0
26 34
13 0
0 61
5 0
187
2202
5:15 PM
13 9
11 0
0 0
0 0
42 63
6 0
1 49
12 1
207
2235
5:20 PM
13 9
15 0
0 0
0 0
48 61
3 0
1 41
5 0
196
2250
5:25 PM
8 13
7 0
0 0
0 0
33 53
7 0
3 45
6 1
176
2240
5:30 PM
6 10
12 0
0 0
0 0
21 56
12 0
1 47
5 0
170
2240
5:35 PM
7 13
12 0
0 0
0 0
47 53
1 0
1 34
3 1
172
2203
5:40 PM
7 6
11 0
0 0
0 0
24 34
10 0
1 39
4 0
136
2155
5:45 PM
6 8
11 0
0 0
0 0
50 28
14 0
1 38
3 0
159
2124
5:50 PM
6 8
6 0
0 0
0 0
27 30
9 0
2 29
0 0
117
2060
5:55 PM
8 8
5 0
0 0
0 0
25 30
5 0
1 43
3 0
128
2010
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
188
128
156
0 0
0 0
0 464
632
88 0
8 604
88 4
2360
Heavy Trucks
0 4
4 0
0 0
8 24
8 0
4 0
52 Buses
Pedestrians
0 0
0 4
4 Bicycles
4 0
4 0
0 0
0 52
4 8
24 0
96 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

St Josephs St
-- Hollister Ave
QC JOB #:

QC JOB #:
16570195
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
47 67
44 0
3 558
62 14
519
448

0.83 0.83
505
510
0 0
451
0 0
0 0
0 Peak-Hour: 7:40 AM -- 8:40 AM
Peak-Hour: 7:40 AM -- 8:40 AM
Peak 15-Min: 7:50 AM -- 8:05 AM
Peak 15-Min: 7:50 AM -- 8:05 AM

2.1 1.5

2.3 0
0 6.3

1.6 0

6.6 7.6

6.7 6.9
0 0

7.5 0
0 0
0 0
10 0
1 3
1 0
0 1
1 13
13 0
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
St Josephs St
St Josephs St
(Northbound)
(Northbound)
St Josephs St
St Josephs St
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 0
0 0
0 0
0 0
2 28
0 0
0 34
1 0
65 7:05 AM
0 0
0 0
0 0
0 0
0 7
0 0
0 23
2 0
32 7:10 AM
0 0
0 0
0 0
1 0
2 21
0 0
0 13
1 0
38 7:15 AM
0 0
0 0
0 0
1 0
1 36
0 0
0 25
0 0
63 7:20 AM
0 0
0 0
0 0
1 0
2 20
0 0
0 29
0 0
52 7:25 AM
0 0
0 0
0 0
0 0
0 14
0 0
0 23
0 0
37 7:30 AM
0 0
0 0
1 0
1 0
2 22
0 1
0 32
1 0
60 7:35 AM
0 0
0 0
0 0
2 0
3 22
0 0
0 24
0 0
51 7:40 AM
0 0
0 0
0 0
2 0
5 33
0 0
0 36
3 0
79 7:45 AM
0 0
0 0
0 0
1 0
12 40
0 0
0 37
2 0
92 7:50 AM
0 0
0 0
0 0
5 0
12 51
0 2
0 39
2 0
111
7:55 AM
0 0
0 0
0 0
12 0
5 49
0 0
0 51
4 0
121
801
8:00 AM
0 0
0 0
0 0
5 0
7 42
0 1
0 37
1 0
93 829
8:05 AM
0 0
0 0
0 0
2 0
2 41
0 0
0 49
1 0
95 892
8:10 AM
0 0
0 0
0 0
2 0
4 45
0 2
0 43
1 0
97 951
8:15 AM
0 0
0 0
0 0
0 0
1 18
0 1
0 51
0 0
71 959
8:20 AM
0 0
0 0
0 0
4 0
3 28
0 0
0 55
0 0
90 997
8:25 AM
0 0
0 0
0 0
1 0
1 40
0 0
0 35
0 0
77 1037
8:30 AM
0 0
0 0
3 0
8 0
1 33
0 1
0 31
0 0
77 1054
8:35 AM
0 0
0 0
0 0
2 0
0 28
0 2
0 41
0 0
73 1076
8:40 AM
0 0
0 0
1 0
3 0
0 24
0 0
0 37
1 0
66 1063
8:45 AM
0 0
0 0
1 0
2 0
0 18
0 1
0 28
0 0
50 1021
8:50 AM
0 0
0 0
1 0
0 0
1 17
0 2
0 40
0 0
61 971
8:55 AM
0 0
0 0
2 0
2 0
1 35
0 0
0 40
0 0
80 930
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 0
0 0
0 0
88 0
96 568
0 12
0 508
28 0
1300
Heavy Trucks
0 0
0 0
0 4
4 76
0 0
28 0
112
Buses
Pedestrians
4 24
0 0
28 Bicycles
0 0
0 0
0 0
0 16
0 0
12 4
32 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

St Josephs St
-- Hollister Ave
QC JOB #:

QC JOB #:
16570196
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
13 21
8 0
5 687
59 7
641
675

0.96 0.96
634
734
0 0
680
0 0
0 0
0 Peak-Hour: 4:35 PM -- 5:35 PM
Peak-Hour: 4:35 PM -- 5:35 PM
Peak 15-Min: 5:15 PM -- 5:30 PM
Peak 15-Min: 5:15 PM -- 5:30 PM

7.7 4.8
0 0
20 2.8

1.7 0
3 3
3 2.9
0 0

3.1 0
0 0
0 0
5 0
0 4
0 0
0 0
0 28
28 0
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
St Josephs St
St Josephs St
(Northbound)
(Northbound)
St Josephs St
St Josephs St
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 0
0 0
0 0
0 0
1 39
0 0
0 59
0 0
99 4:05 PM
0 0
0 0
2 0
3 0
0 52
0 3
0 48
1 0
109
4:10 PM
0 0
0 0
0 0
1 0
1 55
0 2
0 36
0 0
95 4:15 PM
0 0
0 0
2 0
2 0
0 72
0 2
0 43
0 0
121
4:20 PM
0 0
0 0
0 0
1 0
3 52
0 1
0 56
0 0
113
4:25 PM
0 0
0 0
0 0
1 0
0 55
0 3
0 47
0 0
106
4:30 PM
0 0
0 0
0 0
1 0
0 57
0 2
0 53
0 0
113
4:35 PM
0 0
0 0
0 0
1 0
1 57
0 1
0 61
0 0
121
4:40 PM
0 0
0 0
0 0
0 0
0 52
0 2
0 60
0 0
114
4:45 PM
0 0
0 0
0 0
0 0
1 57
0 6
0 40
1 0
105
4:50 PM
0 0
0 0
0 0
0 0
1 60
0 3
0 71
0 0
135
4:55 PM
0 0
0 0
0 0
1 0
0 55
0 2
0 38
1 0
97 1328
5:00 PM
0 0
0 0
2 0
3 0
0 40
0 5
0 58
1 0
109
1338
5:05 PM
0 0
0 0
1 0
1 0
0 53
0 4
0 63
0 0
122
1351
5:10 PM
0 0
0 0
0 0
0 0
0 52
0 1
0 49
1 0
103
1359
5:15 PM
0 0
0 0
0 0
1 0
1 71
0 4
0 55
2 0
134
1372
5:20 PM
0 0
0 0
0 0
0 0
2 66
0 5
0 40
1 0
114
1373
5:25 PM
0 0
0 0
1 0
0 0
1 52
0 8
0 51
0 0
113
1380
5:30 PM
0 0
0 0
1 0
1 0
7 60
0 4
0 48
0 0
121
1388
5:35 PM
0 0
0 0
0 0
1 0
1 64
0 1
0 31
1 0
99 1366
5:40 PM
0 0
0 0
1 0
0 0
1 43
0 1
0 44
1 0
91 1343
5:45 PM
0 0
0 0
0 0
2 0
1 33
0 3
0 40
1 0
80 1318
5:50 PM
0 0
0 0
0 0
1 0
2 33
0 4
0 29
2 0
71 1254
5:55 PM
0 0
0 0
0 0
0 0
1 31
0 3
0 43
0 0
78 1235
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 0
0 0
4 0
4 0
16 756
0 68
0 584
12 0
1444
Heavy Trucks
0 0
0 0
0 0
0 28
0 0
0 0
28 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 0
0 0
0 0
0 40
0 0
16 0
56 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Sumida Gardens Ln
-- Hollister Ave
QC JOB #:

QC JOB #:
16570197
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
114
34 60
2 52
512
20 12
463
394

0.83 0.83
444
454
40 7
457
8 2
7 45
17 Peak-Hour: 7:40 AM -- 8:40 AM
Peak-Hour: 7:40 AM -- 8:40 AM
Peak 15-Min: 7:50 AM -- 8:05 AM
Peak 15-Min: 7:50 AM -- 8:05 AM

5.3 11.8

8.3 50
0 7
10 16.7

6.9 7.1

6.8 6.8

2.5 0

6.3 12.5
0 14.3

4.4 11.8
11 0
5 4
4 0
0 3
1 7
11 1
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Sumida Gardens Ln
Sumida Gardens Ln
(Northbound)
(Northbound)
Sumida Gardens Ln
Sumida Gardens Ln
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 0
0 0
1 0
2 0
0 20
4 0
0 33
2 0
62 7:05 AM
1 0
0 0
0 0
4 0
2 8
1 0
0 19
1 0
36 7:10 AM
0 0
0 0
1 0
4 0
1 17
3 0
0 14
1 0
41 7:15 AM
0 0
1 0
1 0
3 0
2 30
5 0
0 17
0 0
59 7:20 AM
0 0
0 0
0 0
6 0
1 18
1 0
0 23
0 0
49 7:25 AM
0 0
1 0
2 0
3 0
1 10
1 0
0 21
0 0
39 7:30 AM
1 0
0 0
0 0
1 0
2 22
0 0
2 33
1 0
62 7:35 AM
3 0
1 0
2 1
4 0
3 16
4 0
0 23
0 0
57 7:40 AM
0 0
1 0
4 0
7 0
3 27
1 0
0 26
0 0
69 7:45 AM
1 0
1 0
4 0
3 0
3 35
3 0
0 35
1 0
86 7:50 AM
0 0
2 0
6 0
6 0
5 44
3 0
0 37
3 0
106
7:55 AM
2 0
1 0
9 1
13 0
1 40
6 0
1 40
2 0
116
782
8:00 AM
1 0
0 0
10 1
5 0
3 37
4 0
0 31
2 0
94 814
8:05 AM
1 1
0 0
6 0
6 0
1 38
2 0
0 42
2 2
101
879
8:10 AM
0 0
1 0
2 0
4 0
2 41
4 0
0 38
0 0
92 930
8:15 AM
1 0
0 0
3 0
3 0
0 14
4 0
1 49
1 0
76 947
8:20 AM
0 0
0 0
1 0
5 0
1 25
2 0
0 48
0 1
83 981
8:25 AM
1 0
1 0
2 0
4 0
0 37
4 0
0 33
1 0
83 1025
8:30 AM
1 1
0 0
0 0
0 0
1 32
4 0
1 28
0 1
69 1032
8:35 AM
0 0
0 0
5 0
4 0
0 24
3 0
0 37
0 0
73 1048
8:40 AM
0 1
1 0
1 0
8 0
2 21
3 0
0 28
1 1
67 1046
8:45 AM
1 0
0 0
1 0
4 0
1 16
2 0
0 24
0 1
50 1010
8:50 AM
1 0
0 0
1 1
5 0
0 16
2 0
1 35
0 0
62 966
8:55 AM
0 0
0 0
5 0
3 0
3 31
0 0
1 34
1 0
78 928
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
12 0
12 0
100
8 96
0 36
484
52 0
4 432
28 0
1264
Heavy Trucks
0 0
4 0
4 4
8 52
4 0
28 8
112
Buses
Pedestrians
4 20
0 4
28 Bicycles
0 0
0 0
0 8
4 8
4 0
0 0
24 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Sumida Gardens Ln
-- Hollister Ave
QC JOB #:

QC JOB #:
16570198
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
76 77
51 0
25 657
38 36
606
626

0.93 0.93
565
672
8 5
666
41 3
12 10
56 Peak-Hour: 4:20 PM -- 5:20 PM
Peak-Hour: 4:20 PM -- 5:20 PM
Peak 15-Min: 5:05 PM -- 5:20 PM
Peak 15-Min: 5:05 PM -- 5:20 PM
0 2.6
0 0
0 3.7

5.3 0
4 3.4

4.2 3.4
0 0

3.2 0
0 0
0 0
7 0
3 6
11 0
2 0
1 23
18 0
0 2
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Sumida Gardens Ln
Sumida Gardens Ln
(Northbound)
(Northbound)
Sumida Gardens Ln
Sumida Gardens Ln
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
2 0
0 0
1 0
4 0
1 38
0 0
0 54
0 0
100
4:05 PM
2 0
0 0
1 0
3 0
1 57
2 0
0 46
0 0
112
4:10 PM
2 0
0 0
1 0
1 0
3 49
0 0
0 33
1 0
90 4:15 PM
1 1
0 0
0 0
4 0
7 72
0 0
0 42
4 0
131
4:20 PM
1 0
1 0
2 0
5 0
3 47
2 0
0 48
2 0
111
4:25 PM
5 0
0 0
1 0
3 0
3 52
1 0
0 41
2 0
108
4:30 PM
2 0
0 0
3 0
5 0
3 55
0 0
0 43
4 0
115
4:35 PM
8 0
2 0
0 0
5 0
2 47
0 0
0 53
2 1
120
4:40 PM
5 0
1 0
0 0
3 0
1 52
1 0
0 46
3 1
113
4:45 PM
1 0
0 0
1 0
6 0
3 51
1 0
0 35
3 0
101
4:50 PM
2 0
2 0
2 0
4 0
6 59
0 0
0 65
2 1
143
4:55 PM
2 0
1 0
1 0
6 0
5 48
3 0
0 32
2 0
100
1344
5:00 PM
5 0
2 0
6 0
5 0
1 43
0 0
0 53
4 0
119
1363
5:05 PM
3 1
2 0
5 0
1 0
6 51
0 0
0 60
5 0
134
1385
5:10 PM
3 2
1 0
2 0
3 0
4 51
0 0
1 41
3 0
111
1406
5:15 PM
4 0
0 0
2 0
5 0
1 70
0 0
1 48
4 0
135
1410
5:20 PM
1 0
1 0
3 0
2 0
6 56
1 0
0 34
3 0
107
1406
5:25 PM
2 0
0 0
0 0
2 0
4 51
0 0
1 48
1 0
109
1407
5:30 PM
4 1
1 0
2 1
2 0
3 55
1 0
0 42
2 0
114
1406
5:35 PM
2 0
0 0
0 0
3 0
1 64
0 0
0 34
4 1
109
1395
5:40 PM
5 0
0 0
2 0
2 0
4 41
1 0
0 33
1 0
89 1371
5:45 PM
1 0
0 0
1 0
1 0
2 30
0 1
1 36
1 0
74 1344
5:50 PM
0 0
0 0
1 0
3 0
2 30
0 0
0 28
5 0
69 1270
5:55 PM
1 0
1 0
1 0
2 0
3 30
0 0
0 40
2 0
80 1250
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
40 12
12 0
36 0
36 0
44 688
0 0
8 596
48 0
1520
Heavy Trucks
0 0
0 0
0 0
0 20
0 0
20 0
40 Buses
Pedestrians
4 4
0 8
16 Bicycles
0 0
0 8
0 4
0 28
0 0
20 0
60 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: S Patterson Ave -- Hollister Ave QC JOB #: QC JOB #: 165701101 CITY/STATE: CITY/STATE: Goleta, CA DATE: DATE: Tue, May 7 2024 803 617
184 363 256
577
65 405
840
300

0.830.83
362
416
51 73
606
31 134 62
486 227
Peak-Hour: 7:45 AM -- 8:45 AMPeak-Hour: 7:45 AM -- 8:45 AM Peak 15-Min: 7:50 AM -- 8:05 AMPeak 15-Min: 7:50 AM -- 8:05 AM 3 3.7

5.4 2.5 2

4.7 6.2

1.2 2.4
6 4.1

6.3 7.8
0 5

6.5 10.4 11.3

2.7 10.1
11 0 1
8 2 2 0
0 1
2 11
2 1
2 0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count5-Min CountPeriodPeriodBeginning AtBeginning At S Patterson Ave S Patterson Ave
(Northbound)(Northbound)
S Patterson Ave S Patterson Ave
(Southbound)(Southbound)
Hollister Ave Hollister Ave
(Eastbound)(Eastbound)
Hollister Ave Hollister Ave
(Westbound)(Westbound) TotalTotal HourlyHourlyTotalsTotalsLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 7:00 AM 3 8 3 0 8 26 9 0 2 14 2 0 3 23 13 0 114
7:05 AM 0 11 3 0 5 23 2 0 3 12 1 0 4 13 14 0 91
7:10 AM 1 9 2 0 9 15 9 0 3 10 3 0 6 12 11 0 90
7:15 AM 1 12 1 0 6 20 8 1 5 12 7 0 2 9 9 0 93
7:20 AM 1 8 2 0 13 16 1 0 3 15 5 0 6 17 24 0 111
7:25 AM 0 4 5 0 12 21 11 0 3 10 1 0 2 22 13 0 104
7:30 AM 2 14 16 0 23 22 9 0 3 19 1 0 2 25 13 0 149
7:35 AM 4 9 8 0 9 22 4 0 7 17 2 0 1 22 26 0 131
7:40 AM 2 12 9 0 7 22 9 1 3 25 3 0 5 29 20 1 148
7:45 AM 3 12 7 0 8 29 18 1 2 23 3 0 2 21 30 1 160
7:50 AM 4 15 10 0 17 32 9 1 9 22 9 0 10 27 50 0 215
7:55 AM 2 15 9 0 24 45 13 1 6 39 7 0 4 45 36 0 246 1652 8:00 AM 1 7 9 0 16 32 19 1 12 42 6 0 11 37 37 0 230 1768 8:05 AM 1 6 6 0 33 33 24 0 3 40 1 0 7 24 24 0 202 1879
8:10 AM 1 8 1 0 17 26 10 1 5 34 2 0 10 39 50 0 204 1993 8:15 AM 4 7 1 0 29 12 15 1 6 9 2 0 4 38 47 0 175 2075
8:20 AM 2 16 6 0 21 34 18 0 3 13 4 0 6 33 29 0 185 2149 8:25 AM 2 3 5 0 16 33 15 3 5 29 6 0 5 23 32 0 177 2222
8:30 AM 7 17 3 0 23 28 14 1 6 20 2 0 5 17 24 0 167 2240 8:35 AM 0 9 3 0 21 25 15 2 7 17 4 0 3 34 26 0 166 2275
8:40 AM 4 19 2 0 18 34 14 1 1 12 5 0 5 24 20 0 159 2286 8:45 AM 1 13 2 0 21 20 8 2 11 2 4 0 6 20 33 0 143 2269
8:50 AM 4 8 4 0 33 26 13 3 3 17 2 0 4 27 34 0 178 2232
8:55 AM 3 20 5 0 14 22 16 1 4 25 0 0 6 35 27 0 178 2164 Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU All Vehicles 28 148 112 0 228 436 164 12 108 412 88 0 100 436 492 0 2764 Heavy Trucks 4 20 28 8 12 12 4 40 12 0 12 4 156
Buses
Pedestrians 12 0 0 0 12
Bicycles 0 0 0 0 8 0 0 0 0 0 8 0 16
Scooters
Comments:

Report generated on 6/20/2024 3:42 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Patterson Ave
-- Hollister Ave
QC JOB #:

QC JOB #:
165701102
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
635
840
113
103
419
546
190
336
746
522

0.95 0.95
376
752
40 34
1009
57 289
93 177
439
Peak-Hour: 4:15 PM -- 5:15 PM
Peak-Hour: 4:15 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PM
Peak 15-Min: 5:00 PM -- 5:15 PM

1.9 1.3

4.4 5.8

0.2 3.8

2.6 1.5

2.8 2.5
4 2.7
5 2.9

1.5 1.8

0.3 1.1

5.1 0.7
6 6
0 1
11 0
1 0
4 16
7 7
0 1
2 1
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Patterson Ave
S Patterson Ave
(Northbound)
(Northbound)
S Patterson Ave
S Patterson Ave
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
6 24
8 0
25 7
16 5
15 19
6 0
1 29
22 0
183
4:05 PM
1 16
8 0
43 12
8 3
7 52
4 0
1 35
29 0
219
4:10 PM
5 26
12 0
26 12
7 0
15 43
0 0
4 27
31 0
208
4:15 PM
5 26
8 0
37 11
12 3
15 51
6 0
2 29
27 0
232
4:20 PM
4 27
7 0
31 12
13 1
16 38
3 0
1 33
28 0
214
4:25 PM
5 18
7 0
42 12
8 4
11 39
2 0
1 34
28 0
211
4:30 PM
1 23
10 0
26 7
8 2
17 38
2 0
3 26
26 0
189
4:35 PM
7 20
9 0
34 5
12 1
25 46
5 0
4 41
24 0
233
4:40 PM
7 28
7 0
28 9
9 2
10 41
3 0
5 24
41 0
214
4:45 PM
4 20
3 0
26 4
5 1
18 47
2 0
3 48
22 0
203
4:50 PM
7 20
4 0
38 19
10 2
9 42
3 0
2 29
29 0
214
4:55 PM
2 22
2 0
22 5
6 1
20 42
4 0
7 28
25 0
186
2506
5:00 PM
8 22
7 0
37 7
9 3
18 42
2 0
3 30
21 0
209
2532
5:05 PM
6 39
15 0
47 5
10 1
13 56
5 0
1 26
32 0
256
2569
5:10 PM
1 24
14 0
26 7
11 4
18 40
3 0
2 28
33 0
211
2572
5:15 PM
2 20
6 0
22 5
8 2
19 56
2 0
1 42
29 0
214
2554
5:20 PM
2 15
6 0
49 10
15 3
14 38
4 0
0 24
34 0
214
2554
5:25 PM
1 12
4 0
31 10
4 3
18 49
5 0
5 40
32 0
214
2557
5:30 PM
4 14
3 0
38 8
7 2
16 31
3 0
2 25
21 1
175
2543
5:35 PM
4 18
5 0
24 5
4 3
10 57
3 0
1 30
26 0
190
2500
5:40 PM
0 20
5 0
31 10
6 0
7 48
3 0
0 29
28 0
187
2473
5:45 PM
3 12
4 0
39 12
3 3
9 18
2 0
2 24
31 0
162
2432
5:50 PM
1 7
5 0
28 1
6 3
12 33
0 0
3 36
28 1
164
2382
5:55 PM
1 8
3 0
21 6
6 1
5 38
1 0
0 31
31 0
152
2348
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
60 340
144
0 440
76 120
32 196
552
40 0
24 336
344
0 2704
Heavy Trucks
0 0
0 0
4 8
0 8
4 0
24 8
56 Buses
Pedestrians
4 4
0 0
8 Bicycles
4 0
0 0
0 0
0 20
8 0
8 4
44 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Lassen Dr/San Ricardo Dr
-- Hollister Ave
QC JOB #:

QC JOB #:
17324801
CITY/STATE:

CITY/STATE:

Eastern Goleta Valley, CA
DATE:

DATE:

Thu, Nov 13 2025
141
38 128
1 12
892
31 8
676
461

0.80 0.80
655
537
45 13
491
107
1 17
58 125
Peak-Hour: 7:45 AM -- 8:45 AM
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:00 AM -- 8:15 AM
Peak 15-Min: 8:00 AM -- 8:15 AM

2.8 5.3

3.1 0
0 2.8

6.5 0

3.1 8.7

3.2 8.2

4.4 0

8.1 0
0 0

3.4 0
11 5
8 4
2 0
0 0
4 8
1 1
1 1
0 2
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Lassen Dr/San Ricardo Dr
Lassen Dr/San Ricardo Dr
(Northbound)
(Northbound)
Lassen Dr/San Ricardo Dr
Lassen Dr/San Ricardo Dr
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
4 0
2 0
0 0
5 0
0 19
1 0
1 25
0 1
58 7:05 AM
1 0
2 0
0 0
3 0
0 19
2 0
0 24
0 0
51 7:10 AM
7 0
2 0
0 0
6 0
0 17
1 0
1 17
0 0
51 7:15 AM
7 0
1 0
0 0
3 0
0 24
3 0
0 27
0 0
65 7:20 AM
7 0
3 0
0 0
3 0
0 19
0 0
0 39
0 0
71 7:25 AM
10 0
2 0
1 0
6 0
2 28
1 0
0 21
0 0
71 7:30 AM
9 0
0 0
0 0
6 0
1 27
5 0
0 29
0 1
78 7:35 AM
10 0
0 0
0 0
7 0
0 38
0 0
0 26
0 2
83 7:40 AM
6 0
3 0
1 0
10 0
3 41
2 0
0 29
1 0
96 7:45 AM
13 0
2 0
0 0
3 0
2 34
1 0
0 58
0 0
113
7:50 AM
13 0
2 0
0 0
8 0
0 43
4 0
0 77
1 0
148
7:55 AM
7 0
3 0
1 0
9 0
5 43
6 0
0 40
2 0
116
1001
8:00 AM
6 0
3 0
3 0
11 0
6 62
4 1
1 58
0 0
155
1098
8:05 AM
9 0
2 0
1 0
15 0
5 57
1 0
1 70
0 0
161
1208
8:10 AM
11 0
1 0
1 0
16 0
6 37
7 0
1 64
1 0
145
1302
8:15 AM
6 0
1 0
0 0
18 0
2 37
5 0
1 43
2 1
116
1353
8:20 AM
8 1
0 0
3 1
16 0
0 20
3 1
2 73
0 0
128
1410
8:25 AM
6 0
0 0
1 0
8 0
0 23
2 0
2 50
1 0
93 1432
8:30 AM
7 0
2 0
0 0
10 0
3 37
4 0
0 40
1 0
104
1458
8:35 AM
9 0
0 0
1 0
10 0
0 28
2 0
3 49
0 0
102
1477
8:40 AM
12 0
1 0
1 0
4 0
0 40
6 0
1 33
0 0
98 1479
8:45 AM
4 0
1 0
0 0
6 0
0 24
1 0
0 53
0 0
89 1455
8:50 AM
13 0
2 0
2 0
7 0
1 41
7 0
0 41
1 1
116
1423
8:55 AM
9 0
1 0
0 0
3 0
3 26
4 0
3 54
0 0
103
1410
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
104
0 24
0 20
0 168
0 68
624
48 4
12 768
4 0
1844
Heavy Trucks
0 0
0 0
0 8
4 52
0 0
24 0
88 Buses
Pedestrians
4 24
0 4
32 Bicycles
0 0
4 0
0 4
0 4
4 0
0 4
20 Scooters
Comments:

Report generated on 11/20/2025 3:08 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Lassen Dr/San Ricardo Dr
-- Hollister Ave
QC JOB #:

QC JOB #:
17324802
CITY/STATE:

CITY/STATE:

Eastern Goleta Valley, CA
DATE:

DATE:

Thu, Nov 13 2025
110
52 97
1 12
679
37 16
589
1102

0.97 0.97
537
1236
97 36
1144
44 0
24 128
68 Peak-Hour: 4:30 PM -- 5:30 PM
Peak-Hour: 4:30 PM -- 5:30 PM
Peak 15-Min: 4:40 PM -- 4:55 PM
Peak 15-Min: 4:40 PM -- 4:55 PM

1.8 3.8

2.1 0
0 3.5
0 12.5

3.9 2

3.9 1.8
0 0

1.9 2.3
0 0
0 1.5
1 1
2 3
0 0
0 0
0 5
1 0
0 0
0 2
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Lassen Dr/San Ricardo Dr
Lassen Dr/San Ricardo Dr
(Northbound)
(Northbound)
Lassen Dr/San Ricardo Dr
Lassen Dr/San Ricardo Dr
(Southbound)
(Southbound)
Hollister Ave
Hollister Ave
(Eastbound)
(Eastbound)
Hollister Ave
Hollister Ave
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
3 0
0 0
1 0
3 0
3 58
10 1
2 57
1 2
141
4:05 PM
8 0
4 0
0 0
4 0
3 61
13 1
0 44
1 0
139
4:10 PM
2 0
0 0
0 0
5 0
3 68
5 0
4 54
1 0
142
4:15 PM
7 0
0 0
1 0
7 0
6 82
12 0
2 48
6 0
171
4:20 PM
5 0
2 0
1 0
4 0
4 82
8 0
1 47
5 1
160
4:25 PM
6 0
1 0
1 0
1 0
6 83
11 0
1 33
1 1
145
4:30 PM
6 0
1 0
0 0
6 0
3 88
7 0
3 42
2 1
159
4:35 PM
3 0
2 0
2 0
7 0
2 75
13 0
2 46
3 0
155
4:40 PM
2 0
2 0
1 0
9 0
4 106
8 0
2 46
3 1
184
4:45 PM
13 0
3 0
0 1
9 0
2 87
5 0
2 44
0 1
167
4:50 PM
4 0
1 0
2 0
5 0
3 82
8 0
4 50
4 1
164
4:55 PM
4 0
3 0
0 0
4 0
3 95
8 0
5 47
2 0
171
1898
5:00 PM
2 0
5 0
1 0
6 0
4 99
8 0
4 37
1 0
167
1924
5:05 PM
0 0
0 0
3 0
5 0
2 110
3 0
2 50
0 1
176
1961
5:10 PM
2 0
0 0
2 0
13 0
1 91
7 0
3 41
0 0
160
1979
5:15 PM
5 0
2 0
1 0
15 0
3 88
9 0
1 36
1 1
162
1970
5:20 PM
3 0
3 0
0 0
8 0
6 93
11 1
1 46
0 0
172
1982
5:25 PM
0 0
2 0
0 0
10 0
3 88
10 0
1 52
0 0
166
2003
5:30 PM
4 0
2 0
0 0
4 0
5 64
4 0
5 35
1 0
124
1968
5:35 PM
5 0
2 0
1 0
13 0
5 81
7 0
5 53
1 0
173
1986
5:40 PM
5 0
0 0
0 0
0 0
3 68
10 0
6 43
2 1
138
1940
5:45 PM
3 0
0 0
2 0
5 0
3 52
3 0
1 50
2 0
121
1894
5:50 PM
5 0
0 0
1 0
7 0
5 59
12 0
4 44
2 0
139
1869
5:55 PM
5 0
1 0
2 0
2 0
1 36
8 0
1 32
1 0
89 1787
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
76 0
24 0
12 4
92 0
36 1100
84 0
32 560
28 12
2060
Heavy Trucks
4 0
0 0
0 0
0 24
0 0
12 4
44 Buses
Pedestrians
8 4
4 4
20 Bicycles
0 0
8 0
0 0
0 4
0 0
0 0
12 Scooters
Comments:

Report generated on 11/20/2025 3:08 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Ward Dr
-- CA-217 NB Off-Ramp
QC JOB #:

QC JOB #:
17324803
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, Nov 18 2025
232
162
0 232
0 0
41 0
0 0

0.82 0.82
0 58
17 0
0 0
121
0 249
121
Peak-Hour: 7:50 AM -- 8:50 AM
Peak-Hour: 7:50 AM -- 8:50 AM
Peak 15-Min: 8:00 AM -- 8:15 AM
Peak 15-Min: 8:00 AM -- 8:15 AM

4.7 11.1
0 4.7
0 0

7.3 0
0 0
0 5.2
0 0
0 0

12.4 0

4.4 12.4
0 0
2 0
1 0
0 0
0 0
0 1
0 0
0 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Ward Dr
Ward Dr
(Northbound)
(Northbound)
Ward Dr
Ward Dr
(Southbound)
(Southbound)
CA-217 NB Off-Ramp
CA-217 NB Off-Ramp
(Eastbound)
(Eastbound)
CA-217 NB Off-Ramp
CA-217 NB Off-Ramp
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 3
0 0
0 9
0 0
2 0
0 0
0 0
0 0
14 7:05 AM
0 5
0 0
0 10
0 0
1 0
1 0
0 0
0 0
17 7:10 AM
0 8
0 0
0 11
0 0
2 0
0 0
0 0
0 0
21 7:15 AM
0 4
0 0
0 20
0 0
0 0
0 0
0 0
0 0
24 7:20 AM
0 9
0 0
0 16
0 0
0 0
0 0
0 0
0 0
25 7:25 AM
0 4
0 0
0 13
0 0
2 0
0 0
0 0
0 0
19 7:30 AM
0 9
0 0
0 16
0 0
4 0
0 0
0 0
0 0
29 7:35 AM
0 13
0 0
0 14
0 0
1 0
1 0
0 0
0 0
29 7:40 AM
0 7
0 0
0 12
0 0
4 0
0 0
0 0
0 0
23 7:45 AM
0 12
0 0
0 14
0 0
3 0
0 0
0 0
0 0
29 7:50 AM
0 15
0 0
0 16
0 0
1 0
1 0
0 0
0 0
33 7:55 AM
0 6
0 0
0 17
0 0
2 0
1 0
0 0
0 0
26 289
8:00 AM
0 14
0 0
0 33
0 0
5 0
1 0
0 0
0 0
53 328
8:05 AM
0 5
0 0
0 30
0 0
2 0
3 0
0 0
0 0
40 351
8:10 AM
0 6
0 0
0 24
0 0
2 0
0 0
0 0
0 0
32 362
8:15 AM
0 5
0 0
0 14
0 0
3 0
3 0
0 0
0 0
25 363
8:20 AM
0 14
0 0
0 20
0 0
2 0
1 0
0 0
0 0
37 375
8:25 AM
0 9
0 0
0 16
0 0
6 0
2 0
0 0
0 0
33 389
8:30 AM
0 7
0 0
0 16
0 0
3 0
2 0
0 0
0 0
28 388
8:35 AM
0 9
0 0
0 20
0 0
3 0
3 0
0 0
0 0
35 394
8:40 AM
0 12
0 0
0 14
0 0
5 0
0 0
0 0
0 0
31 402
8:45 AM
0 19
0 0
0 12
0 0
7 0
0 0
0 0
0 0
38 411
8:50 AM
0 8
0 0
0 12
0 0
2 0
1 0
0 0
0 0
23 401
8:55 AM
0 10
0 0
0 17
0 0
1 0
0 0
0 0
0 0
28 403
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 100
0 0
0 348
0 0
36 0
16 0
0 0
0 0
500
Heavy Trucks
0 12
0 0
12 0
4 0
0 0
0 0
28 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 0
0 0
0 4
0 0
4 0
0 0
8 Scooters
Comments:

Report generated on 11/20/2025 3:08 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION: LOCATION: Ward Dr -- CA-217 NB Off-Ramp QC JOB #: QC JOB #: 17324804 CITY/STATE: CITY/STATE: Goleta, CA DATE: DATE: Tue, Nov 18 2025 141 391
0 141 0
0 153
0 0
0 0.860.86
0 167
14 0
0 0 238 0
155 238
Peak-Hour: 4:30 PM -- 5:30 PMPeak-Hour: 4:30 PM -- 5:30 PM Peak 15-Min: 5:15 PM -- 5:30 PMPeak 15-Min: 5:15 PM -- 5:30 PM

4.3 0.8
0 4.3 0
0 0
0 0
0 0
0 0
0 0
0 1.3 0

3.9 1.3
0 1 1
0 0 6 0
0 0
0 0
0 0
0 1 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count5-Min CountPeriodPeriodBeginning AtBeginning At Ward Dr Ward Dr
(Northbound)(Northbound)
Ward Dr Ward Dr
(Southbound)(Southbound)
CA-217 NB Off-Ramp CA-217 NB Off-Ramp
(Eastbound)(Eastbound)
CA-217 NB Off-Ramp CA-217 NB Off-Ramp
(Westbound)(Westbound) TotalTotal HourlyHourlyTotalsTotalsLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU 4:00 PM 0 24 0 0 0 8 0 0 3 0 1 0 0 0 0 0 36
4:05 PM 0 15 0 0 0 4 0 0 13 0 0 0 0 0 0 0 32
4:10 PM 0 22 0 0 0 14 0 0 10 0 5 0 0 0 0 0 51
4:15 PM 0 22 0 0 0 11 0 0 9 0 0 0 0 0 0 0 42
4:20 PM 0 15 0 0 0 15 0 0 12 0 2 0 0 0 0 0 44
4:25 PM 0 21 0 0 0 8 0 0 12 0 0 0 0 0 0 0 41
4:30 PM 0 21 0 0 0 11 0 0 9 0 1 0 0 0 0 0 42
4:35 PM 0 25 0 0 0 15 0 0 12 0 0 0 0 0 0 0 52
4:40 PM 0 20 0 0 0 11 0 0 8 0 0 0 0 0 0 0 39
4:45 PM 0 13 0 0 0 8 0 0 14 0 0 0 0 0 0 0 35
4:50 PM 0 18 0 0 0 13 0 0 11 0 1 0 0 0 0 0 43
4:55 PM 0 14 0 0 0 9 0 0 10 0 2 0 0 0 0 0 35 492
5:00 PM 0 23 0 0 0 11 0 0 9 0 1 0 0 0 0 0 44 500
5:05 PM 0 24 0 0 0 11 0 0 14 0 1 0 0 0 0 0 50 518
5:10 PM 0 24 0 0 0 6 0 0 17 0 1 0 0 0 0 0 48 515
5:15 PM 0 21 0 0 0 15 0 0 16 0 2 0 0 0 0 0 54 527
5:20 PM 0 16 0 0 0 17 0 0 15 0 3 0 0 0 0 0 51 534
5:25 PM 0 19 0 0 0 14 0 0 18 0 2 0 0 0 0 0 53 546
5:30 PM 0 22 0 0 0 9 0 0 6 0 0 0 0 0 0 0 37 541
5:35 PM 0 17 0 0 0 8 0 0 15 0 2 0 0 0 0 0 42 531
5:40 PM 0 15 0 0 0 10 0 0 18 0 3 0 0 0 0 0 46 538
5:45 PM 0 13 0 0 0 8 0 0 8 0 0 0 0 0 0 0 29 532
5:50 PM 0 15 0 0 0 12 0 0 14 0 0 0 0 0 0 0 41 530
5:55 PM 0 6 0 0 0 9 0 0 9 0 0 0 0 0 0 0 24 519
Peak 15-MinPeak 15-MinFlowratesFlowrates
NorthboundNorthbound SouthboundSouthbound EastboundEastbound WestboundWestbound TotalTotalLeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU LeftLeft ThruThru RightRight UU All Vehicles 0 224 0 0 0 184 0 0 196 0 28 0 0 0 0 0 632 Heavy Trucks 0 0 0 0 4 0 0 0 0 0 0 0 4
Buses
Pedestrians 0 0 0 0 0
Bicycles 0 0 0 0 4 0 0 0 0 0 0 0 4
Scooters
Comments:

Report generated on 11/20/2025 3:08 PM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Ward Dr
-- Ekwill St
QC JOB #:

QC JOB #:
16570199
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
115
100
0 78
37 0
0 18
19 0

0.89 0.89
0 0
0 1
38 0
82 1
79 83
Peak-Hour: 7:45 AM -- 8:45 AM
Peak-Hour: 7:45 AM -- 8:45 AM
Peak 15-Min: 8:00 AM -- 8:15 AM
Peak 15-Min: 8:00 AM -- 8:15 AM

4.3 6
0 1.3

10.8 0
0 16.7

15.8 0
0 0
0 0

10.5 0

3.7 0

1.3 3.6
0 1
1 0
0 8
2 0
0 0
0 0
0 0
3 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Ward Dr
Ward Dr
(Northbound)
(Northbound)
Ward Dr
Ward Dr
(Southbound)
(Southbound)
Ekwill St
Ekwill St
(Eastbound)
(Eastbound)
Ekwill St
Ekwill St
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 4
0 0
5 7
0 0
0 0
0 0
0 0
1 0
17 7:05 AM
0 2
0 0
4 4
0 0
0 0
0 0
0 0
8 0
18 7:10 AM
0 3
0 0
3 5
0 0
0 0
0 0
0 0
0 0
11 7:15 AM
0 6
0 0
5 4
0 0
0 0
0 0
0 0
0 0
15 7:20 AM
0 6
0 0
1 2
0 0
0 0
0 0
0 0
1 0
10 7:25 AM
0 7
0 0
10 8
0 0
0 0
0 0
0 0
1 0
26 7:30 AM
0 3
0 0
5 5
0 0
0 0
0 0
0 0
0 0
13 7:35 AM
0 4
0 0
5 5
0 0
0 0
0 0
0 0
2 0
16 7:40 AM
0 8
0 0
2 0
0 0
0 0
0 0
0 0
2 0
12 7:45 AM
0 10
0 0
4 6
0 0
0 0
0 0
0 0
2 0
22 7:50 AM
0 6
0 0
1 7
0 0
0 0
0 0
0 0
1 0
15 7:55 AM
0 8
1 0
3 7
0 0
0 0
0 0
0 0
0 0
19 194
8:00 AM
0 10
0 0
2 8
0 0
0 0
0 0
0 0
0 0
20 197
8:05 AM
0 4
0 0
2 6
0 0
0 0
0 0
0 0
1 0
13 192
8:10 AM
0 12
0 0
5 8
0 0
0 0
0 0
1 0
2 0
28 209
8:15 AM
0 4
0 0
1 3
0 0
0 0
0 0
0 0
2 0
10 204
8:20 AM
0 5
0 0
1 8
0 0
0 0
0 0
0 0
3 0
17 211
8:25 AM
0 8
0 0
5 9
0 0
0 0
0 0
0 0
2 0
24 209
8:30 AM
0 4
0 0
4 6
0 0
0 0
0 0
0 0
0 0
14 210
8:35 AM
0 4
0 0
1 4
0 0
0 0
0 0
0 0
5 0
14 208
8:40 AM
0 7
0 0
8 6
0 0
0 0
0 0
0 0
0 0
21 217
8:45 AM
0 7
1 0
1 4
0 0
0 0
0 0
0 0
2 0
15 210
8:50 AM
0 7
0 0
2 8
0 0
0 0
0 0
0 0
4 0
21 216
8:55 AM
0 9
0 0
4 5
0 0
0 0
0 0
0 0
2 0
20 217
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 104
0 0
36 88
0 0
0 0
0 0
4 0
12 0
244
Heavy Trucks
0 0
0 4
0 0
0 0
0 0
0 0
4 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 0
0 4
8 0
0 0
0 0
0 0
12 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

Ward Dr
-- Ekwill St
QC JOB #:

QC JOB #:
165701100
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Tue, May 7 2024
125
165
0 88
37 0
0 56
57 0

0.89 0.89
0 0
0 1
39 0
109
2 89
111
Peak-Hour: 4:00 PM -- 5:00 PM
Peak-Hour: 4:00 PM -- 5:00 PM
Peak 15-Min: 4:15 PM -- 4:30 PM
Peak 15-Min: 4:15 PM -- 4:30 PM

4.8 3
0 1.1

13.5 0
0 5.4

5.3 0
0 0
0 0

15.4 0

1.8 50

1.1 2.7
0 0
0 0
0 0
1 0
0 0
0 0
0 0
9 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
Ward Dr
Ward Dr
(Northbound)
(Northbound)
Ward Dr
Ward Dr
(Southbound)
(Southbound)
Ekwill St
Ekwill St
(Eastbound)
(Eastbound)
Ekwill St
Ekwill St
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 13
1 0
1 12
0 0
0 0
0 0
0 0
4 0
31 4:05 PM
0 13
0 0
4 7
0 0
0 0
0 0
0 0
2 0
26 4:10 PM
0 10
0 0
3 6
0 0
0 0
0 0
0 0
5 0
24 4:15 PM
0 6
0 0
4 10
0 0
0 0
0 0
0 0
6 0
26 4:20 PM
0 9
0 0
1 10
0 0
0 0
0 0
0 0
8 0
28 4:25 PM
0 7
1 0
9 5
0 0
0 0
0 0
0 0
6 0
28 4:30 PM
0 6
0 0
0 8
0 0
0 0
0 0
0 0
3 0
17 4:35 PM
0 9
0 0
4 7
0 0
0 0
0 0
0 0
6 0
26 4:40 PM
0 10
0 0
2 2
0 0
0 0
0 0
1 0
5 0
20 4:45 PM
0 6
0 0
3 6
0 0
0 0
0 0
0 0
2 0
17 4:50 PM
0 7
0 0
4 9
0 0
0 0
0 0
0 0
5 0
25 4:55 PM
0 13
0 0
2 6
0 0
0 0
0 0
0 0
4 0
25 293
5:00 PM
0 8
0 0
7 5
0 0
0 0
0 0
0 0
1 0
21 283
5:05 PM
0 9
0 0
4 6
0 0
0 0
0 0
0 0
4 0
23 280
5:10 PM
0 5
0 0
8 10
0 0
0 0
0 0
0 0
6 0
29 285
5:15 PM
0 7
0 0
2 4
0 0
0 0
0 0
0 0
4 0
17 276
5:20 PM
0 3
0 0
2 2
0 0
0 0
0 0
0 0
5 0
12 260
5:25 PM
0 7
1 0
3 4
0 0
0 0
0 0
1 0
5 0
21 253
5:30 PM
0 11
1 0
4 8
0 0
0 0
0 0
0 0
6 0
30 266
5:35 PM
0 6
0 0
1 5
0 0
0 0
0 0
1 0
7 0
20 260
5:40 PM
0 6
0 0
3 7
0 0
0 0
0 0
0 0
4 0
20 260
5:45 PM
0 3
0 0
6 9
0 0
0 0
0 0
0 0
9 0
27 270
5:50 PM
0 5
0 0
4 7
0 0
0 0
0 0
1 0
7 0
24 269
5:55 PM
0 2
0 0
0 6
0 0
0 0
0 0
0 0
8 0
16 260
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 88
4 0
56 100
0 0
0 0
0 0
0 0
80 0
328
Heavy Trucks
0 0
4 0
4 0
0 0
0 0
0 4
12 Buses
Pedestrians
0 0
0 0
0 Bicycles
0 12
0 0
0 0
0 0
0 0
0 0
12 Scooters
Comments:

Report generated on 6/20/2024 3:42 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Patterson Ave
-- Ekwill St
QC JOB #:

QC JOB #:
17324805
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Thu, Nov 13 2025
119
119
8 72
39 9
3 15
17 0

0.87 0.87
0 3
0 2
42 1
101
3 74
105
Peak-Hour: 7:20 AM -- 8:20 AM
Peak-Hour: 7:20 AM -- 8:20 AM
Peak 15-Min: 8:00 AM -- 8:15 AM
Peak 15-Min: 8:00 AM -- 8:15 AM

11.8 22.7

12.5 18.1
0 11.1
0 26.7

23.5 0
0 0
0 0

2.4 0

22.8 33.3

17.6 22.9
0 1
2 0
0 6
0 0
0 0
0 1
0 0
3 0
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Patterson Ave
S Patterson Ave
(Northbound)
(Northbound)
S Patterson Ave
S Patterson Ave
(Southbound)
(Southbound)
Ekwill St
Ekwill St
(Eastbound)
(Eastbound)
Ekwill St
Ekwill St
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
7:00 AM
0 6
0 0
2 15
1 0
1 0
0 0
0 0
0 0
25 7:05 AM
0 3
0 0
1 11
1 0
0 0
0 0
0 0
0 0
16 7:10 AM
0 8
0 0
1 10
2 0
0 0
0 0
0 0
2 0
23 7:15 AM
0 4
0 0
1 7
0 0
0 0
0 0
0 0
0 0
12 7:20 AM
0 11
0 0
4 8
3 0
0 0
0 0
1 0
0 0
27 7:25 AM
0 4
0 0
4 4
0 0
0 0
0 0
0 0
2 0
14 7:30 AM
0 13
0 0
1 5
2 0
0 0
0 0
1 0
1 0
23 7:35 AM
0 9
1 0
3 5
0 0
2 0
0 0
0 0
1 0
21 7:40 AM
0 11
0 0
1 7
0 0
0 0
0 0
0 0
2 0
21 7:45 AM
0 7
0 0
6 5
0 0
0 0
0 0
0 0
1 0
19 7:50 AM
0 6
0 0
1 4
0 0
0 0
0 0
0 0
0 0
11 7:55 AM
0 9
0 0
7 3
0 0
0 0
0 0
0 0
1 0
20 232
8:00 AM
0 10
0 0
3 10
0 0
0 0
0 0
0 0
1 0
24 231
8:05 AM
1 11
1 0
3 9
0 0
0 0
0 0
0 0
0 0
25 240
8:10 AM
0 5
0 0
4 6
2 0
1 0
0 0
0 0
3 0
21 238
8:15 AM
0 5
1 0
2 6
1 0
0 0
0 0
0 0
3 0
18 244
8:20 AM
0 8
0 0
1 8
0 0
0 0
0 0
0 0
1 0
18 235
8:25 AM
0 2
0 0
3 7
0 0
1 0
0 0
0 0
0 0
13 234
8:30 AM
0 5
0 0
1 8
0 0
0 0
0 0
0 0
0 0
14 225
8:35 AM
0 13
0 0
0 5
0 0
1 0
0 0
0 0
0 0
19 223
8:40 AM
0 9
0 0
2 5
0 0
0 0
0 0
0 0
0 0
16 218
8:45 AM
0 4
0 0
0 11
0 0
0 0
0 0
0 1
0 0
16 215
8:50 AM
0 8
0 0
2 6
3 0
0 0
0 0
0 0
0 0
19 223
8:55 AM
0 4
0 0
2 10
1 1
0 0
0 0
0 0
2 0
20 223
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
4 104
4 0
40 100
8 0
4 0
0 0
0 0
16 0
280
Heavy Trucks
0 12
0 0
12 4
0 0
0 0
0 12
40 Buses
Pedestrians
0 0
4 4
8 Bicycles
0 4
0 0
0 0
0 0
0 0
0 0
4 Scooters
Comments:

Report generated on 11/20/2025 3:08 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Type of peak hour being reported: Intersection Peak Method for determining peak hour: Total Entering Volume LOCATION:

LOCATION:

S Patterson Ave
-- Ekwill St
QC JOB #:

QC JOB #:
17324806
CITY/STATE:

CITY/STATE:

Goleta, CA
DATE:

DATE:

Thu, Nov 13 2025
87 169
0 76
11 2
10 30
33 1

0.80 0.80
0 12
1 3
11 2
128
0 80
130
Peak-Hour: 4:00 PM -- 5:00 PM
Peak-Hour: 4:00 PM -- 5:00 PM
Peak 15-Min: 4:00 PM -- 4:15 PM
Peak 15-Min: 4:00 PM -- 4:15 PM

10.3 4.7
0 9.2

18.2 0
0 3.3
3 0
0 0
0 0

18.2 0

5.5 0

8.8 5.4
0 0
3 0
0 2
0 0
0 0
0 0
0 3
6 1
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
5-Min Count
5-Min Count
Period
Period
Beginning At
Beginning At
S Patterson Ave
S Patterson Ave
(Northbound)
(Northbound)
S Patterson Ave
S Patterson Ave
(Southbound)
(Southbound)
Ekwill St
Ekwill St
(Eastbound)
(Eastbound)
Ekwill St
Ekwill St
(Westbound)
(Westbound)
Total
Total
Hourly
Hourly
Totals
Totals
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
4:00 PM
0 15
0 0
1 6
0 0
0 0
0 0
0 0
3 0
25 4:05 PM
0 11
0 0
2 8
0 0
1 0
0 0
0 0
1 0
23 4:10 PM
0 18
0 0
1 8
0 0
5 0
0 0
1 0
1 0
34 4:15 PM
0 19
0 0
2 2
0 0
0 0
0 0
1 0
0 0
24 4:20 PM
0 10
0 0
1 5
0 0
0 0
1 0
0 0
1 0
18 4:25 PM
0 7
0 0
0 2
0 0
0 0
0 0
0 0
4 0
13 4:30 PM
0 8
0 0
3 12
0 1
0 0
0 0
0 0
9 0
33 4:35 PM
1 8
0 0
0 7
0 0
2 0
0 0
0 0
5 0
23 4:40 PM
0 10
0 0
0 7
0 0
0 0
0 0
0 0
1 0
18 4:45 PM
0 14
0 0
0 8
0 0
1 0
0 0
0 0
1 0
24 4:50 PM
1 3
0 0
0 4
0 0
1 1
0 0
0 0
1 0
11 4:55 PM
0 5
0 0
0 7
0 0
0 0
0 0
1 0
3 0
16 262
5:00 PM
0 3
1 0
0 5
0 1
0 0
0 0
0 0
4 0
14 251
5:05 PM
0 4
0 0
0 5
0 0
0 0
0 0
0 0
5 0
14 242
5:10 PM
0 4
0 0
2 3
1 0
0 0
0 0
0 0
4 0
14 222
5:15 PM
0 2
0 0
0 8
0 0
0 0
0 0
0 1
2 0
13 211
5:20 PM
0 3
0 0
0 4
0 0
0 0
0 0
0 0
2 0
9 202
5:25 PM
0 3
0 0
2 7
0 0
0 0
0 0
0 0
1 0
13 202
5:30 PM
0 5
0 0
1 5
0 0
0 0
0 0
0 0
2 0
13 182
5:35 PM
0 5
0 0
0 1
0 0
0 0
0 0
0 0
1 0
7 166
5:40 PM
0 5
0 0
0 3
0 0
0 0
0 0
0 0
0 0
8 156
5:45 PM
0 2
0 0
0 2
0 0
0 0
0 0
0 0
0 0
4 136
5:50 PM
0 3
0 0
0 5
0 0
1 0
0 0
0 0
0 0
9 134
5:55 PM
0 0
0 0
0 3
0 0
0 0
0 0
0 0
0 0
3 121
Peak 15-Min
Peak 15-Min
Flowrates
Flowrates
Northbound
Northbound
Southbound
Southbound
Eastbound
Eastbound
Westbound
Westbound
Total
Total
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
Left
Left
Thru
Thru
Right
Right
U
U
All Vehicles
0 176
0 0
16 88
0 0
24 0
0 0
4 0
20 0
328
Heavy Trucks
0 4
0 4
16 0
0 0
0 0
0 0
24 Buses
Pedestrians
0 0
0 12
12 Bicycles
0 16
4 0
4 0
0 0
0 0
0 0
24 Scooters
Comments:

Report generated on 11/20/2025 3:08 PM
SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212

Page 1 of 1 ends

Goleta City CouncilJuly 21, 2026

Goleta City Council
July 21, 2026