Memo
To: Rick Gallegos, PE
Transportation Engineer
City of Camarillo
From: Dennis Lammers, PTP, Senior
Transportation Planner
File: 2042726920 Date: April 28, 2026
Reference: Traffic Signal Warrant Analysis for the Ponderosa Rd/Spring Oak Rd intersection, City of Camarillo, CA
Stantec has prepared the following analysis to evaluate if a traffic signal is warranted at the intersection of Ponderosa Road with Spring Oak Road. The following memorandum summarizes the CAMUTCD1 traffic signal warrants an operational analysis.
Poderosa Road is an east-west secondary arterial roadway that contains two travel lanes in each direction and a westbound left-turn lane at the three-way intersection with Spring Oak Road. The posted speed limit in the study area is 45 mph. The average daily traffic (ADT) volume is 7,500 ADT. Spring Oak Road is a residential street that contains one travel lane in each direction, with separate left-turn and right-turn lanes at the intersction. The speed limit is 25 mph. The average daily traffic volume is 2,450 ADT. The intersection is controlled by a stop sign on Spring Oak Road.
Traffic Data
AM and PM peak hour intersection counts and 24-hour traffic counts were collected on Tuesday March 31, 2026. The counts are attached for reference. Collision data was obtained from the California Crash Reporting System (CCRS) database.
Traffic Signal Warrants
Table 1 summarizes the traffic signal warrant analysis for the intersections. The traffic signal warrant worksheets from the CAMUTCD are attached for reference. Warrant 5 – School Crossing and Warrant 9 – Intersection Near a Grade Crossing does not apply. As shown in Table 1, none of the traffic signal warrants are satisfied. 1 California Manual on Uniform Traffic Control Devices (CAMUTCD), 2014 Edition, Revision 8, January, 2024.
April 28, 2026
Reference: Traffic Signal Warrant Analysis for the Ponderosa Rd/Spring Oak Rd intersection, City of Camarillo, CA
Table 1: Traffic Signal Warrants
CAMUTCD Warrant Satisfied?
Warrant 1 – Eight Hour Vehicle Volume No
Warrant 2 – Four Hour Vehicle Volume No
Warrant 3 – Peak Hour No
Warrant 4 – Pedestrian Volume No
Warrant 5 – School Crossing N/A
Warrant 6 – Coordinated Signal System No
Warrant 7 – Crash Experience Warrant No
Warrant 8 – Roadway Network No
Warrant 9 – Intersection Near RR Crossing N/A
Intersection Operations
Levels of service. The intersection is controlled by a stop control on Spring Oak Road. Delays and levels of service were calculated using the methodologies outlined in the Highway Capacity Manual2 with Synchro software. The vehicle delays for the AM and PM peak hours are summarized in Table 2. As shown, the intersection operates in the LOS B range during both peak hours. The northbound left-turns experience 14.8 sec/veh delay in the AM peak hour and 23.2 sec/veh delay in the PM peak hour), which are within the acceptable delay range and affects 24 vehicles in the AM peak hour and 9 vehicles in the PM peak hour only.
Table 2: Existing Vehicle Delays and Level of Service
AM Peak Hour
delay per vehicle/LOS
PM Peak hour
delay per vehicle/LOS
10.9 sec/LOS B 11.5 sec/LOS B
Corner Sight Distance. Sight distance requirements in both directions were evaluated based on the criteria outlined in the Highway Design Manual3. The evaluation applies the corner sight distance requirements for 45 MPH (495 feet to the right and 430 feet to the left from the minor street, from a setback of 15 feet from the traveled way) The evaluation indicated that sight distance requirements for 45 MPH are satisfied. 2 Highway Capacity Manual, 7th Edition, Transportation Research Board, 2022. 3 Highway Design Manual, 7th Edition, Chapter 200, Caltrans, 2022.
April 28, 2026
Reference: Traffic Signal Warrant Analysis for the Ponderosa Rd/Spring Oak Rd intersection, City of Camarillo, CA
Summary and Recommendations
The traffic signal warrant analysis indicated that none of the applicable CAMUTCD warrants are satisfied. The intersection operates with acceptable delays during the peak hours and sight distance requirements are satisfied. The installation of a traffic signal is not recommended under existing conditions.
Attachments: CAMUTCD traffic signal warrant worksheets
Intersection peak hour counts and daily traffic counts
Level of service worksheets
4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 1 of 5) COUNT DATE _________ _
CALC ____ _ DATE ____ _
DIST co RTE PM CHK ____ _ DATE ____ _
Major St: ______________ _
Minor St:---------------
Critical Approach Speed
Critical Approach Speed
Speed limit or critical speed on major street traffic> 40 mph .. ........... . or } In built up area of isolated community of < 10,000 population .............. .... ... D □
RURAL (R)
URBAN (U)
mph
mph
WARRANT 1 - Eight Hour Vehicular Volume SATISFIED YES □ NO □ (Condition A or Condition B or combination of A and B must be satisfied) Condition A - Minimum Vehicle Volume 100% SATISFIED YES □ NO □ MINIMUM REQU IREMENTS 80% SATISFIED YES □ NO □ (80% SHOWN IN BRACKETS) u R u R
APPROACH 1 2 or More Ill/Ill H LANES our
Both Approaches 500 350 600 420
Major Street (400) (280) (480) (336)
Highest Approach 150 105 200 140
Mi nor Street (120) (84) (160) {112)
Condition B - Interruption of Continuous Traffic 100% SATISFIED YES □ NO □ MINIMUM REQUIREMENTS 80% SATISFIED ES □ NO □ (80% SHOWN IN BRACKETS) u R u R
APPROACH 1 2 or More Ill/Ill H LANES our
Both Approaches 750 525 900 630
Major Street (600) (420) (720) (504)
Highest Approach 75 53 100 70
Minor Street (60) (42) (80) (56)
Combination of Conditions A & B SATISFIED YES □ NO □
REQUIREMENT CONDITION ✓ FULFILLED
A MINIMUM VEHICULAR VOLUME
TWO CONDITIONS
SATISFIED 80% Yes D No □ AND,
8 . INTERRUPTION OF CONTINUOUS TRAFFIC
AND, AN ADEQUATE TRIAL OF OTHER ALTERNATIVES THAT COULD CAUSE LESS DELAY AND INCONVENIENCE TO TRAFFIC HAS FAILED Yes D No □ TO SOLVE THE TRAFFIC PROBLEMS The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 850
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 2 of 5) WARRANT 2 - Four Hour Vehicular Volume SATISFIED* YES □ NO □ Record hourly vehicular volumes for any four hours of an average day. 2 or Ill H APPROACH LANES One More our
Both Approaches - Major Street
Higher Approach - Minor Street
*All plotted points fall above the applicable curve in Figure 4C-1. (URBAN AREAS) Yes □ No □ OR, All plotted points fall above the applicable curve in Figure 4C-2. (RURAL AREAS) Yes □ No □ WARRANT 3 - Peak Hour SATISFIED YES □ NO □
{Part A or Part B must be satisfied}
PART A SATISFIED YES □ NO □
(All parts 1, 2, and 3 below must be satisfied for the same one hour, for any four consecutive 15-minute periods)
1. The total delay experienced by traffic on one minor street approach (one direction only) controlled by a STOP sign equals or exceeds four vehicle-hours for a one-lane Yes D No D approach, or five vehicle-hours for a two-lane approach; AND
2. The volume on the same minor street approach (one direction only) equals or exceeds Yes D No D 100 vph for one moving lane of traffic or 150 vph for two moving lanes; AND
3. The total entering volume serviced during the hour equals or exceeds 800 vph for intersections with four or more approaches or 650 vph for intersections with three approaches.
Yes D No D
PARTB SATISFIED YES □ NO □
2 or H APPROACH LANES One More
our
Both Approaches - Major Street
Higher Approach - Minor Street
The plotted point falls above the applicable curve in Figure 4C-3. (URBAN AREAS) Yes □ No □ OR, The plotted point falls above the applicable curve in Figure 4C-4. (RURAL AREAS) Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 851
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 3 of 5) WARRANT 4 - Pedestrian Volume
(Parts 1 and 2 Must Be Satisfied)
A.
B.
Part 1 (Parts A or B must be satisfied)
Hours - - ->
Vehicles per hour for
any 4 hours
Pedestrians per hour for
any 4 hours
Hours - - ->
Vehicles per hour for
any 1 hour
Pedestrians per hour for
any 1 hour
Part 2
SATISFIED YES O NO 0
Figure 4C-5 or Figure 4C-6
SATISFIED YES O NO 0
Figure 4C-7 or Figure 4C-8
SATISFIED YES O NO 0
SATISFIED YES O NO 0
AND, The distance to the nearest traffic signal along the major street is greater than 300 ft Yes □ No □
OR, The proposed traffic signal will not restrict progressive traffic flow along the major street. Yes □ No □ WARRANT 5 - School Crossing
(Parts A and B Must Be Satisfied)
SATISFIED YES O NO 0
P ar tA
G
SATISFIED YES O NO 0
ap/Minutes and # of Children
Ho ur
Gaps Minutes Children Using Crossing vs
Minutes Number of Adequate Gaps G aps < Minutes
School Age Pedestrians Crossing Street / hr A ND Children > 20/hr AND. Consideration has been given to less restrictive remedial measures.
YES O NO 0
YES O NO 0
Yes D No D
Part B SATISFIED YES O NO 0
The distance to the nearest traffic signal along the major street is greater than 300 ft Yes □ No □
OR, The proposed signal will not restrict the progressive movement of traffic. Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 852
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
4C-101 (CA). Traffic Signal Warrants Worksheet (Sheet 4 of 5) WARRANT 6 - Coordinated Signal System
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM REQUIREMENTS DISTANCE TO NEAREST SIGNAL
:::. 1000 ft N __ ft, s __ ft, E __ ft, w __ ft Yes □ No □ On a one-way street or a street that has traffic predominantly in one direction, the adjacent traffic control signals are so far apart that they do not provide the necessary degree of _vehicular platooning. _________________________ Yes □ No □ OR, On a two-way street, adjacent traffic control signals do not provide the necessary degree of platooning and the proposed and adjacent traffic control signals will collectively provide a progressive operation.
WARRANT 7 - Crash Experience Warrant
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
Adequate trial of alternatives with satisfactory observance and enforcement has failed to reduce the crash frequency. Yes □ No □
REQUIREMENTS Number of crashes reported within a 12 month period susceptible to correction by a traffic signal, and involving injury Yes □ No □ or damage exceeding the requirements for a reportable crash. ---------------- --------------------------------- 5 OR MORE REQUIREMENTS CONDITIONS ✓
Warrant 1, Condition A -
Minimum Vehicular Volume
ONE CONDITION OR, Warrant 1, Condition B - Yes □ No □
SATISFIED 80% Interruption of Continuous Traffic
OR, Warrant 4, Pedestrian Volume Condition
Ped Vol :::. 80% of Figure 4C-5 through Figure 4C-8
WARRANT 8 - Roadway Network
(All Parts Must Be Satisfied)
SATISFIED YES □ NO □
MINIMUM VOLUME
REQUIREMENTS ENTERING VOLUMES -ALL APPROACHES ✓ FULFILLED During Typical Weekday Peak Hour Veh/Hr
and has 5-year projected traffic volumes that meet one or more 1000 Veh/Hr of Warrants 1, 2, and 3 during an average weekday. -------------------------- YesD No □ OR
During Each of Any 5 Hrs. of a Sat. or Sun ___ Veh/Hr
CHARACTERISTICS OF MAJOR ROUTES MAJOR MAJOR
ROUTE A ROUTE B
Hwy. System Serving as Principal Network for Through Traffic ------------------------- ----- ---- Rural or
Suburban Highway Outside Of, Entering, or Traversing a City ------------------------- ----- ---- Appears as Major Route on an Official Plan Any Major Route Characteristics Met, Both Streets Yes □ No □ The satisfaction of a traffic signal warrant or warrants shall not in itself require the installation of a traffic control signal.
California MUTCD 2014 Edition Page 853
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
500
400
MINOR
STREET 300
HIGHERVOLUME
APPROACH . 200
VPH
100
Figure 4C-1. Warrant 2, Four-Hour Vehicular Volume
2 OR MORE LANES & 2 OR MORE LANES
2 OR MORE LANES & 1 LANE
I I
1 LANE & 1 LANE
300 400 500 600 700 800 900 1000 1100 1200 1300 1400
MAJOR STREET -TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) *Note: 115 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 80 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-2. Warrant 2, Four-Hour Vehicular Volume (70% Factor) (COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET
HIGHERVOLUME
APPROACH -
VPH
300
200
100
2 OR MORE LANES & 1 LANE
I I
1 LANE & 1 LANE
80*
60*
200 300 400 500 600 700 800 900 1000
MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) *Note: 80 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 60 vph applies as the lower threshold volume for a minor-street approach with one lane. _____________________________________________________________________________________ California MUTCD 2014 Edition Page 845
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
MINOR
STREET
HIGHERVOLUME
APPROACHVPH
Figure 4C-3. Warrant 3, Peak Hour
7""'-r-..;i;:--+--~ 150•
1 oo ~ -+--+-- +--+--+--+---+-- --+----+~~--4-....:::::i:::::::...,_~ 1 oo· 400 500 600 700 800 900 1000 11 00 1200 1300 1400 1500 1600 1700 1800 MAJOR STREET-TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) *Note: 150 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 100 vph applies as the lower threshold volume for a minor-street approach with one lane.
Figure 4C-4. Warrant 3, Peak Hour (70% Factor)
(COMMUNITY LESS THAN 10,000 POPULATION OR ABOVE 40 MPH ON MAJOR STREET) 400
MINOR
STREET 300
HIGHERVOLUME
APPROACH - 200
VPH
100
1----+----,----+-- 2 OR MORE LANES & 2 OR MORE LANES --+-------1
I I I I
2 OR MORE LANES & 1 LANE
300 400 500 600 700 800 900 1000 1100 1200 1300
MAJOR STREET- TOTAL OF BOTH APPROACHESVEHICLES PER HOUR (VPH) *Note: 100 vph applies as the lower threshold volume for a minor-street approach with two or more lanes and 75 vph applies as the lower threshold volume for a minor-street approach with one lane. _____________________________________________________________________________________ California MUTCD 2014 Edition Page 846
(FHWA’s MUTCD 2009 Edition, including Revisions 1 & 2, as amended for use in California) Chapter 4C – Traffic Control Signal Needs Studies November 7, 2014 Part 4 – Highway Traffic Signals
Prepared by National Data & Surveying Services
ID: 26-050012-005 Day:
City: Camarillo Date:
AM 0 0 0 0 AM
NOON 0 0 0 0 NOON
PM 0 0 0 0 PM
AM NOON PM PM NOON AM
0 0 0 0 0 0 0 0
2 469 0 234
0 0 0 0 1 145 0 59
0 0 0 0 TEV 745 0 1050 0 13 0 5
302 0 318 2 PHF 0.89 0.90
10 0 36 0
0 1 0 1
AM NOON PM PM NOON AM
PM 0 9 0 60 PM
NOON 0 0 0 0 NOON
AM 0 24 0 111 AM
Pedestrians (Crosswalks)
Totals (PM) Totals (PM)
0 69
NORTHBOUND
Spring Oak Rd
Totals (NOON) Totals (NOON)
NONE
391 0 418
Totals (AM) 181 Totals (AM) W Ponderosa Dr EASTBOUNDWESTBOUND W Ponderosa Dr 258 0 478
CONTROL
1-Way Stop(NB)
0 NONE
04:45 PM - 05:45 PM 0
Spring Oak Rd & W Ponderosa Dr
Peak Hour Turning Movement Count
Spring Oak Rd Tuesday
SOUTHBOUND 3/31/2026 PEAK HOURS 4:00 PM - 06:00 PM
07:30 AM - 08:30 AM 0 7:00 AM - 09:00 AM COUNT PERIODS
AM NOON PM
PM
AM
AM
NOON
PM
PM
NOON
AM
AM
NOON
PM
NOON PMNOON AMAMNOON PM PMNOON AMAMNOON PM
0 0
0 0
0 0 0 0 0 0 0 0
0 0
0 0
0 0 0 0 0 0 0 0
0 469
36 145
318
0 000
9060
0 0
0 0
0 0
000
000
0 234
10 59
302
0 000 24
0111
0 469
36 145
318
0 000
9060
0 0
0 0
0 0
000
000
0 234
10 59
302
0 000 24
0111
Day: Tuesday City: Camarillo
Date: Project #: CA26_050013_001
NB SB EB WB Total
0 0 3,809 3,641 7,450
TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 0:00 0 3 3 12:00 63 43 106 00:00 01:00 9 17 26
0:15 4 5 9 12:15 86 52 138 01:00 02:00 11 11 22
0:30 2 6 8 12:30 49 56 105 02:00 03:00 5 4 9
0:45 3 3 6 12:45 70 68 138 03:00 04:00 7 6 13
1:00 3 2 5 13:00 56 55 111 04:00 05:00 14 11 25
1:15 2 3 5 13:15 51 47 98 05:00 06:00 43 30 73
1:30 2 4 6 13:30 62 49 111 06:00 07:00 103 70 173
1:45 4 2 6 13:45 65 51 116 07:00 08:00 276 156 432
2:00 0 0 0 14:00 79 43 122 08:00 09:00 243 253 496
2:15 1 1 2 14:15 71 53 124 09:00 10:00 178 156 334
2:30 0 3 3 14:30 76 70 146 10:00 11:00 218 136 354
2:45 4 0 4 14:45 76 74 150 11:00 12:00 232 179 411
3:00 0 2 2 15:00 67 76 143 12:00 13:00 268 219 487
3:15 1 2 3 15:15 57 101 158 13:00 14:00 234 202 436
3:30 3 1 4 15:30 89 107 196 14:00 15:00 302 240 542
3:45 3 1 4 15:45 81 108 189 15:00 16:00 294 392 686
4:00 3 1 4 16:00 80 86 166 16:00 17:00 326 465 791
4:15 2 3 5 16:15 89 147 236 17:00 18:00 328 462 790
4:30 2 5 7 16:30 64 126 190 18:00 19:00 265 254 519
4:45 7 2 9 16:45 93 106 199 19:00 20:00 169 157 326
5:00 7 3 10 17:00 82 119 201 20:00 21:00 114 96 210
5:15 15 7 22 17:15 89 117 206 21:00 22:00 90 60 150
5:30 12 4 16 17:30 90 136 226 22:00 23:00 53 47 100
5:45 9 16 25 17:45 67 90 157 23:00 00:00 27 18 45
6:00 26 14 40 18:00 91 83 174
6:15 26 16 42 18:15 62 69 131 NB SB EB WB TOTAL
6:30 24 16 40 18:30 55 64 119 00:00 to 12:00
6:45 27 24 51 18:45 57 38 95 1339 1029 2368
7:00 48 27 75 19:00 53 47 100 7:30 7:45 7:30
7:15 54 27 81 19:15 32 30 62 312 273 570
7:30 82 43 125 19:30 45 40 85 0.848 0.767 0.885
7:45 92 59 151 19:45 39 40 79
8:00 72 89 161 20:00 31 30 61 12:00 to 00:00
8:15 66 67 133 20:15 35 24 59 2470 2612 5082
8:30 55 58 113 20:30 26 17 43 16:45 16:15 16:45
8:45 50 39 89 20:45 22 25 47 354 498 832
9:00 50 35 85 21:00 31 18 49 0.952 0.847 0.920
9:15 40 43 83 21:15 18 18 36
9:30 38 38 76 21:30 28 13 41 07:00 to 09:00
9:45 50 40 90 21:45 13 11 24 519 409 928
10:00 56 35 91 22:00 11 9 20 7:30 7:45 7:30
10:15 49 36 85 22:15 13 23 36 312 273 570
10:30 59 29 88 22:30 17 8 25 0.848 0.767 0.885
10:45 54 36 90 22:45 12 7 19
11:00 51 41 92 23:00 8 2 10 16:00 to 18:00
11:15 61 58 119 23:15 6 4 10 654 927 1581
11:30 58 37 95 23:30 7 5 12 16:45 16:15 16:45
11:45 62 43 105 23:45 6 7 13 354 498 832
TOTALS 0 0 1339 1029 2368 TOTALS 0 0 2470 2612 5082 0.952 0.847 0.920 SPLIT % 0% 0% 57% 43% 32% SPLIT % 0% 0% 49% 51% 68%
Volume
Prepared by National Data & Surveying Services
VOLUME
W Ponderosa Dr W/O Spring Oak Rd
3/31/2026
DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME
STATISTICS
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
0 50
100
150
200
250
300
350
400
450
500 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00
NB SB EB WB
Day: Tuesday City: Camarillo
Date: Project #: CA26_050013_002
NB SB EB WB Total
991 1,441 0 0 2,432
TIME NB SB EB WB TOTAL TIME NB SB EB WB TOTAL NB SB EB WB TOTAL 0:00 0 3 3 12:00 8 24 32 00:00 01:00 4 7 11
0:15 0 2 2 12:15 19 18 37 01:00 02:00 0 2 2
0:30 2 0 2 12:30 17 24 41 02:00 03:00 3 2 5
0:45 2 2 4 12:45 21 21 42 03:00 04:00 1 5 6
1:00 0 1 1 13:00 17 19 36 04:00 05:00 15 2 17
1:15 0 1 1 13:15 14 12 26 05:00 06:00 27 4 31
1:30 0 0 0 13:30 9 18 27 06:00 07:00 45 21 66
1:45 0 0 0 13:45 14 15 29 07:00 08:00 123 44 167
2:00 1 1 2 14:00 10 25 35 08:00 09:00 87 70 157
2:15 0 0 0 14:15 18 16 34 09:00 10:00 58 51 109
2:30 2 1 3 14:30 18 36 54 10:00 11:00 37 52 89
2:45 0 0 0 14:45 15 25 40 11:00 12:00 48 59 107
3:00 0 3 3 15:00 17 26 43 12:00 13:00 65 87 152
3:15 0 1 1 15:15 16 31 47 13:00 14:00 54 64 118
3:30 1 0 1 15:30 13 24 37 14:00 15:00 61 102 163
3:45 0 1 1 15:45 15 32 47 15:00 16:00 61 113 174
4:00 2 0 2 16:00 18 30 48 16:00 17:00 62 141 203
4:15 1 0 1 16:15 14 32 46 17:00 18:00 75 183 258
4:30 7 0 7 16:30 19 38 57 18:00 19:00 56 135 191
4:45 5 2 7 16:45 11 41 52 19:00 20:00 41 92 133
5:00 4 0 4 17:00 17 39 56 20:00 21:00 22 92 114
5:15 6 2 8 17:15 17 52 69 21:00 22:00 19 52 71
5:30 6 0 6 17:30 24 49 73 22:00 23:00 18 40 58
5:45 11 2 13 17:45 17 43 60 23:00 00:00 9 21 30
6:00 11 3 14 18:00 14 34 48
6:15 7 7 14 18:15 12 34 46 NB SB EB WB TOTAL
6:30 11 5 16 18:30 21 36 57 00:00 to 12:00
6:45 16 6 22 18:45 9 31 40 448 319 767
7:00 21 8 29 19:00 13 30 43 7:30 8:00 7:30
7:15 18 8 26 19:15 10 22 32 135 70 204
7:30 36 17 53 19:30 10 18 28 0.703 0.729 0.864
7:45 48 11 59 19:45 8 22 30
8:00 28 24 52 20:00 6 31 37 12:00 to 00:00
8:15 23 17 40 20:15 4 25 29 543 1122 1665
8:30 19 14 33 20:30 7 21 28 17:00 17:00 17:00
8:45 17 15 32 20:45 5 15 20 75 183 258
9:00 11 16 27 21:00 11 16 27 0.781 0.880 0.884
9:15 10 10 20 21:15 3 13 16
9:30 22 14 36 21:30 1 16 17 07:00 to 09:00
9:45 15 11 26 21:45 4 7 11 210 114 324
10:00 9 12 21 22:00 6 22 28 7:30 8:00 7:30
10:15 10 17 27 22:15 6 8 14 135 70 204
10:30 10 10 20 22:30 2 5 7 0.703 0.729 0.864
10:45 8 13 21 22:45 4 5 9
11:00 20 12 32 23:00 2 6 8 16:00 to 18:00
11:15 10 11 21 23:15 3 4 7 137 324 461
11:30 6 12 18 23:30 3 7 10 17:00 17:00 17:00
11:45 12 24 36 23:45 1 4 5 75 183 258
TOTALS 448 319 0 0 767 TOTALS 543 1122 0 0 1665 0.781 0.880 0.884 SPLIT % 58% 42% 0% 0% 32% SPLIT % 33% 67% 0% 0% 68%
Volume
Prepared by National Data & Surveying Services
VOLUME
Spring Oak Rd S/O W Ponderosa Dr
3/31/2026
DAILY TOTALS DAILY TOTALS
15-Minutes Interval Hourly Intervals
TIME
STATISTICS
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Peak Hour
Peak Volume
Peak Hour Factor
Peak Hour
Peak Volume
Peak Hour Factor
Peak Period
Volume
0 20
40 60
80 100
120
140
160
180
200 00:00 01:00 02:00 03:00 04:00 05:00 06:00 07:00 08:00 09:00 10:00 11:00 12:00 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00
NB SB EB WB
HCM 6th TWSC AM Peak Hour
24: Spring Oak Rd & Ponderosa Dr Existing Conditions
Stantec Synchro 12 Report
Intersection
Int Delay, s/veh 2.7
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 302 10 64 234 24 111
Future Vol, veh/h 302 10 64 234 24 111
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 100 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 89 89 89 89 89 89
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 339 11 72 263 27 125
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 350 0 621 175
Stage 1 - - - - 345 -
Stage 2 - - - - 276 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1206 - 419 838
Stage 1 - - - - 688 -
Stage 2 - - - - 746 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1206 - 394 838
Mov Cap-2 Maneuver - - - - 394 -
Stage 1 - - - - 647 -
Stage 2 - - - - 746 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 1.8 10.9
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 394 838 - - 1206 -
HCM Lane V/C Ratio 0.068 0.149 - - 0.06 -
HCM Ctrl Dly (s/v) 14.8 10 - - 8.2 -
HCM Lane LOS B B - - A -
HCM 95th %tile Q (veh) 0.2 0.5 - - 0.2 -
HCM 6th TWSC PM Peak hour
24: Spring Oak Rd & Ponderosa Dr Existing Conditions
Stantec Synchro 12 Report
Intersection
Int Delay, s/veh 2.1
Movement EBT EBR WBL WBT NBL NBR
Lane Configurations
Traffic Vol, veh/h 318 36 158 469 9 60
Future Vol, veh/h 318 36 158 469 9 60
Conflicting Peds, #/hr 0 0 0 0 0 0
Sign Control Free Free Free Free Stop Stop
RT Channelized - None - None - None
Storage Length - - 150 - 100 0
Veh in Median Storage, # 0 - - 0 0 -
Grade, % 0 - - 0 0 -
Peak Hour Factor 90 90 90 90 90 90
Heavy Vehicles, % 2 2 2 2 2 2
Mvmt Flow 353 40 176 521 10 67
Major/Minor Major1 Major2 Minor1
Conflicting Flow All 0 0 393 0 986 197
Stage 1 - - - - 373 -
Stage 2 - - - - 613 -
Critical Hdwy - - 4.14 - 6.84 6.94
Critical Hdwy Stg 1 - - - - 5.84 -
Critical Hdwy Stg 2 - - - - 5.84 -
Follow-up Hdwy - - 2.22 - 3.52 3.32
Pot Cap-1 Maneuver - - 1162 - 245 811
Stage 1 - - - - 666 -
Stage 2 - - - - 503 -
Platoon blocked, % - - -
Mov Cap-1 Maneuver - - 1162 - 208 811
Mov Cap-2 Maneuver - - - - 208 -
Stage 1 - - - - 565 -
Stage 2 - - - - 503 -
Approach EB WB NB
HCM Ctrl Dly, s/v 0 2.2 11.5
HCM LOS B
Minor Lane/Major Mvmt NBLn1NBLn2 EBT EBR WBL WBT
Capacity (veh/h) 208 811 - - 1162 -
HCM Lane V/C Ratio 0.048 0.082 - - 0.151 -
HCM Ctrl Dly (s/v) 23.2 9.8 - - 8.6 -
HCM Lane LOS C A - - A -
HCM 95th %tile Q (veh) 0.2 0.3 - - 0.5 -