Agenda packet — San Luis Obispo City Council, November 4, 2025 (part 3 of 3)

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 16 TABLE 5: FUTURE (2050) PM PEAK HOUR QUEUE LENGTHS – AVERAGE

ALTERNATIVE SOFTWARE

QUEUE LENGTH (FT) A

EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND

L T R L T R L T R L T R
PRADO RD / US 101 NB RAMPS

NO BUILD (NO OC)

SYNCHRO B - - - -
VISSIM - 1545 10 20
ALT 1A (4-LANE OC)
SYNCHRO 50 50 - - 205 45 90 0 - - -
VISSIM 65 60 - - 310 430 110 35 - - -
ALT 1B (4-LANE OC)
SYNCHRO 50 50 - - 205 45 90 0 - - -
VISSIM 60 60 - - 220 115 95 40 - - -
ALT 2A (2-LANE OC)
SYNCHRO 55 115 - - 430 45 95 0 - - -
VISSIM 60 130 - - 435 460 105 40 - - -
ALT 2B (2-LANE OC)
SYNCHRO 55 115 - - 430 45 95 0 - - -
VISSIM 60 130 - - 390 120 105 40 - - -
ALT 3 (2-LANE OC)
SIDRA 0 - - 275 0 10 10 - - -
VISSIM 0 - - 295 10 45 45 - - -

PRADO RD / ELKS LN

NO BUILD (NO OC)

SYNCHRO - - - -

VISSIM - - - -
ALT 1A (4-LANE OC)
SYNCHRO 30 80 5 530 20 15 30 5
VISSIM 45 105 10 665 25 20 40 35
ALT 1B (4-LANE OC)
SYNCHRO 30 80 5 530 20 15 30 5
VISSIM 40 105 10 610 25 20 40 35
SYNCHRO 30 75 5 420 20 15 30 5

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 17 Note:

All queues are rounded to nearest 5’. BOLD indicates the queue exceeds the storage length or extends back to the next upstream intersection.

A. L = Left. T = Thru. R = Right. B. SYNCHRO does not calculate the average queue for all-way stop intersections.

ALTERNATIVE SOFTWARE

QUEUE LENGTH (FT) A

EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND

L T R L T R L T R L T R
ALT 2A (2-LANE OC) VISSIM 45 100 10 550 25 20 45 35 ALT 2B (2-LANE OC) SYNCHRO 30 75 5 420 20 15 30 5
VISSIM 40 100 10 525 25 20 45 30
ALT 3 (2-LANE OC)
SIDRA 15 60 5 15
VISSIM 50 160 20 50

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 18 TABLE 6: FUTURE (2050) PM PEAK HOUR QUEUE LENGTHS – 95TH PERCENTILE

ALTERNATIVE SOFTWARE

QUEUE LENGTH (FT) A

EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND

L T R L T R L T R L T R
PRADO RD / US 101 NB RAMPS

NO BUILD (NO OC)
SYNCHRO - 950 20 10
VISSIM - 1690 60 60
ALT 1A (4-LANE OC)
SYNCHRO 110 85 - - 335 235 175 50 - - -
VISSIM 135 115 - - 715 725 210 85 - - -
ALT 1B (4-LANE OC)
SYNCHRO 110 85 - - 335 220 175 50 - - -
VISSIM 135 130 - - 545 495 205 95 - - -
ALT 2A (2-LANE OC)
SYNCHRO 110 215 - - #845 B 230 175 50 - - -
VISSIM 135 300 - - 740 740 205 105 - - -
ALT 2B (2-LANE OC)
SYNCHRO 110 215 - - #845 B 215 175 50 - - -
VISSIM 135 325 - - 720 645 200 105 - - -
ALT 3 (2-LANE OC)
SIDRA 0 - - 675 0 25 20 - - -
VISSIM 0 - - 740 80 125 120 - - -

PRADO RD / ELKS LN

NO BUILD (NO OC)

SYNCHRO - - - -

VISSIM - - - -
ALT 1A (4-LANE OC)
SYNCHRO 75 175 25 #820 B 50 50 75 50
VISSIM 105 240 45 950 65 70 95 90
ALT 1B (4-LANE OC)
SYNCHRO 75 175 25 #815 B 50 50 75 50
VISSIM 105 210 45 945 70 70 90 90
SYNCHRO 75 170 25 605 50 50 75 50

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 19 Note:

All queues are rounded to nearest 5’. BOLD indicates the queue exceeds the storage length or extends back to the next upstream intersection.

A. L = Left. T = Thru. R = Right. B. # = 95th percentile volume exceeds capacity, queue may be longer.

ALTERNATIVE SOFTWARE

QUEUE LENGTH (FT) A

EASTBOUND WESTBOUND NORTHBOUND SOUTHBOUND

L T R L T R L T R L T R
ALT 2A (2-LANE OC) VISSIM 105 220 45 945 65 65 90 95 ALT 2B (2-LANE OC) SYNCHRO 75 170 25 605 50 50 75 50
VISSIM 105 200 45 940 65 70 100 85
ALT 3 (2-LANE OC)
SIDRA 40 155 10 35
VISSIM 105 550 75 135

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 20

GREEN HOUSE GAS (GHG) EMISSIONS ANALYSIS
Reducing the effects of climate change and specifically reducing on-road mobile source emissions of greenhouse gases is a key policy initiative of both Caltrans and the City of San Luis Obispo. As such, a generalized “carbon footprint” assessment was performed for each design alternative. This analysis entailed generating composite emission rates specific to San Luis Obispo’s motor vehicle fleet demographic, fuel type (i.e., gas, diesel, electric, etc.) and technology group distributions. Given that the latest Emission Factors (EMFAC) model from the California Air Resources Board (EMFAC25) reflects currently rescinded or pending regulations affecting EV adoption rates, a 2025 analysis year was preferred over an outyear forecast. Hence, 2025 composite emission rates were applied to 2050 forecasts of vehicle activity.

As shown in Table 7, the 2050 VISSIM microsimulation vehicle activity output for both AM and PM peak hours was allocated to the appropriate speed bin. This activity is multiplied by the EMFAC25 composite emission rate associated with each speed bin to generate total CO2 missions2. The final results are tallied at the bottom of the table and expressed in tons (AM and PM Peak Hour combined).

The results indicate that Alternative 2B generates the least amount of peak hour CO2 (smallest carbon footprint). The No Build condition is not reported as it is not comparable within Vissim to the other alternatives given there is no overcrossing. An emissions comparison would require a much larger area to capture the changes in travel patterns with the overcrossing, which is beyond the scope of this analysis.
2 Of the three GHG components (Carbon dioxide (CO2), Methane (CH4), and Nitrous oxide (N2O)) only CO2 was modeled.

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 21 TABLE 7: 2050 EMISSIONS COMPARISON

SPEED BIN PEAK
HOUR
2025

COMPOSITE

EMMISION
CO2 RATE
(G/MI) A
2050 VMT
4-LANE OC 2-LANE OC
ALT 1A ALT 1B ALT 2A ALT 2B ALT 3
0-5 MPH
AM
864.88
95 96 96 96 328
PM 122 96 95 95 24
6-15 MPH
AM
628.23
2820 2162 2953 2271 1760
PM 6277 2125 4923 1924 1280
16-35 MPH
AM
409.48
14895 15537 14234 14931 14871
PM 14850 19044 16330 19353 18596
35+ MPH
AM
299.89
1207 1210 1409 1410 3777
PM 3066 3071 2523 2524 3876
Total Emissions (tons) - 21.3 20.2 20.7 19.9 20.1
Note:

A. Composite of LDA, LDT1 and LDT2, LHD1 and LHD1 Other, MCY, MDV vehicle population mix

SUMMARY
The operational results presented above show that the Build Alternatives generally operate better than the No Build. Table 8 provides a performance summary of all Alternatives for delay, average and 95th percentile queue, and GHG Emissions. The following is a summary of how the performance measures were quantified:

LOS
 Excellent Performance is if the intersection operates at LOS D or better and all movements are better than LOS F
 Acceptable Performance is if there are any LOS F movements, but the intersection still operates better than LOS D
 Moderate Performance is if the intersection operates worse than LOS D but not at LOS F  Poor Performance is if the intersection operates at LOS F Average / 95th Percentile Queue
 Excellent Performance if queues are contained within storage and no queues extend to an upstream intersection
 Acceptable Performance if a storage lane is exceeded or queues back to upstream intersection, but not to Higuera Street
 Moderate Performance if a queue extends back to Higuera Street  Poor Performance if a queue backs onto US 101

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 22 Emissions
 Excellent Performance if less than 20 tons of emissions  Acceptable Performance if between 20 and 21 tons of emissions  Moderate Performance if between 21 and 22 tons of emissions  Poor Performance if greater than 22 tons of emissions The results show that Alternative 2B (2-lane overcrossing with westbound right at the US 101 NB ramps channelized) generally performs better than the other Alternatives. It should be noted that while Alternative 3 performs similarly to Alternative 2B, the 95th percentile queue on the US 101 NB off-ramp extends back onto US 101, making this a fatal flaw without additional mitigation (e.g., additional lanes or signalizing the roundabout to manage queues) to reduce the queue spillback onto US 101. This would require additional costs and no longer meet the intent of the Alternative (smaller footprint of the overcrossing).

TABLE 8: PERFORMANCE SUMMARY

MEASURE OF

EFFECTIVENESS

ALTERNATIVE A
NO BUILD ALT 1A ALT 1B ALT 2A ALT 2B ALT 3

DELAY B

AVG QUEUE LENGTH
(SYNCHRO/SIDRA) N/A

AVG QUEUE LENGTH
(VISSIM)
95% QUEUE LENGTH
(SYNCHRO/SIDRA)
95% QUEUE LENGTH
(VISSIM)

EMMISSIONS N/A C C
Note:

A. = Excellent Performance, = Acceptable Performance, = Moderate Performance, = Poor Performance B. Delay comes from the Synchro/Sidra software.

C. These Alternatives ranked as acceptable performance based on total emissions, but was considered excellent performance as they involve less GHG generation during construction.

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025

APPENDIX

CONTENTS
Section 1: SYNCHRO/Sidra Results
Section 2: VISSIM Results

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 SECTION 1: SYNCHRO/SIDRA RESULTS

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025

NO BUILD

AM PEAK HOUR

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HCM 7th AWSC
3: US 101 NB Off/Elks Lane & Prado Rd 0_No Build AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Intersection
Intersection Delay, s/veh 22.8
Intersection LOS C
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 0 565 15 0 30 310 55 0 15
Future Vol, veh/h 0 0 0 0 565 15 0 30 310 55 0 15
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 2 2 2 4 10 10 4 5 5 20 4 20
Mvmt Flow 0 0 0 0 565 15 0 30 310 55 0 15
Number of Lanes 000010010101
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 1 0
HCM Control Delay, s/veh 29.6 13.7 10.9

HCM LOS D B B
Lane NBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0%
Vol Thru, % 9% 97% 0% 0%
Vol Right, % 91% 3% 0% 100%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 340 580 55 15
LT Vol 0 0 55 0
Through Vol 30 565 0 0
RT Vol 310 15 0 15
Lane Flow Rate 340 580 55 15
Geometry Grp 4a 2 5 5
Degree of Util (X) 0.503 0.841 0.115 0.026
Departure Headway (Hd) 5.323 5.219 7.546 6.32
Convergence, Y/N Yes Yes Yes Yes
Cap 677 696 474 565
Service Time 3.366 3.248 5.306 4.079
HCM Lane V/C Ratio 0.502 0.833 0.116 0.027
HCM Control Delay, s/veh 13.7 29.6 11.3 9.2
HCM Lane LOS B D B A
HCM 95th-tile Q 2.8 9.4 0.4 0.1

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025

NO BUILD

PM PEAK HOUR

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HCM 7th AWSC
3: US 101 NB Off/Elks Lane & Prado Rd 0_No Build PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Intersection
Intersection Delay, s/veh 130.2
Intersection LOS F
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Vol, veh/h 0 0 0 0 980 30 0 10 125 45 0 25
Future Vol, veh/h 0 0 0 0 980 30 0 10 125 45 0 25
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Heavy Vehicles, % 2 2 2 4 5 5 2 5 5 10 4 10
Mvmt Flow 0 0 0 0 980 30 0 10 125 45 0 25
Number of Lanes 000010010101
Approach WB NB SB
Opposing Approach SB NB
Opposing Lanes 0 2 1
Conflicting Approach Left NB WB
Conflicting Lanes Left 1 0 1
Conflicting Approach Right SB WB
Conflicting Lanes Right 2 1 0
HCM Control Delay, s/veh 154.4 10.9 11

HCM LOS F B B
Lane NBLn1 WBLn1 SBLn1 SBLn2
Vol Left, % 0% 0% 100% 0%
Vol Thru, % 7% 97% 0% 0%
Vol Right, % 93% 3% 0% 100%
Sign Control Stop Stop Stop Stop
Traffic Vol by Lane 135 1010 45 25
LT Vol 0 0 45 0
Through Vol 10 980 0 0
RT Vol 125 30 0 25
Lane Flow Rate 135 1010 45 25
Geometry Grp 4a 2 5 5
Degree of Util (X) 0.209 1.286 0.091 0.042
Departure Headway (Hd) 6.252 4.584 8.048 6.814
Convergence, Y/N Yes Yes Yes Yes
Cap 578 798 448 529
Service Time 4.252 2.603 5.748 4.514
HCM Lane V/C Ratio 0.234 1.266 0.1 0.047
HCM Control Delay, s/veh 10.9 154.4 11.6 9.8
HCM Lane LOS B F B A
HCM 95th-tile Q 0.8 37.9 0.3 0.1

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1A

AM PEAK HOUR

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HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1A AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 1150 0 0 620 350 240 0 300 0 0 0 Future Volume (veh/h) 100 1150 0 0 620 350 240 0 300 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 1150 0 0 620 350 240 0 300
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 158 1944 0 0 1279 538 429 0 381
Arrive On Green 0.09 0.56 0.00 0.00 0.37 0.37 0.24 0.00 0.24 Sat Flow, veh/h 1753 3589 0 0 3589 1472 1753 0 1560
Grp Volume(v), veh/h 100 1150 0 0 620 350 240 0 300
Grp Sat Flow(s),veh/h/ln 1753 1749 0 0 1749 1472 1753 0 1560 Q Serve(g_s), s 2.8 10.9 0.0 0.0 6.8 9.9 6.0 0.0 9.0
Cycle Q Clear(g_c), s 2.8 10.9 0.0 0.0 6.8 9.9 6.0 0.0 9.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 158 1944 0 0 1279 538 429 0 381
V/C Ratio(X) 0.63 0.59 0.00 0.00 0.48 0.65 0.56 0.00 0.79 Avail Cap(c_a), veh/h 700 3493 0 0 3493 1470 700 0 623
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 7.4 0.0 0.0 12.2 13.2 16.6 0.0 17.7 Incr Delay (d2), s/veh 4.2 0.3 0.0 0.0 0.3 1.3 1.1 0.0 3.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.7 0.0 0.0 2.2 2.8 2.1 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.1 7.6 0.0 0.0 12.5 14.5 17.7 0.0 21.3 LnGrp LOS C A B B B C
Approach Vol, veh/h 1250 970 540
Approach Delay, s/veh 9.1 13.2 19.7
Approach LOS A B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 32.8 9.5 23.3 17.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 12.9 4.8 11.9 11.0
Green Ext Time (p_c), s 10.4 0.2 6.3 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 12.6
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd Alt 1A AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1370 40 20 930 20 10 5 5 40 20 30 Future Volume (veh/h) 40 1370 40 20 930 20 10 5 5 40 20 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 40 1370 40 20 930 20 10 5 5 40 20 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 79 1768 52 48 1722 37 26 129 129 79 121 182
Arrive On Green 0.04 0.51 0.51 0.03 0.49 0.49 0.02 0.16 0.16 0.04 0.19 0.19 Sat Flow, veh/h 1753 3464 101 1753 3496 75 1753 827 827 1753 651 976 Grp Volume(v), veh/h 40 691 719 20 465 485 10 0 10 40 0 50 Grp Sat Flow(s),veh/h/ln 1753 1749 1817 1753 1749 1823 1753 0 1653 1753 0 1627 Q Serve(g_s), s 1.7 24.5 24.6 0.9 14.1 14.1 0.4 0.0 0.4 1.7 0.0 2.0 Cycle Q Clear(g_c), s 1.7 24.5 24.6 0.9 14.1 14.1 0.4 0.0 0.4 1.7 0.0 2.0 Prop In Lane 1.00 0.06 1.00 0.04 1.00 0.50 1.00 0.60
Lane Grp Cap(c), veh/h 79 893 927 48 861 898 26 0 258 79 0 303 V/C Ratio(X) 0.51 0.77 0.78 0.42 0.54 0.54 0.38 0.00 0.04 0.51 0.00 0.17 Avail Cap(c_a), veh/h 229 1371 1424 229 1371 1429 229 0 540 229 0 531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.7 15.2 15.2 36.6 13.4 13.4 37.3 0.0 27.4 35.7 0.0 26.2 Incr Delay (d2), s/veh 5.0 1.5 1.5 5.8 0.5 0.5 8.8 0.0 0.1 5.0 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 8.7 9.1 0.4 5.0 5.2 0.2 0.0 0.2 0.8 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.7 16.7 16.7 42.4 13.9 13.9 46.1 0.0 27.5 40.7 0.0 26.4 LnGrp LOS D B B D B B D C D C
Approach Vol, veh/h 1450 970 20 90
Approach Delay, s/veh 17.3 14.5 36.8 32.8
Approach LOS B B D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 44.1 6.1 19.2 8.4 42.7 8.4 17.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.9 26.6 2.4 4.0 3.7 16.1 3.7 2.4 Green Ext Time (p_c), s 0.0 12.5 0.0 0.2 0.0 7.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B

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Queues
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1A AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 1150 620 350 240 300
v/c Ratio 0.35 0.59 0.49 0.47 0.55 0.63
Control Delay (s/veh) 28.7 9.5 17.2 4.5 26.3 19.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 28.7 9.5 17.2 4.5 26.3 19.5
Queue Length 50th (ft) 31 114 88 0 72 52
Queue Length 95th (ft) 86 201 162 51 167 153
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 150 300
Base Capacity (vph) 648 3458 2976 1272 648 655
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.15 0.33 0.21 0.28 0.37 0.46
Intersection Summary

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Queues
6: Elks Lane & Prado Rd Alt 1A AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 40 1410 20 950 10 10 40 50
v/c Ratio 0.17 0.54 0.09 0.39 0.05 0.04 0.17 0.20
Control Delay (s/veh) 35.5 9.2 37.1 9.4 37.8 30.1 35.5 22.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 35.5 9.2 37.1 9.4 37.8 30.1 35.5 22.3 Queue Length 50th (ft) 11 97 5 111 3 1 11 5
Queue Length 95th (ft) 60 431 37 251 24 20 60 50
Internal Link Dist (ft) 602 903 272 534
Turn Bay Length (ft) 100 100 100 100
Base Capacity (vph) 326 3024 326 3029 326 779 326 776
Starvation Cap Reductn 0 54 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.47 0.06 0.31 0.03 0.01 0.12 0.06 Intersection Summary

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1A

PM PEAK HOUR

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HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1A PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 610 0 0 1110 780 180 0 150 0 0 0 Future Volume (veh/h) 100 610 0 0 1110 780 180 0 150 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 610 0 0 1110 780 180 0 150
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 130 2566 0 0 2076 886 236 0 210
Arrive On Green 0.07 0.73 0.00 0.00 0.59 0.59 0.13 0.00 0.13 Sat Flow, veh/h 1753 3589 0 0 3589 1493 1753 0 1560
Grp Volume(v), veh/h 100 610 0 0 1110 780 180 0 150
Grp Sat Flow(s),veh/h/ln 1753 1749 0 0 1749 1493 1753 0 1560 Q Serve(g_s), s 4.3 4.3 0.0 0.0 14.4 33.8 7.5 0.0 7.0
Cycle Q Clear(g_c), s 4.3 4.3 0.0 0.0 14.4 33.8 7.5 0.0 7.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 2566 0 0 2076 886 236 0 210
V/C Ratio(X) 0.77 0.24 0.00 0.00 0.53 0.88 0.76 0.00 0.71 Avail Cap(c_a), veh/h 461 2566 0 0 2301 982 461 0 410
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.5 3.3 0.0 0.0 9.2 13.1 31.7 0.0 31.5 Incr Delay (d2), s/veh 9.0 0.0 0.0 0.0 0.2 8.7 5.0 0.0 4.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.9 0.0 0.0 4.5 11.1 3.3 0.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.6 3.3 0.0 0.0 9.4 21.8 36.7 0.0 35.9 LnGrp LOS D A A C D D
Approach Vol, veh/h 710 1890 330
Approach Delay, s/veh 9.0 14.5 36.4
Approach LOS A B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 60.8 10.7 50.1 15.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 6.3 6.3 35.8 9.5
Green Ext Time (p_c), s 4.6 0.2 9.3 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 15.6
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd Alt 1A PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 700 10 10 1800 20 30 20 20 50 10 60 Future Volume (veh/h) 50 700 10 10 1800 20 30 20 20 50 10 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 50 700 10 10 1800 20 30 20 20 50 10 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 79 2108 30 26 2008 22 59 118 118 79 34 203
Arrive On Green 0.05 0.60 0.60 0.01 0.57 0.57 0.03 0.14 0.14 0.05 0.15 0.15 Sat Flow, veh/h 1753 3527 50 1753 3541 39 1753 825 825 1753 220 1320 Grp Volume(v), veh/h 50 347 363 10 887 933 30 0 40 50 0 70 Grp Sat Flow(s),veh/h/ln 1753 1749 1829 1753 1749 1832 1753 0 1650 1753 0 1540 Q Serve(g_s), s 2.8 10.0 10.0 0.6 44.6 44.9 1.7 0.0 2.1 2.8 0.0 4.0 Cycle Q Clear(g_c), s 2.8 10.0 10.0 0.6 44.6 44.9 1.7 0.0 2.1 2.8 0.0 4.0 Prop In Lane 1.00 0.03 1.00 0.02 1.00 0.50 1.00 0.86
Lane Grp Cap(c), veh/h 79 1045 1093 26 992 1039 59 0 235 79 0 237 V/C Ratio(X) 0.63 0.33 0.33 0.39 0.89 0.90 0.50 0.00 0.17 0.63 0.00 0.30 Avail Cap(c_a), veh/h 175 1050 1098 175 1050 1099 175 0 413 175 0 385 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 46.9 10.1 10.1 48.8 19.0 19.1 47.5 0.0 37.6 46.9 0.0 37.5 Incr Delay (d2), s/veh 8.1 0.2 0.2 9.5 9.7 9.6 6.5 0.0 0.3 8.1 0.0 0.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.4 3.6 3.7 0.3 18.7 19.7 0.8 0.0 0.9 1.4 0.0 1.6 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 55.0 10.3 10.3 58.3 28.7 28.7 53.9 0.0 38.0 55.0 0.0 38.2 LnGrp LOS E B B E C C D D E D
Approach Vol, veh/h 760 1830 70 120
Approach Delay, s/veh 13.2 28.9 44.8 45.2
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.5 64.7 8.4 20.4 9.5 61.7 9.5 19.3 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.6 12.0 3.7 6.0 4.8 46.9 4.8 4.1 Green Ext Time (p_c), s 0.0 4.8 0.0 0.3 0.0 9.8 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 25.7
HCM 7th LOS C

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Queues
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1A PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 610 1110 780 180 150
v/c Ratio 0.42 0.26 0.61 0.75 0.57 0.37
Control Delay (s/veh) 42.2 5.0 16.2 9.2 41.4 9.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 42.2 5.0 16.2 9.2 41.4 9.2
Queue Length 50th (ft) 50 50 203 45 89 0
Queue Length 95th (ft) 109 86 334 237 173 52
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 150 300
Base Capacity (vph) 498 3077 2319 1155 498 552
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.20 0.48 0.68 0.36 0.27
Intersection Summary

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Queues
6: Elks Lane & Prado Rd Alt 1A PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 50 710 10 1820 30 40 50 70
v/c Ratio 0.35 0.27 0.09 0.78 0.23 0.27 0.35 0.38
Control Delay (s/veh) 52.6 6.7 49.5 20.3 50.5 33.2 52.6 21.8 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 52.6 6.7 49.5 20.3 50.5 33.2 52.6 21.8 Queue Length 50th (ft) 32 79 6 530 19 13 32 6
Queue Length 95th (ft) 73 174 25 #818 51 48 73 51
Internal Link Dist (ft) 602 903 272 534
Turn Bay Length (ft) 100 100 100 100
Base Capacity (vph) 179 2617 179 2324 179 443 179 441
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.28 0.27 0.06 0.78 0.17 0.09 0.28 0.16 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1B

AM PEAK HOUR

Page 285 of 365 ends

HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1B AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 1150 0 0 620 350 240 0 300 0 0 0 Future Volume (veh/h) 100 1150 0 0 620 350 240 0 300 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.94 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 1150 0 0 620 350 240 0 300
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 158 1944 0 0 1279 538 429 0 381
Arrive On Green 0.09 0.56 0.00 0.00 0.37 0.37 0.24 0.00 0.24 Sat Flow, veh/h 1753 3589 0 0 3589 1472 1753 0 1560
Grp Volume(v), veh/h 100 1150 0 0 620 350 240 0 300
Grp Sat Flow(s),veh/h/ln 1753 1749 0 0 1749 1472 1753 0 1560 Q Serve(g_s), s 2.8 10.9 0.0 0.0 6.8 9.9 6.0 0.0 9.0
Cycle Q Clear(g_c), s 2.8 10.9 0.0 0.0 6.8 9.9 6.0 0.0 9.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 158 1944 0 0 1279 538 429 0 381
V/C Ratio(X) 0.63 0.59 0.00 0.00 0.48 0.65 0.56 0.00 0.79 Avail Cap(c_a), veh/h 700 3493 0 0 3493 1470 700 0 623
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 22.0 7.4 0.0 0.0 12.2 13.2 16.6 0.0 17.7 Incr Delay (d2), s/veh 4.2 0.3 0.0 0.0 0.3 1.3 1.1 0.0 3.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.7 0.0 0.0 2.2 2.8 2.1 0.0 3.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 26.1 7.6 0.0 0.0 12.5 14.5 17.7 0.0 21.3 LnGrp LOS C A B B B C
Approach Vol, veh/h 1250 970 540
Approach Delay, s/veh 9.1 13.2 19.7
Approach LOS A B B
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 32.8 9.5 23.3 17.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 12.9 4.8 11.9 11.0
Green Ext Time (p_c), s 10.4 0.2 6.3 1.2
Intersection Summary
HCM 7th Control Delay, s/veh 12.6
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd Alt 1B AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1370 40 20 930 20 10 5 5 40 20 30 Future Volume (veh/h) 40 1370 40 20 930 20 10 5 5 40 20 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 40 1370 40 20 930 20 10 5 5 40 20 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 79 1768 52 48 1722 37 26 129 129 79 121 182
Arrive On Green 0.04 0.51 0.51 0.03 0.49 0.49 0.02 0.16 0.16 0.04 0.19 0.19 Sat Flow, veh/h 1753 3464 101 1753 3496 75 1753 827 827 1753 651 976 Grp Volume(v), veh/h 40 691 719 20 465 485 10 0 10 40 0 50 Grp Sat Flow(s),veh/h/ln 1753 1749 1817 1753 1749 1823 1753 0 1653 1753 0 1627 Q Serve(g_s), s 1.7 24.5 24.6 0.9 14.1 14.1 0.4 0.0 0.4 1.7 0.0 2.0 Cycle Q Clear(g_c), s 1.7 24.5 24.6 0.9 14.1 14.1 0.4 0.0 0.4 1.7 0.0 2.0 Prop In Lane 1.00 0.06 1.00 0.04 1.00 0.50 1.00 0.60
Lane Grp Cap(c), veh/h 79 893 927 48 861 898 26 0 258 79 0 303 V/C Ratio(X) 0.51 0.77 0.78 0.42 0.54 0.54 0.38 0.00 0.04 0.51 0.00 0.17 Avail Cap(c_a), veh/h 229 1371 1424 229 1371 1429 229 0 540 229 0 531 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 35.7 15.2 15.2 36.6 13.4 13.4 37.3 0.0 27.4 35.7 0.0 26.2 Incr Delay (d2), s/veh 5.0 1.5 1.5 5.8 0.5 0.5 8.8 0.0 0.1 5.0 0.0 0.3 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.8 8.7 9.1 0.4 5.0 5.2 0.2 0.0 0.2 0.8 0.0 0.8 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 40.7 16.7 16.7 42.4 13.9 13.9 46.1 0.0 27.5 40.7 0.0 26.4 LnGrp LOS D B B D B B D C D C
Approach Vol, veh/h 1450 970 20 90
Approach Delay, s/veh 17.3 14.5 36.8 32.8
Approach LOS B B D C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 7.1 44.1 6.1 19.2 8.4 42.7 8.4 17.0 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.9 26.6 2.4 4.0 3.7 16.1 3.7 2.4 Green Ext Time (p_c), s 0.0 12.5 0.0 0.2 0.0 7.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B

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Queues
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1B AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 1150 620 350 240 300
v/c Ratio 0.35 0.59 0.49 0.46 0.55 0.63
Control Delay (s/veh) 28.7 9.5 17.2 4.4 26.3 19.5
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 28.7 9.5 17.2 4.4 26.3 19.5
Queue Length 50th (ft) 31 114 88 0 72 52
Queue Length 95th (ft) 86 201 162 51 167 153
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 150 300
Base Capacity (vph) 648 3458 2976 1316 648 655
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.15 0.33 0.21 0.27 0.37 0.46
Intersection Summary

Page 288 of 365 ends

Queues
6: Elks Lane & Prado Rd Alt 1B AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 40 1410 20 950 10 10 40 50
v/c Ratio 0.17 0.54 0.09 0.39 0.05 0.04 0.17 0.20
Control Delay (s/veh) 35.5 9.2 37.1 9.4 37.8 30.1 35.5 22.3 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 35.5 9.2 37.1 9.4 37.8 30.1 35.5 22.3 Queue Length 50th (ft) 11 97 5 111 3 1 11 5
Queue Length 95th (ft) 60 431 37 251 24 20 60 50
Internal Link Dist (ft) 602 903 272 534
Turn Bay Length (ft) 100 100 100 100
Base Capacity (vph) 326 3024 326 3029 326 779 326 776
Starvation Cap Reductn 0 54 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.12 0.47 0.06 0.31 0.03 0.01 0.12 0.06 Intersection Summary

Page 289 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1B

PM PEAK HOUR

Page 290 of 365 ends

HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1B PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 610 0 0 1110 780 180 0 150 0 0 0 Future Volume (veh/h) 100 610 0 0 1110 780 180 0 150 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 610 0 0 1110 780 180 0 150
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 130 2566 0 0 2076 886 236 0 210
Arrive On Green 0.07 0.73 0.00 0.00 0.59 0.59 0.13 0.00 0.13 Sat Flow, veh/h 1753 3589 0 0 3589 1493 1753 0 1560
Grp Volume(v), veh/h 100 610 0 0 1110 780 180 0 150
Grp Sat Flow(s),veh/h/ln 1753 1749 0 0 1749 1493 1753 0 1560 Q Serve(g_s), s 4.3 4.3 0.0 0.0 14.4 33.8 7.5 0.0 7.0
Cycle Q Clear(g_c), s 4.3 4.3 0.0 0.0 14.4 33.8 7.5 0.0 7.0 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 2566 0 0 2076 886 236 0 210
V/C Ratio(X) 0.77 0.24 0.00 0.00 0.53 0.88 0.76 0.00 0.71 Avail Cap(c_a), veh/h 461 2566 0 0 2301 982 461 0 410
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.5 3.3 0.0 0.0 9.2 13.1 31.7 0.0 31.5 Incr Delay (d2), s/veh 9.0 0.0 0.0 0.0 0.2 8.7 5.0 0.0 4.5 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.1 0.9 0.0 0.0 4.5 11.1 3.3 0.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.6 3.3 0.0 0.0 9.4 21.8 36.7 0.0 35.9 LnGrp LOS D A A C D D
Approach Vol, veh/h 710 1890 330
Approach Delay, s/veh 9.0 14.5 36.4
Approach LOS A B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 60.8 10.7 50.1 15.2
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 6.3 6.3 35.8 9.5
Green Ext Time (p_c), s 4.6 0.2 9.3 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 15.6
HCM 7th LOS B

Page 291 of 365 ends

HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd Alt 1B PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 700 10 10 1800 20 30 20 20 50 10 60 Future Volume (veh/h) 50 700 10 10 1800 20 30 20 20 50 10 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 50 700 10 10 1800 20 30 20 20 50 10 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 84 2234 32 26 2124 24 62 65 65 84 20 123
Arrive On Green 0.05 0.63 0.63 0.01 0.60 0.60 0.04 0.08 0.08 0.05 0.09 0.09 Sat Flow, veh/h 1753 3530 50 1753 3543 39 1753 844 844 1753 228 1367 Grp Volume(v), veh/h 50 347 363 10 887 933 30 0 40 50 0 70 Grp Sat Flow(s),veh/h/ln 1753 1749 1832 1753 1749 1834 1753 0 1689 1753 0 1595 Q Serve(g_s), s 2.5 8.0 8.0 0.5 36.3 36.5 1.5 0.0 2.0 2.5 0.0 3.7 Cycle Q Clear(g_c), s 2.5 8.0 8.0 0.5 36.3 36.5 1.5 0.0 2.0 2.5 0.0 3.7 Prop In Lane 1.00 0.03 1.00 0.02 1.00 0.50 1.00 0.86
Lane Grp Cap(c), veh/h 84 1106 1159 26 1048 1099 62 0 130 84 0 143 V/C Ratio(X) 0.59 0.31 0.31 0.39 0.85 0.85 0.48 0.00 0.31 0.59 0.00 0.49 Avail Cap(c_a), veh/h 199 1193 1249 199 1193 1251 199 0 480 199 0 453 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 41.0 7.4 7.4 42.9 14.3 14.4 41.6 0.0 38.4 41.0 0.0 38.1 Incr Delay (d2), s/veh 6.5 0.2 0.2 9.1 5.3 5.1 5.7 0.0 1.3 6.5 0.0 2.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.2 2.6 2.7 0.3 13.6 14.3 0.7 0.0 0.9 1.2 0.0 1.5 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 47.5 7.6 7.6 52.1 19.6 19.5 47.3 0.0 39.7 47.5 0.0 40.7 LnGrp LOS D A A D B B D D D D
Approach Vol, veh/h 760 1830 70 120
Approach Delay, s/veh 10.2 19.7 43.0 43.5
Approach LOS B B D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.3 60.7 8.1 12.9 9.2 57.7 9.2 11.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.5 10.0 3.5 5.7 4.5 38.5 4.5 4.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.3 0.0 14.2 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 18.7
HCM 7th LOS B

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Queues
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 1B PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 610 1110 780 180 150
v/c Ratio 0.42 0.26 0.61 0.73 0.57 0.37
Control Delay (s/veh) 42.2 5.0 16.2 8.5 41.4 9.2
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 42.2 5.0 16.2 8.5 41.4 9.2
Queue Length 50th (ft) 50 50 203 45 89 0
Queue Length 95th (ft) 109 86 334 221 173 52
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 150 300
Base Capacity (vph) 498 3077 2319 1190 498 552
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.20 0.20 0.48 0.66 0.36 0.27
Intersection Summary

Page 293 of 365 ends

Queues
6: Elks Lane & Prado Rd Alt 1B PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 50 710 10 1820 30 40 50 70
v/c Ratio 0.35 0.27 0.09 0.78 0.23 0.26 0.35 0.37
Control Delay (s/veh) 52.5 6.7 49.5 20.2 50.4 33.0 52.5 21.5 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 52.5 6.7 49.5 20.2 50.4 33.0 52.5 21.5 Queue Length 50th (ft) 32 79 6 529 19 13 32 6
Queue Length 95th (ft) 73 173 25 #816 51 48 73 50
Internal Link Dist (ft) 602 903 272 534
Turn Bay Length (ft) 100 100 100 100
Base Capacity (vph) 180 2621 180 2327 180 452 180 456
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.28 0.27 0.06 0.78 0.17 0.09 0.28 0.15 Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Page 294 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2A

AM PEAK HOUR

Page 295 of 365 ends

HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 2A AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 950 0 0 420 350 240 0 300 0 0 0 Future Volume (veh/h) 100 950 0 0 420 350 240 0 300 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 950 0 0 420 350 240 0 300
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 143 1098 0 0 792 637 411 0 366
Arrive On Green 0.08 0.60 0.00 0.00 0.43 0.43 0.23 0.00 0.23 Sat Flow, veh/h 1753 1841 0 0 1841 1480 1753 0 1560
Grp Volume(v), veh/h 100 950 0 0 420 350 240 0 300
Grp Sat Flow(s),veh/h/ln 1753 1841 0 0 1841 1480 1753 0 1560 Q Serve(g_s), s 3.3 25.5 0.0 0.0 10.0 10.4 7.2 0.0 10.8 Cycle Q Clear(g_c), s 3.3 25.5 0.0 0.0 10.0 10.4 7.2 0.0 10.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 1098 0 0 792 637 411 0 366
V/C Ratio(X) 0.70 0.87 0.00 0.00 0.53 0.55 0.58 0.00 0.82 Avail Cap(c_a), veh/h 592 1555 0 0 1555 1250 592 0 527
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.5 10.0 0.0 0.0 12.4 12.6 20.1 0.0 21.5 Incr Delay (d2), s/veh 6.0 3.9 0.0 0.0 0.6 0.7 1.3 0.0 6.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.1 0.0 0.0 3.5 3.0 2.7 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 13.8 0.0 0.0 13.0 13.3 21.4 0.0 28.2 LnGrp LOS C B B B C C
Approach Vol, veh/h 1050 770 540
Approach Delay, s/veh 15.6 13.1 25.2
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.3 9.8 30.5 18.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 27.5 5.3 12.4 12.8
Green Ext Time (p_c), s 7.8 0.2 4.3 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B

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HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 40 1170 40 20 730 20 10 5 5 40 20 30 Future Volume (veh/h) 40 1170 40 20 730 20 10 5 5 40 20 30 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.95 1.00 0.95 1.00 0.96 1.00 0.97 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 40 1170 40 20 730 20 10 5 5 40 20 30 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 82 1586 54 49 1532 42 27 137 137 82 128 193
Arrive On Green 0.05 0.46 0.46 0.03 0.44 0.44 0.02 0.17 0.17 0.05 0.20 0.20 Sat Flow, veh/h 1753 3443 118 1753 3471 95 1753 828 828 1753 651 977 Grp Volume(v), veh/h 40 594 616 20 368 382 10 0 10 40 0 50 Grp Sat Flow(s),veh/h/ln 1753 1749 1812 1753 1749 1818 1753 0 1655 1753 0 1629 Q Serve(g_s), s 1.5 18.5 18.6 0.8 9.9 9.9 0.4 0.0 0.3 1.5 0.0 1.7 Cycle Q Clear(g_c), s 1.5 18.5 18.6 0.8 9.9 9.9 0.4 0.0 0.3 1.5 0.0 1.7 Prop In Lane 1.00 0.06 1.00 0.05 1.00 0.50 1.00 0.60
Lane Grp Cap(c), veh/h 82 806 835 49 772 802 27 0 274 82 0 321 V/C Ratio(X) 0.48 0.74 0.74 0.41 0.48 0.48 0.38 0.00 0.04 0.48 0.00 0.16 Avail Cap(c_a), veh/h 262 1569 1626 262 1569 1631 262 0 619 262 0 609 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 31.1 14.7 14.7 32.0 13.2 13.2 32.6 0.0 23.4 31.1 0.0 22.2 Incr Delay (d2), s/veh 4.4 1.3 1.3 5.4 0.5 0.4 8.5 0.0 0.1 4.4 0.0 0.2 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 0.7 6.5 6.8 0.4 3.5 3.6 0.2 0.0 0.1 0.7 0.0 0.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 35.4 16.1 16.0 37.4 13.7 13.6 41.1 0.0 23.5 35.4 0.0 22.5 LnGrp LOS D B B D B B D C D C
Approach Vol, veh/h 1250 770 20 90
Approach Delay, s/veh 16.7 14.3 32.3 28.2
Approach LOS B B C C
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.9 35.8 6.0 18.2 8.1 34.5 8.1 16.1 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.8 20.6 2.4 3.7 3.5 11.9 3.5 2.3 Green Ext Time (p_c), s 0.0 10.2 0.0 0.2 0.0 5.2 0.0 0.0 Intersection Summary
HCM 7th Control Delay, s/veh 16.4
HCM 7th LOS B
Alt 2A AM

Page 297 of 365 ends

Queues
3: US 101 NB Off/US 101 NB On & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 950 420 350 240 300
v/c Ratio 0.39 0.86 0.54 0.43 0.59 0.60
Control Delay (s/veh) 33.9 20.4 19.2 3.8 31.6 16.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 33.9 20.4 19.2 3.8 31.6 16.7
Queue Length 50th (ft) 40 274 131 0 92 44
Queue Length 95th (ft) 92 527 251 49 183 133
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 300
Base Capacity (vph) 550 1778 1399 1174 550 613
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.53 0.30 0.30 0.44 0.49
Intersection Summary
Alt 2A AM

Page 298 of 365 ends

Queues
6: Elks Lane & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 40 1210 20 750 10 10 40 50
v/c Ratio 0.15 0.49 0.08 0.30 0.04 0.04 0.15 0.17
Control Delay (s/veh) 30.6 9.4 31.9 8.0 32.9 26.4 30.6 19.5 Queue Delay 0.0 0.1 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 30.6 9.4 31.9 8.0 32.9 26.4 30.6 19.5 Queue Length 50th (ft) 8 74 4 38 2 1 8 4
Queue Length 95th (ft) 55 344 35 190 22 19 55 46
Internal Link Dist (ft) 602 903 272 534
Turn Bay Length (ft) 100 100 100 100
Base Capacity (vph) 374 3144 374 3149 374 895 374 888
Starvation Cap Reductn 0 451 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.11 0.45 0.05 0.24 0.03 0.01 0.11 0.06 Intersection Summary
Alt 2A AM

Page 299 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2A

PM PEAK HOUR

Page 300 of 365 ends

HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 2A PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 600 0 0 910 780 180 0 150 0 0 0 Future Volume (veh/h) 100 600 0 0 910 780 180 0 150 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 600 0 0 910 780 180 0 150
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 130 1347 0 0 1087 882 237 0 211
Arrive On Green 0.07 0.73 0.00 0.00 0.59 0.59 0.14 0.00 0.14 Sat Flow, veh/h 1753 1841 0 0 1841 1493 1753 0 1560
Grp Volume(v), veh/h 100 600 0 0 910 780 180 0 150
Grp Sat Flow(s),veh/h/ln 1753 1841 0 0 1841 1493 1753 0 1560 Q Serve(g_s), s 4.2 9.7 0.0 0.0 30.0 33.6 7.4 0.0 6.9
Cycle Q Clear(g_c), s 4.2 9.7 0.0 0.0 30.0 33.6 7.4 0.0 6.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 1347 0 0 1087 882 237 0 211
V/C Ratio(X) 0.77 0.45 0.00 0.00 0.84 0.88 0.76 0.00 0.71 Avail Cap(c_a), veh/h 467 1347 0 0 1226 995 467 0 416
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 4.0 0.0 0.0 12.4 13.2 31.3 0.0 31.1 Incr Delay (d2), s/veh 9.0 0.2 0.0 0.0 4.8 8.8 5.0 0.0 4.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 2.3 0.0 0.0 11.2 11.0 3.2 0.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.1 4.2 0.0 0.0 17.2 22.0 36.2 0.0 35.5 LnGrp LOS D A B C D D
Approach Vol, veh/h 700 1690 330
Approach Delay, s/veh 9.8 19.4 35.9
Approach LOS A B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 59.9 10.6 49.3 15.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 11.7 6.2 35.6 9.4
Green Ext Time (p_c), s 4.4 0.2 8.7 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 18.9
HCM 7th LOS B

Page 301 of 365 ends

HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 690 10 10 1600 20 30 20 20 50 10 60 Future Volume (veh/h) 50 690 10 10 1600 20 30 20 20 50 10 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 50 690 10 10 1600 20 30 20 20 50 10 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 82 2019 29 26 1910 24 61 123 123 82 36 214
Arrive On Green 0.05 0.57 0.57 0.01 0.54 0.54 0.03 0.15 0.15 0.05 0.16 0.16 Sat Flow, veh/h 1753 3526 51 1753 3535 44 1753 826 826 1753 220 1322 Grp Volume(v), veh/h 50 342 358 10 791 829 30 0 40 50 0 70 Grp Sat Flow(s),veh/h/ln 1753 1749 1829 1753 1749 1830 1753 0 1651 1753 0 1543 Q Serve(g_s), s 2.6 9.6 9.6 0.5 35.1 35.2 1.6 0.0 2.0 2.6 0.0 3.7 Cycle Q Clear(g_c), s 2.6 9.6 9.6 0.5 35.1 35.2 1.6 0.0 2.0 2.6 0.0 3.7 Prop In Lane 1.00 0.03 1.00 0.02 1.00 0.50 1.00 0.86
Lane Grp Cap(c), veh/h 82 1001 1047 26 945 989 61 0 247 82 0 249 V/C Ratio(X) 0.61 0.34 0.34 0.39 0.84 0.84 0.49 0.00 0.16 0.61 0.00 0.28 Avail Cap(c_a), veh/h 190 1135 1187 190 1135 1188 190 0 446 190 0 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.2 10.5 10.5 45.1 17.8 17.9 43.8 0.0 34.3 43.2 0.0 34.0 Incr Delay (d2), s/veh 7.0 0.2 0.2 9.3 4.8 4.7 6.0 0.0 0.3 7.0 0.0 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.4 3.6 0.3 13.8 14.5 0.8 0.0 0.8 1.3 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 10.7 10.7 54.4 22.6 22.5 49.8 0.0 34.6 50.3 0.0 34.7 LnGrp LOS D B B D C C D C D C
Approach Vol, veh/h 750 1630 70 120
Approach Delay, s/veh 13.3 22.8 41.1 41.2
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.4 57.9 8.2 19.9 9.3 55.0 9.3 18.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.5 11.6 3.6 5.7 4.6 37.2 4.6 4.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.3 0.0 12.7 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 21.4
HCM 7th LOS C
Alt 2A PM

Page 302 of 365 ends

Queues
3: US 101 NB Off/US 101 NB On & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 600 910 780 180 150
v/c Ratio 0.49 0.45 0.86 0.72 0.65 0.40
Control Delay (s/veh) 46.3 6.7 29.1 8.0 46.9 9.4
Queue Delay 0.0 0.0 0.6 0.0 0.0 0.0
Total Delay (s/veh) 46.3 6.7 29.7 8.0 46.9 9.4
Queue Length 50th (ft) 54 115 429 44 97 0
Queue Length 95th (ft) 109 216 #844 231 173 52
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 300
Base Capacity (vph) 401 1552 1058 1085 401 473
Starvation Cap Reductn 0 0 24 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.39 0.88 0.72 0.45 0.32
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Alt 2A PM

Page 303 of 365 ends

Queues
6: Elks Lane & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 3
Lane Group EBL EBT WBL WBT NBL NBT SBL SBT
Lane Group Flow (vph) 50 700 10 1620 30 40 50 70
v/c Ratio 0.30 0.27 0.07 0.71 0.20 0.23 0.30 0.34
Control Delay (s/veh) 50.1 6.9 49.1 17.9 49.0 32.1 50.1 20.4 Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 50.1 6.9 49.1 17.9 49.0 32.1 50.1 20.4 Queue Length 50th (ft) 32 77 6 420 19 13 32 6
Queue Length 95th (ft) 73 171 25 603 51 48 73 51
Internal Link Dist (ft) 602 903 272 534
Turn Bay Length (ft) 100 100 100 100
Base Capacity (vph) 217 2598 217 2389 217 532 217 522
Starvation Cap Reductn 0 0 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0 0 0
Reduced v/c Ratio 0.23 0.27 0.05 0.68 0.14 0.08 0.23 0.13 Intersection Summary
Alt 2A PM

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2B

AM PEAK HOUR

Page 305 of 365 ends

HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 2B AM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 950 0 0 420 350 240 0 300 0 0 0 Future Volume (veh/h) 100 950 0 0 420 350 240 0 300 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.95 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 950 0 0 420 350 240 0 300
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 143 1098 0 0 792 637 411 0 366
Arrive On Green 0.08 0.60 0.00 0.00 0.43 0.43 0.23 0.00 0.23 Sat Flow, veh/h 1753 1841 0 0 1841 1480 1753 0 1560
Grp Volume(v), veh/h 100 950 0 0 420 350 240 0 300
Grp Sat Flow(s),veh/h/ln 1753 1841 0 0 1841 1480 1753 0 1560 Q Serve(g_s), s 3.3 25.5 0.0 0.0 10.0 10.4 7.2 0.0 10.8 Cycle Q Clear(g_c), s 3.3 25.5 0.0 0.0 10.0 10.4 7.2 0.0 10.8 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 143 1098 0 0 792 637 411 0 366
V/C Ratio(X) 0.70 0.87 0.00 0.00 0.53 0.55 0.58 0.00 0.82 Avail Cap(c_a), veh/h 592 1555 0 0 1555 1250 592 0 527
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 26.5 10.0 0.0 0.0 12.4 12.6 20.1 0.0 21.5 Incr Delay (d2), s/veh 6.0 3.9 0.0 0.0 0.6 0.7 1.3 0.0 6.7 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.5 8.1 0.0 0.0 3.5 3.0 2.7 0.0 4.0 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 32.5 13.8 0.0 0.0 13.0 13.3 21.4 0.0 28.2 LnGrp LOS C B B B C C
Approach Vol, veh/h 1050 770 540
Approach Delay, s/veh 15.6 13.1 25.2
Approach LOS B B C
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 40.3 9.8 30.5 18.9
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 27.5 5.3 12.4 12.8
Green Ext Time (p_c), s 7.8 0.2 4.3 1.1
Intersection Summary
HCM 7th Control Delay, s/veh 17.0
HCM 7th LOS B

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Queues
3: US 101 NB Off/US 101 NB On & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 950 420 350 240 300
v/c Ratio 0.39 0.86 0.54 0.42 0.59 0.60
Control Delay (s/veh) 33.9 20.4 19.2 3.7 31.6 16.7
Queue Delay 0.0 0.0 0.0 0.0 0.0 0.0
Total Delay (s/veh) 33.9 20.4 19.2 3.7 31.6 16.7
Queue Length 50th (ft) 40 274 131 0 92 44
Queue Length 95th (ft) 92 527 251 49 183 133
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 300
Base Capacity (vph) 550 1778 1399 1213 550 613
Starvation Cap Reductn 0 0 0 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.18 0.53 0.30 0.29 0.44 0.49
Intersection Summary
Alt 2B AM

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US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2B

PM PEAK HOUR

Page 310 of 365 ends

HCM 7th Signalized Intersection Summary
3: US 101 NB Off/US 101 NB On & Prado Rd Alt 2B PM
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 2
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 100 600 0 0 910 780 180 0 150 0 0 0 Future Volume (veh/h) 100 600 0 0 910 780 180 0 150 0 0 0 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 1.00 1.00 0.96 1.00 1.00
Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No
Adj Sat Flow, veh/h/ln 1841 1841 0 0 1841 1841 1841 0 1841 Adj Flow Rate, veh/h 100 600 0 0 910 780 180 0 150
Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 0 0 4 4 4 0 4
Cap, veh/h 130 1347 0 0 1087 882 237 0 211
Arrive On Green 0.07 0.73 0.00 0.00 0.59 0.59 0.14 0.00 0.14 Sat Flow, veh/h 1753 1841 0 0 1841 1493 1753 0 1560
Grp Volume(v), veh/h 100 600 0 0 910 780 180 0 150
Grp Sat Flow(s),veh/h/ln 1753 1841 0 0 1841 1493 1753 0 1560 Q Serve(g_s), s 4.2 9.7 0.0 0.0 30.0 33.6 7.4 0.0 6.9
Cycle Q Clear(g_c), s 4.2 9.7 0.0 0.0 30.0 33.6 7.4 0.0 6.9 Prop In Lane 1.00 0.00 0.00 1.00 1.00 1.00
Lane Grp Cap(c), veh/h 130 1347 0 0 1087 882 237 0 211
V/C Ratio(X) 0.77 0.45 0.00 0.00 0.84 0.88 0.76 0.00 0.71 Avail Cap(c_a), veh/h 467 1347 0 0 1226 995 467 0 416
HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 0.00 0.00 1.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 34.1 4.0 0.0 0.0 12.4 13.2 31.3 0.0 31.1 Incr Delay (d2), s/veh 9.0 0.2 0.0 0.0 4.8 8.8 5.0 0.0 4.4 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 2.0 2.3 0.0 0.0 11.2 11.0 3.2 0.0 2.7 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 43.1 4.2 0.0 0.0 17.2 22.0 36.2 0.0 35.5 LnGrp LOS D A B C D D
Approach Vol, veh/h 700 1690 330
Approach Delay, s/veh 9.8 19.4 35.9
Approach LOS A B D
Timer - Assigned Phs 2 5 6 8
Phs Duration (G+Y+Rc), s 59.9 10.6 49.3 15.1
Change Period (Y+Rc), s 5.0 5.0 5.0 5.0
Max Green Setting (Gmax), s 50.0 20.0 50.0 20.0
Max Q Clear Time (g_c+I1), s 11.7 6.2 35.6 9.4
Green Ext Time (p_c), s 4.4 0.2 8.7 0.7
Intersection Summary
HCM 7th Control Delay, s/veh 18.9
HCM 7th LOS B

Page 311 of 365 ends

HCM 7th Signalized Intersection Summary
6: Elks Lane & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 4
Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations
Traffic Volume (veh/h) 50 690 10 10 1600 20 30 20 20 50 10 60 Future Volume (veh/h) 50 690 10 10 1600 20 30 20 20 50 10 60 Initial Q (Qb), veh 0 0 0 0 0 0 0 0 0 0 0 0
Lane Width Adj. 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Ped-Bike Adj(A_pbT) 1.00 0.96 1.00 0.96 1.00 0.96 1.00 0.96 Parking Bus, Adj 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Work Zone On Approach No No No No
Adj Sat Flow, veh/h/ln 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 1841 Adj Flow Rate, veh/h 50 690 10 10 1600 20 30 20 20 50 10 60 Peak Hour Factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Percent Heavy Veh, % 4 4 4 4 4 4 4 4 4 4 4 4
Cap, veh/h 82 2019 29 26 1910 24 61 123 123 82 36 214
Arrive On Green 0.05 0.57 0.57 0.01 0.54 0.54 0.03 0.15 0.15 0.05 0.16 0.16 Sat Flow, veh/h 1753 3526 51 1753 3535 44 1753 826 826 1753 220 1322 Grp Volume(v), veh/h 50 342 358 10 791 829 30 0 40 50 0 70 Grp Sat Flow(s),veh/h/ln 1753 1749 1829 1753 1749 1830 1753 0 1651 1753 0 1543 Q Serve(g_s), s 2.6 9.6 9.6 0.5 35.1 35.2 1.6 0.0 2.0 2.6 0.0 3.7 Cycle Q Clear(g_c), s 2.6 9.6 9.6 0.5 35.1 35.2 1.6 0.0 2.0 2.6 0.0 3.7 Prop In Lane 1.00 0.03 1.00 0.02 1.00 0.50 1.00 0.86
Lane Grp Cap(c), veh/h 82 1001 1047 26 945 989 61 0 247 82 0 249 V/C Ratio(X) 0.61 0.34 0.34 0.39 0.84 0.84 0.49 0.00 0.16 0.61 0.00 0.28 Avail Cap(c_a), veh/h 190 1135 1187 190 1135 1188 190 0 446 190 0 417 HCM Platoon Ratio 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Upstream Filter(I) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0.00 1.00 1.00 0.00 1.00 Uniform Delay (d), s/veh 43.2 10.5 10.5 45.1 17.8 17.9 43.8 0.0 34.3 43.2 0.0 34.0 Incr Delay (d2), s/veh 7.0 0.2 0.2 9.3 4.8 4.7 6.0 0.0 0.3 7.0 0.0 0.6 Initial Q Delay(d3), s/veh 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 %ile BackOfQ(50%),veh/ln 1.3 3.4 3.6 0.3 13.8 14.5 0.8 0.0 0.8 1.3 0.0 1.4 Unsig. Movement Delay, s/veh
LnGrp Delay(d), s/veh 50.3 10.7 10.7 54.4 22.6 22.5 49.8 0.0 34.6 50.3 0.0 34.7 LnGrp LOS D B B D C C D C D C
Approach Vol, veh/h 750 1630 70 120
Approach Delay, s/veh 13.3 22.8 41.1 41.2
Approach LOS B C D D
Timer - Assigned Phs 1 2 3 4 5 6 7 8
Phs Duration (G+Y+Rc), s 6.4 57.9 8.2 19.9 9.3 55.0 9.3 18.8 Change Period (Y+Rc), s 5.0 5.0 5.0 5.0 5.0 5.0 5.0 5.0 Max Green Setting (Gmax), s 10.0 60.0 10.0 25.0 10.0 60.0 10.0 25.0 Max Q Clear Time (g_c+I1), s 2.5 11.6 3.6 5.7 4.6 37.2 4.6 4.0 Green Ext Time (p_c), s 0.0 4.8 0.0 0.3 0.0 12.7 0.0 0.1 Intersection Summary
HCM 7th Control Delay, s/veh 21.4
HCM 7th LOS C
Alt 2B PM

Page 312 of 365 ends

Queues
3: US 101 NB Off/US 101 NB On & Prado Rd
City of SLO - US101 Prado Road Interchange Prado Rd.syn DKS Associates Page 1
Lane Group EBL EBT WBT WBR NBL NBR
Lane Group Flow (vph) 100 600 910 780 180 150
v/c Ratio 0.49 0.45 0.86 0.70 0.65 0.40
Control Delay (s/veh) 46.3 6.7 29.1 7.4 46.9 9.4
Queue Delay 0.0 0.0 0.6 0.0 0.0 0.0
Total Delay (s/veh) 46.3 6.7 29.7 7.4 46.9 9.4
Queue Length 50th (ft) 54 115 429 43 97 0
Queue Length 95th (ft) 109 216 #844 216 173 52
Internal Link Dist (ft) 786 602
Turn Bay Length (ft) 150 300
Base Capacity (vph) 401 1552 1058 1115 401 473
Starvation Cap Reductn 0 0 24 0 0 0
Spillback Cap Reductn 0 0 0 0 0 0
Storage Cap Reductn 0 0 0 0 0 0
Reduced v/c Ratio 0.25 0.39 0.88 0.70 0.45 0.32
Intersection Summary
# 95th percentile volume exceeds capacity, queue may be longer.

Queue shown is maximum after two cycles.

Alt 2B PM

Page 313 of 365 ends

Page 314 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 3

AM PEAK HOUR

Page 315 of 365 ends

SITE LAYOUT
Site: [1 (3)] Single lane AM - NBR lane (US 101 NB Ramps) New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Created: Monday, August 18, 2025 12:23:56 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 316 of 365 ends

MOVEMENT SUMMARY
Site: [1 (3)] Single lane AM - NBR lane (US 101 NB Ramps) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Vehicle Movement Performance
Demand
Flows
Mov Arrival Flows 95% Back Of Queue
ID
Turn Mov
Class
Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Qued
Eff.

Stop
Rate
Number
of Cycles
to Depart
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: US 101 NB OFf
3 L2 All MCs 240 4.0 240 4.0 0.511 17.7 LOS C 2.5 63.3 0.78 0.90 1.23 26.1 8 T1 All MCs 1 4.0 1 4.0 0.511 20.4 LOS C 2.5 63.3 0.78 0.90 1.23 28.0 18 R2 All MCs 300 4.0 300 4.0 0.636 22.9 LOS C 3.7 94.6 0.82 1.01 1.51 25.8 Approach 541 4.0 541 4.0 0.636 20.6 LOS C 3.7 94.6 0.80 0.96 1.39 25.9 East: Prado Road
6 T1 All MCs 420 4.0 420 4.0 0.432 8.6 LOS A 2.2 57.4 0.57 0.40 0.58 29.1 16 R2 All MCs 350 4.0 350 4.0 0.217 3.8 LOS A 0.0 0.0 0.00 0.00 0.00 32.7 Approach 770 4.0 770 4.0 0.432 6.4 LOS A 2.2 57.4 0.31 0.22 0.31 30.6 West: Prado Road
5 L2 All MCs 100 4.0 100 4.0 0.789 9.4 LOS A 0.0 0.0 0.00 0.00 0.00 34.2 2 T1 All MCs 950 4.0 950 4.0 0.789 6.7 LOS A 0.0 0.0 0.00 0.00 0.00 32.5 Approach 1050 4.0 1050 4.0 0.789 6.9 LOS A 0.0 0.0 0.00 0.00 0.00 32.6 All Vehicles 2361 4.0 2361 4.0 0.789 9.9 LOS A 3.7 94.6 0.29 0.29 0.42 30.2 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

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

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

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

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

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

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Processed: Monday, June 23, 2025 11:29:14 AM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 317 of 365 ends

QUEUE ANALYSIS
Site: [1 (3)] Single lane AM - NBR lane (US 101 NB Ramps) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Lane Queues (Distance)
Lane Number Contin.

Lane
Deg.

Satn
Prog.

Factor
(Queue)
Overflow
Queue
(ft)
Back of Queue
(ft)
Queue at
Start of Gap
(ft)
Cycle-Average
Queue
(ft)
Queue Storage
Ratio
Prob.

Block.

Prob.

SL Ov.

Ov.

Lane
No.
v/c Av. 95% Av. 95% Av. 95% Av. 95% % %
South: US 101 NB OFf
Lane 1 0.511 1.000 7.1 25.5 63.3 23.2 57.6 30.6 55.5 0.02 0.04 0.0 NA NA Lane 2 0.636 1.000 13.6 38.0 94.6 33.7 83.7 49.2 89.3 0.13 0.32 NA 0.0 1 Approach 0.636 38.0 94.6 33.7 83.7 49.2 89.3 0.02 0.04
East: Prado Road
Lane 1 0.432 1.000 0.2 23.1 57.4 15.9 39.5 25.8 46.8 0.01 0.04 0.0 NA NA Lane 2 Y 0.217 1.000 0.0 0.0 0.0 0.0 0.0 0.2 0.3 0.00 0.00 0.0 NA NA Approach 0.432 23.1 57.4 15.9 39.5 25.8 46.8 0.01 0.04
West: Prado Road
Lane 1 0.789 1.000 0.0 0.0 0.0 0.0 0.0 50.1 90.8 0.00 0.00 0.0 NA NA Approach 0.789 0.0 0.0 0.0 0.0 50.1 90.8 0.00 0.00
Intersection 0.789 38.0 94.6 33.7 83.7 50.1 90.8 0.02 0.04 Roundabout Capacity Model: US HCM 6.

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

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

Short Lanes are not included in determining Queue Storage Ratios.

Page 318 of 365 ends

SITE LAYOUT
Site: [2 (2)] Dual lane EB AM (Elks)
New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Created: Monday, August 18, 2025 12:27:53 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 319 of 365 ends

MOVEMENT SUMMARY
Site: [2 (2)] Dual lane EB AM (Elks)
Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Vehicle Movement Performance
Demand
Flows
Mov Arrival Flows 95% Back Of Queue
ID
Turn Mov
Class
Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Qued
Eff.

Stop
Rate
Number
of Cycles
to Depart
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Elks Lane
3 L2 All MCs 10 4.0 10 4.0 0.049 9.5 LOS A 0.1 3.5 0.68 0.68 0.68 24.3 8 T1 All MCs 5 4.0 5 4.0 0.049 9.5 LOS A 0.1 3.5 0.68 0.68 0.68 24.6 18 R2 All MCs 5 4.0 5 4.0 0.049 9.5 LOS A 0.1 3.5 0.68 0.68 0.68 24.5 Approach 20 4.0 20 4.0 0.049 9.5 LOS A 0.1 3.5 0.68 0.68 0.68 24.4 East: Prado Road
1 L2 All MCs 20 4.0 20 4.0 0.298 5.3 LOS A 1.5 39.3 0.20 0.07 0.20 26.0 6 T1 All MCs 730 4.0 730 4.0 0.298 5.3 LOS A 1.5 39.3 0.20 0.07 0.20 30.3 16 R2 All MCs 20 4.0 20 4.0 0.298 5.3 LOS A 1.5 39.3 0.20 0.07 0.20 30.1 Approach 770 4.0 770 4.0 0.298 5.3 LOS A 1.5 39.3 0.20 0.07 0.20 30.2 North: Elks Lane
7 L2 All MCs 40 4.0 40 4.0 0.136 6.9 LOS A 0.4 11.5 0.57 0.53 0.57 28.5 4 T1 All MCs 20 4.0 20 4.0 0.136 6.9 LOS A 0.4 11.5 0.57 0.53 0.57 25.2 14 R2 All MCs 30 4.0 30 4.0 0.136 6.9 LOS A 0.4 11.5 0.57 0.53 0.57 28.8 Approach 90 4.0 90 4.0 0.136 6.9 LOS A 0.4 11.5 0.57 0.53 0.57 27.8 West: Prado Road
5 L2 All MCs 40 4.0 40 4.0 0.495 7.8 LOS A 3.4 86.5 0.33 0.13 0.33 28.8 2 T1 All MCs 1170 4.0 1170 4.0 0.495 7.8 LOS A 3.4 86.5 0.33 0.13 0.33 29.3 12 R2 All MCs 40 4.0 40 4.0 0.495 7.8 LOS A 3.4 86.5 0.33 0.13 0.33 25.4 Approach 1250 4.0 1250 4.0 0.495 7.8 LOS A 3.4 86.5 0.33 0.13 0.33 29.2 All Vehicles 2130 4.0 2130 4.0 0.495 6.8 LOS A 3.4 86.5 0.30 0.13 0.30 29.4 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

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

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

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

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

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

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Processed: Wednesday, July 23, 2025 6:36:19 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 320 of 365 ends

QUEUE ANALYSIS
Site: [2 (2)] Dual lane EB AM (Elks)
Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Lane Queues (Distance)
Lane Number Contin.

Lane
Deg.

Satn
Prog.

Factor
(Queue)
Overflow
Queue
(ft)
Back of Queue
(ft)
Queue at
Start of Gap
(ft)
Cycle-Average
Queue
(ft)
Queue Storage
Ratio
Prob.

Block.

Prob.

SL Ov.

Ov.

Lane
No.
v/c Av. 95% Av. 95% Av. 95% Av. 95% % %
South: Elks Lane
Lane 1 0.049 1.000 0.0 1.4 3.5 1.4 3.5 1.4 2.5 0.00 0.00 0.0 NA NA Approach 0.049 1.4 3.5 1.4 3.5 1.4 2.5 0.00 0.00
East: Prado Road
Lane 1 0.298 1.000 0.0 15.8 39.3 11.4 28.2 14.5 26.3 0.01 0.02 0.0 NA NA Lane 2 0.298 1.000 0.0 15.8 39.3 11.4 28.2 14.5 26.3 0.01 0.02 0.0 NA NA Approach 0.298 15.8 39.3 11.4 28.2 14.5 26.3 0.01 0.02
North: Elks Lane
Lane 1 0.136 1.000 0.0 4.6 11.5 4.3 10.7 4.5 8.1 0.00 0.01 0.0 NA NA Approach 0.136 4.6 11.5 4.3 10.7 4.5 8.1 0.00 0.01
West: Prado Road
Lane 1 0.495 1.000 0.0 34.8 86.5 18.8 46.8 34.8 63.2 0.02 0.05 0.0 NA NA Lane 2 0.495 1.000 0.0 34.8 86.5 18.8 46.8 34.8 63.2 0.12 0.29 NA 0.0 1 Approach 0.495 34.8 86.5 18.8 46.8 34.8 63.2 0.02 0.05
Intersection 0.495 34.8 86.5 18.8 46.8 34.8 63.2 0.02 0.05 Roundabout Capacity Model: US HCM 6.

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

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

Short Lanes are not included in determining Queue Storage Ratios.

Page 321 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 3

PM PEAK HOUR

Page 322 of 365 ends

SITE LAYOUT
Site: [1 (4)] Single lane PM - NBR Lane (US 101 NB Ramps) New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Created: Monday, August 18, 2025 12:29:26 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 323 of 365 ends

MOVEMENT SUMMARY
Site: [1 (4)] Single lane PM - NBR Lane (US 101 NB Ramps) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Vehicle Movement Performance
Demand
Flows
Mov Arrival Flows 95% Back Of Queue
ID
Turn Mov
Class
Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Qued
Eff.

Stop
Rate
Number
of Cycles
to Depart
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: US 101 NB OFf
3 L2 All MCs 180 4.0 180 4.0 0.268 8.6 LOS A 1.0 26.2 0.63 0.56 0.63 29.1 8 T1 All MCs 1 4.0 1 4.0 0.268 11.6 LOS B 1.0 26.2 0.63 0.56 0.63 31.5 18 R2 All MCs 150 4.0 150 4.0 0.222 7.9 LOS A 0.8 21.1 0.61 0.55 0.61 31.2 Approach 331 4.0 331 4.0 0.268 8.3 LOS A 1.0 26.2 0.62 0.56 0.62 30.0 East: Prado Road
6 T1 All MCs 910 4.0 910 4.0 0.882 25.7 LOS D 26.3 677.3 1.00 1.37 2.25 23.8 16 R2 All MCs 780 4.0 780 4.0 0.484 6.5 LOS A 0.0 0.0 0.00 0.00 0.00 32.6 Approach 1690 4.0 1690 4.0 0.882 16.8 LOS C 26.3 677.3 0.54 0.74 1.21 27.1 West: Prado Road
5 L2 All MCs 100 4.0 100 4.0 0.526 8.4 LOS A 0.0 0.0 0.00 0.00 0.00 34.1 2 T1 All MCs 600 4.0 600 4.0 0.526 5.3 LOS A 0.0 0.0 0.00 0.00 0.00 32.4 Approach 700 4.0 700 4.0 0.526 5.8 LOS A 0.0 0.0 0.00 0.00 0.00 32.6 All Vehicles 2721 4.0 2721 4.0 0.882 13.0 LOS B 26.3 677.3 0.41 0.53 0.83 28.7 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

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

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

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

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

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

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Processed: Wednesday, July 23, 2025 6:46:27 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 324 of 365 ends

QUEUE ANALYSIS
Site: [1 (4)] Single lane PM - NBR Lane (US 101 NB Ramps) Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Lane Queues (Distance)
Lane Number Contin.

Lane
Deg.

Satn
Prog.

Factor
(Queue)
Overflow
Queue
(ft)
Back of Queue
(ft)
Queue at
Start of Gap
(ft)
Cycle-Average
Queue
(ft)
Queue Storage
Ratio
Prob.

Block.

Prob.

SL Ov.

Ov.

Lane
No.
v/c Av. 95% Av. 95% Av. 95% Av. 95% % %
South: US 101 NB OFf
Lane 1 0.268 1.000 0.0 10.5 26.2 9.1 22.6 11.1 20.2 0.01 0.02 0.0 NA NA Lane 2 0.222 1.000 0.0 8.5 21.1 7.5 18.7 8.5 15.4 0.03 0.07 NA 0.0 1 Approach 0.268 10.5 26.2 9.1 22.6 11.1 20.2 0.01 0.02
East: Prado Road
Lane 1 0.882 1.000 110.1 272.5 677.3 142.5 354.1 167.7 304.3 0.17 0.42 0.0 NA NA Lane 2 Y 0.484 1.000 0.0 0.0 0.0 0.0 0.0 1.4 2.5 0.00 0.00 0.0 NA NA Approach 0.882 272.5 677.3 142.5 354.1 167.7 304.3 0.17 0.42 West: Prado Road
Lane 1 0.526 1.000 0.0 0.0 0.0 0.0 0.0 26.8 48.6 0.00 0.00 0.0 NA NA Approach 0.526 0.0 0.0 0.0 0.0 26.8 48.6 0.00 0.00
Intersection 0.882 272.5 677.3 142.5 354.1 167.7 304.3 0.17 0.42 Roundabout Capacity Model: US HCM 6.

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

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

Short Lanes are not included in determining Queue Storage Ratios.

Page 325 of 365 ends

SITE LAYOUT
Site: [2 (4)] Dual lane EB PM (Elks)
New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Layout pictures are schematic functional drawings reflecting input data. They are not design drawings.

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Created: Monday, August 18, 2025 12:30:54 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 326 of 365 ends

MOVEMENT SUMMARY
Site: [2 (4)] Dual lane EB PM (Elks)
Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Vehicle Movement Performance
Demand
Flows
Mov Arrival Flows 95% Back Of Queue
ID
Turn Mov
Class
Deg.

Satn
Aver.

Delay
Level of
Service
Prop.

Qued
Eff.

Stop
Rate
Number
of Cycles
to Depart
Aver.

Speed
[ Total HV ] [ Total HV ] [ Veh. Dist ]
veh/h % veh/h % v/c sec veh ft mph
South: Elks Lane
3 L2 All MCs 30 4.0 30 4.0 0.109 6.8 LOS A 0.3 9.0 0.57 0.53 0.57 25.1 8 T1 All MCs 20 4.0 20 4.0 0.109 6.8 LOS A 0.3 9.0 0.57 0.53 0.57 25.4 18 R2 All MCs 20 4.0 20 4.0 0.109 6.8 LOS A 0.3 9.0 0.57 0.53 0.57 25.3 Approach 70 4.0 70 4.0 0.109 6.8 LOS A 0.3 9.0 0.57 0.53 0.57 25.2 East: Prado Road
1 L2 All MCs 10 4.0 10 4.0 0.659 11.0 LOS B 6.0 154.8 0.51 0.23 0.51 24.4 6 T1 All MCs 1600 4.0 1600 4.0 0.659 11.0 LOS B 6.0 154.8 0.51 0.23 0.51 28.2 16 R2 All MCs 20 4.0 20 4.0 0.659 11.0 LOS B 6.0 154.8 0.51 0.23 0.51 28.0 Approach 1630 4.0 1630 4.0 0.659 11.0 LOS B 6.0 154.8 0.51 0.23 0.51 28.2 North: Elks Lane
7 L2 All MCs 50 4.0 50 4.0 0.436 24.8 LOS C 1.4 35.4 0.85 0.94 1.16 23.3 4 T1 All MCs 10 4.0 10 4.0 0.436 24.8 LOS C 1.4 35.4 0.85 0.94 1.16 21.0 14 R2 All MCs 60 4.0 60 4.0 0.436 24.8 LOS C 1.4 35.4 0.85 0.94 1.16 23.4 Approach 120 4.0 120 4.0 0.436 24.8 LOS C 1.4 35.4 0.85 0.94 1.16 23.1 West: Prado Road
5 L2 All MCs 50 4.0 50 4.0 0.294 5.3 LOS A 1.5 38.4 0.23 0.09 0.23 29.6 2 T1 All MCs 690 4.0 690 4.0 0.294 5.3 LOS A 1.5 38.4 0.23 0.09 0.23 30.2 12 R2 All MCs 10 4.0 10 4.0 0.294 5.3 LOS A 1.5 38.4 0.23 0.09 0.23 26.2 Approach 750 4.0 750 4.0 0.294 5.3 LOS A 1.5 38.4 0.23 0.09 0.23 30.1 All Vehicles 2570 4.0 2570 4.0 0.659 9.9 LOS A 6.0 154.8 0.44 0.23 0.46 28.3 Site Level of Service (LOS) Method: Delay & v/c (HCM 6). Site LOS Method is specified in the Parameter Settings dialog (Options tab).

Roundabout LOS Method: Same as Sign Control.

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

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

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

Roundabout Capacity Model: US HCM 6.

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

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

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

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

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

SIDRA INTERSECTION 10.0 | Copyright © 2000-2025 Akcelik and Associates Pty Ltd | sidrasolutions.com Organisation: DKS ASSOCIATES | Licence: NETWORK / FLOATING | Processed: Wednesday, July 23, 2025 6:36:58 PM Project: L:\All-DKS\SAC\P\24000\900s\P24989-000 City of SLO - US101 Prado Road Interchange\12 Traffic Analysis\Sidra\2050 RABs.sipx

Page 327 of 365 ends

QUEUE ANALYSIS
Site: [2 (4)] Dual lane EB PM (Elks)
Output produced by SIDRA INTERSECTION Version: 10.0.5.217 New Site
Site Category: (None)
Roundabout
Site Scenario: 1 | Local Volumes
Lane Queues (Distance)
Lane Number Contin.

Lane
Deg.

Satn
Prog.

Factor
(Queue)
Overflow
Queue
(ft)
Back of Queue
(ft)
Queue at
Start of Gap
(ft)
Cycle-Average
Queue
(ft)
Queue Storage
Ratio
Prob.

Block.

Prob.

SL Ov.

Ov.

Lane
No.
v/c Av. 95% Av. 95% Av. 95% Av. 95% % %
South: Elks Lane
Lane 1 0.109 1.000 0.0 3.6 9.0 3.4 8.5 3.4 6.2 0.00 0.01 0.0 NA NA Approach 0.109 3.6 9.0 3.4 8.5 3.4 6.2 0.00 0.01
East: Prado Road
Lane 1 0.659 1.000 0.0 62.3 154.8 25.0 62.0 64.3 116.7 0.04 0.10 0.0 NA NA Lane 2 0.659 1.000 0.0 62.3 154.8 25.0 62.0 64.3 116.7 0.04 0.10 0.0 NA NA Approach 0.659 62.3 154.8 25.0 62.0 64.3 116.7 0.04 0.10 North: Elks Lane
Lane 1 0.436 1.000 2.8 14.2 35.4 14.2 35.3 21.3 38.7 0.01 0.02 0.0 NA NA Approach 0.436 14.2 35.4 14.2 35.3 21.3 38.7 0.01 0.02
West: Prado Road
Lane 1 0.294 1.000 0.0 15.5 38.4 11.2 27.8 14.3 26.0 0.01 0.02 0.0 NA NA Lane 2 0.294 1.000 0.0 15.5 38.4 11.2 27.8 14.3 26.0 0.05 0.13 NA 0.0 1 Approach 0.294 15.5 38.4 11.2 27.8 14.3 26.0 0.01 0.02
Intersection 0.659 62.3 154.8 25.0 62.0 64.3 116.7 0.04 0.10 Roundabout Capacity Model: US HCM 6.

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

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

Short Lanes are not included in determining Queue Storage Ratios.

Page 328 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 SECTION 2: VISSIM RESULTS

Page 329 of 365 ends

US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025

NO BUILD

AM PEAK HOUR

Page 330 of 365 ends

City of SLO - US101 Prado Road Interchange No Build AM
Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left - -
Through 30 34 113% 0.7 8 A
Right 310 99% 0.1 308 4 A
U-Turn - -
Total 340 101% 0.1 342 4 A
Left 55 54 98% 0.1 6 A
Through - -
Right 15 14 93% 0.3 3 A
U-Turn - -
Total 70 97% 0.2 68 5 A
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left - -
Through 565 100% 0.1 563 30 D
Right 15 15 100% 0.0 22 C
U-Turn - -
Total 580 100% 0.1 578 30 D
990 100% 0.1 988 19 C
TABLE: AVERAGE DELAY
Total
US 101 Ramps /
Prado Rd / Elks Ln
NB
SB
EB
WB
DKS Associates Page 331 of 365 9/2/2025
City of SLO - US101 Prado Road Interchange No Build AM
20 (60)


 225 (475)


40 (120)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd /
Elks Ln
DKS Associates Page 332 of 365 9/2/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025

NO BUILD

PM PEAK HOUR

Page 333 of 365 ends

City of SLO - US101 Prado Road Interchange No Build PM
Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left - -
Through 10 11 110% 0.3 7 A
Right 125 98% 0.2 123 2 A
U-Turn - -
Total 135 99% 0.1 134 2 A
Left 45 44 98% 0.1 6 A
Through - -
Right 25 23 92% 0.4 4 A
U-Turn - -
Total 70 96% 0.4 67 5 A
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left - -
Through 980 61% 13.5 267 600 F
Right 30 19 63% 2.2 260 F
U-Turn - -
Total 1010 61% 13.7 267 619 F
1215 67% 12.4 202 820 F
EB
WB
TABLE: AVERAGE DELAY
Total
US 101 Ramps /
Prado Rd / Elks Ln
NB
SB
DKS Associates Page 334 of 365 9/2/2025
City of SLO - US101 Prado Road Interchange No Build PM
20 (60)


 1545 (1690)


10 (60)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd /
Elks Ln
DKS Associates Page 335 of 365 9/2/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1A

AM PEAK HOUR

Page 336 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 1A AM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 240 234 98% 0.4 34 C
Through - -
Right 300 305 102% 0.3 13 B
U-Turn - -
Total 540 539 100% 0.0 22 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 97 97% 0.3 34 C
Through 1150 1146 100% 0.1 8 A
Right - -
U-Turn - -
Total 1250 1243 99% 0.2 10 A
Left - -
Through 620 616 99% 0.2 13 B
Right 350 353 101% 0.2 9 A
U-Turn - -
Total 970 969 100% 0.0 11 B
2760 2751 100% 0.2 13 B
Left 10 11 110% 0.3 51 D
Through 5 5 100% 0.0 33 C
Right 5 4 80% 0.5 7 A
U-Turn - -
Total 20 20 100% 0.0 38 D
Left 40 39 98% 0.2 47 D
Through 20 20 100% 0.0 31 C
Right 30 28 93% 0.4 11 B
U-Turn - -
Total 90 87 97% 0.3 32 C
Left 40 36 90% 0.6 49 D
Through 1370 1375 100% 0.1 13 B
Right 40 40 100% 0.0 11 B
U-Turn - -
Total 1450 1451 100% 0.0 14 B
Left 20 19 95% 0.2 47 D
Through 930 930 100% 0.0 14 B
Right 20 19 95% 0.2 12 B
U-Turn - -
Total 970 968 100% 0.1 14 B
2530 2526 100% 0.1 15 B
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
EB
WB
DKS Associates Page 337 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 1A AM 8 $ 9
60 (130) = < 85 (245)
140 (235) " ! 115 (240)
? >
: # ;
130 (235) 85 (185)
25 (65) 30 (80)
8 $ 9
30 (80) = <
265 (470) " ! 185 (355)
? > 15 (45)
: # ;
10 (35) 5 (20)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 338 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1A

PM PEAK HOUR

Page 339 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 1A PM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 180 177 98% 0.2 37 D
Through - -
Right 150 152 101% 0.2 7 A
U-Turn - -
Total 330 329 100% 0.1 23 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 95 95% 0.5 39 D
Through 610 612 100% 0.1 5 A
Right - -
U-Turn - -
Total 710 707 100% 0.1 9 A
Left - -
Through 1110 1107 100% 0.1 16 B
Right 780 788 101% 0.3 29 C
U-Turn - -
Total 1890 1895 100% 0.1 21 C
2930 2931 100% 0.0 19 B
Left 30 28 93% 0.4 53 D
Through 20 22 110% 0.4 41 D
Right 20 19 95% 0.2 11 B
U-Turn - -
Total 70 69 99% 0.1 38 D
Left 50 51 102% 0.1 49 D
Through 10 11 110% 0.3 45 D
Right 60 58 97% 0.3 22 C
U-Turn - -
Total 120 120 100% 0.0 36 D
Left 50 50 100% 0.0 55 D
Through 700 705 101% 0.2 10 A
Right 10 8 80% 0.7 6 A
U-Turn - -
Total 760 763 100% 0.1 13 B
Left 10 9 90% 0.3 64 E
Through 1800 1799 100% 0.0 39 D
Right 20 22 110% 0.4 38 D
U-Turn - -
Total 1830 1830 100% 0.0 39 D
2780 2782 100% 0.0 31 C
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
EB
WB
DKS Associates Page 340 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 1A PM 8 $ 9
65 (135) = < 430 (725)
60 (115) " ! 310 (715)
? >
: # ;
110 (210) 35 (85)
35 (90) 40 (95)
8 $ 9
45 (105) = <
105 (240) " ! 665 (950)
? > 10 (45)
: # ;
25 (65) 20 (70)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 341 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1B

AM PEAK HOUR

Page 342 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 1B AM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 240 98% 0.3 235 31 C
Through - -
Right 300 102% 0.3 305 13 B
U-Turn - -
Total 540 100% 0.0 540 21 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 97% 0.3 97 31 C
Through 1150 100% 0.0 1150 8 A
Right - -
U-Turn - -
Total 1250 1247 100% 0.1 10 B
Left - -
Through 620 99% 0.3 613 13 B
Right 350 101% 0.1 352 3 A
U-Turn - -
Total 970 99% 0.2 965 9 A
2760 2752 100% 0.2 12 B
Left 10 100% 0.0 10 51 D
Through 5 100% 0.0 5 38 D
Right 5 100% 0.0 5 10 B
U-Turn - -
Total 20 100% 0.0 20 38 D
Left 40 98% 0.2 39 49 D
Through 20 110% 0.4 22 36 D
Right 30 93% 0.4 28 11 B
U-Turn - -
Total 90 99% 0.1 89 34 C
Left 40 90% 0.6 36 47 D
Through 1370 100% 0.1 1373 13 B
Right 40 100% 0.0 40 11 B
U-Turn - -
Total 1450 1449 100% 0.0 14 B
Left 20 95% 0.2 19 48 D
Through 930 100% 0.1 927 13 B
Right 20 90% 0.5 18 12 B
U-Turn - -
Total 970 99% 0.2 964 14 B
2530 2522 100% 0.2 15 B
EB
WB
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
DKS Associates Page 343 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 1B AM 8 $ 9
55 (135) = < 30 (145)
135 (260) " ! 115 (260)
? >
: # ;
120 (240) 85 (190)
25 (75) 30 (85)
8 $ 9
30 (85) = <
255 (515) " ! 180 (355)
? > 20 (60)
: # ;
10 (40) 5 (25)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 344 of 365 8/20/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 1B

PM PEAK HOUR

Page 345 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 1B PM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 180 98% 0.2 177 33 C
Through - -
Right 150 101% 0.2 152 7 A
U-Turn - -
Total 330 100% 0.1 329 21 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 95% 0.5 95 34 C
Through 610 100% 0.1 613 5 A
Right - -
U-Turn - -
Total 710 100% 0.1 708 9 A
Left - -
Through 1110 100% 0.0 1110 13 B
Right 780 101% 0.3 789 7 A
U-Turn - -
Total 1890 1899 100% 0.2 10 B
2930 2936 100% 0.1 11 B
Left 30 90% 0.6 27 53 D
Through 20 110% 0.4 22 41 D
Right 20 95% 0.2 19 11 B
U-Turn - -
Total 70 97% 0.2 68 37 D
Left 50 104% 0.3 52 48 D
Through 10 110% 0.3 11 40 D
Right 60 98% 0.1 59 20 C
U-Turn - -
Total 120 102% 0.2 122 34 C
Left 50 98% 0.1 49 55 D
Through 700 101% 0.2 704 10 A
Right 10 80% 0.7 8 7 A
U-Turn - -
Total 760 100% 0.0 761 12 B
Left 10 80% 0.7 8 63 E
Through 1800 100% 0.0 1802 32 C
Right 20 110% 0.4 22 30 C
U-Turn - -
Total 1830 1832 100% 0.0 32 C
2780 2783 100% 0.1 27 C
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
EB
WB
DKS Associates Page 346 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 1B PM 8 $ 9
60 (135) = < 115 (495)
60 (130) " ! 220 (545)
? >
: # ;
95 (205) 40 (95)
35 (90) 40 (90)
8 $ 9
40 (105) = <
105 (210) " ! 610 (945)
? > 10 (45)
: # ;
25 (70) 20 (70)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 347 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2A

AM PEAK HOUR

Page 348 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 2A AM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 240 98% 0.3 236 37 D
Through - -
Right 300 102% 0.3 305 27 C
U-Turn - -
Total 540 100% 0.0 541 31 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 99% 0.1 99 42 D
Through 950 100% 0.0 949 17 B
Right - -
U-Turn - -
Total 1050 1048 100% 0.1 19 B
Left - -
Through 420 99% 0.2 415 16 B
Right 350 100% 0.0 350 10 B
U-Turn - -
Total 770 99% 0.2 765 13 B
2360 2354 100% 0.1 20 B
Left 10 100% 0.0 10 51 D
Through 5 100% 0.0 5 41 D
Right 5 100% 0.0 5 7 A
U-Turn - -
Total 20 100% 0.0 20 38 D
Left 40 100% 0.0 40 46 D
Through 20 105% 0.2 21 33 C
Right 30 97% 0.2 29 9 A
U-Turn - -
Total 90 100% 0.0 90 31 C
Left 40 93% 0.5 37 44 D
Through 1170 101% 0.2 1176 12 B
Right 40 98% 0.2 39 9 A
U-Turn - -
Total 1250 1252 100% 0.1 13 B
Left 20 95% 0.2 19 40 D
Through 730 100% 0.0 731 13 B
Right 20 100% 0.0 20 10 A
U-Turn - -
Total 770 100% 0.0 770 13 B
2130 2132 100% 0.0 14 B
EB
WB
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
DKS Associates Page 349 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 2A AM 8 $ 9
75 (140) = < 105 (295)
410 (865) " ! 160 (360)
? >
: # ;
135 (255) 140 (330)
25 (70) 30 (90)
8 $ 9
30 (80) = <
235 (585) " ! 150 (315)
? > 20 (50)
: # ;
10 (45) 5 (25)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 350 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2A

PM PEAK HOUR

Page 351 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 2A PM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 180 99% 0.1 178 37 D
Through - -
Right 150 101% 0.2 152 9 A
U-Turn - -
Total 330 100% 0.0 330 24 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 96% 0.4 96 35 D
Through 600 101% 0.1 603 7 A
Right - -
U-Turn - -
Total 700 100% 0.0 699 11 B
Left - -
Through 910 99% 0.3 901 16 B
Right 780 101% 0.1 784 27 C
U-Turn - -
Total 1690 1685 100% 0.1 21 C
2720 2714 100% 0.1 19 B
Left 30 93% 0.4 28 53 D
Through 20 105% 0.2 21 39 D
Right 20 100% 0.0 20 10 B
U-Turn - -
Total 70 99% 0.1 69 36 D
Left 50 104% 0.3 52 48 D
Through 10 110% 0.3 11 46 D
Right 60 97% 0.3 58 18 B
U-Turn - -
Total 120 101% 0.1 121 33 C
Left 50 100% 0.0 50 58 E
Through 690 101% 0.2 694 10 A
Right 10 80% 0.7 8 7 A
U-Turn - -
Total 750 100% 0.1 752 13 B
Left 10 80% 0.7 8 66 E
Through 1600 100% 0.2 1593 30 C
Right 20 95% 0.2 19 27 C
U-Turn - -
Total 1630 1620 99% 0.2 30 C
2570 2562 100% 0.2 26 C
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
EB
WB
DKS Associates Page 352 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 2A PM 8 $ 9
60 (135) = < 460 (740)
130 (300) " ! 435 (740)
? >
: # ;
105 (205) 40 (105)
35 (95) 45 (90)
8 $ 9
45 (105) = <
100 (220) " ! 550 (945)
? > 10 (45)
: # ;
25 (65) 20 (65)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 353 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2B

AM PEAK HOUR

Page 354 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 2B AM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 240 98% 0.3 236 36 D
Through - -
Right 300 101% 0.2 304 26 C
U-Turn - -
Total 540 100% 0.0 540 31 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 99% 0.1 99 42 D
Through 950 100% 0.1 947 16 B
Right - -
U-Turn - -
Total 1050 1046 100% 0.1 19 B
Left - -
Through 420 99% 0.1 417 16 B
Right 350 101% 0.1 352 2 A
U-Turn - -
Total 770 100% 0.0 769 9 A
2360 2355 100% 0.1 18 B
Left 10 100% 0.0 10 51 D
Through 5 100% 0.0 5 41 D
Right 5 100% 0.0 5 7 A
U-Turn - -
Total 20 100% 0.0 20 37 D
Left 40 100% 0.0 40 45 D
Through 20 100% 0.0 20 33 C
Right 30 97% 0.2 29 10 A
U-Turn - -
Total 90 99% 0.1 89 31 C
Left 40 93% 0.5 37 42 D
Through 1170 101% 0.2 1178 12 B
Right 40 98% 0.2 39 8 A
U-Turn - -
Total 1250 1254 100% 0.1 13 B
Left 20 95% 0.2 19 41 D
Through 730 100% 0.0 729 13 B
Right 20 100% 0.0 20 10 A
U-Turn - -
Total 770 100% 0.1 768 13 B
2130 2131 100% 0.0 14 B
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
EB
WB
DKS Associates Page 355 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 2B AM 8 $ 9
70 (140) = < 20 (105)
395 (865) " ! 155 (350)
? >
: # ;
130 (250) 135 (330)
25 (70) 30 (90)
8 $ 9
30 (80) = <
235 (585) " ! 150 (310)
? > 20 (50)
: # ;
10 (45) 5 (25)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 356 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 2B

PM PEAK HOUR

Page 357 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 2B PM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 180 98% 0.3 176 37 D
Through - -
Right 150 101% 0.2 152 10 A
U-Turn - -
Total 330 99% 0.1 328 24 C
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 96% 0.4 96 35 D
Through 600 101% 0.2 604 7 A
Right - -
U-Turn - -
Total 700 100% 0.0 700 11 B
Left - -
Through 910 99% 0.2 903 16 B
Right 780 101% 0.2 785 6 A
U-Turn - -
Total 1690 1688 100% 0.0 11 B
2720 2716 100% 0.1 13 B
Left 30 93% 0.4 28 54 D
Through 20 110% 0.4 22 42 D
Right 20 100% 0.0 20 10 A
U-Turn - -
Total 70 100% 0.0 70 38 D
Left 50 104% 0.3 52 50 D
Through 10 110% 0.3 11 42 D
Right 60 97% 0.3 58 15 B
U-Turn - -
Total 120 101% 0.1 121 32 C
Left 50 100% 0.0 50 57 E
Through 690 101% 0.2 696 9 A
Right 10 80% 0.7 8 4 A
U-Turn - -
Total 750 101% 0.1 754 13 B
Left 10 80% 0.7 8 58 E
Through 1600 100% 0.2 1594 28 C
Right 20 95% 0.2 19 24 C
U-Turn - -
Total 1630 1621 99% 0.2 28 C
2570 2566 100% 0.1 24 C
EB
WB
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
DKS Associates Page 358 of 365 8/18/2025
City of SLO - US101 Prado Road Interchange Alternative 2B PM 8 $ 9
60 (135) = < 120 (645)
130 (325) " ! 390 (720)
? >
: # ;
105 (200) 40 (105)
30 (85) 45 (100)
8 $ 9
40 (105) = <
100 (200) " ! 525 (940)
? > 10 (45)
: # ;
25 (65) 20 (70)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 359 of 365 8/18/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 3

AM PEAK HOUR

Page 360 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 3 AM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 240 98% 0.3 235 76 F
Through - -
Right 300 101% 0.2 304 118 F
U-Turn - -
Total 540 100% 0.0 100 539 F
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 98% 0.2 98 5 A
Through 950 100% 0.1 948 5 A
Right - -
U-Turn - -
Total 1050 1046 100% 0.1 5 A
Left - -
Through 420 99% 0.1 417 5 A
Right 350 101% 0.1 352 1 A
U-Turn - -
Total 770 100% 0.0 769 3 A
2360 2354 100% 0.1 26 D
Left 10 100% 0.0 10 13 B
Through 5 100% 0.0 5 10 B
Right 5 100% 0.0 5 3 A
U-Turn - -
Total 20 100% 0.0 20 10 A
Left 40 100% 0.0 40 4 A
Through 20 105% 0.2 21 4 A
Right 30 93% 0.4 28 1 A
U-Turn - -
Total 90 99% 0.1 89 3 A
Left 40 90% 0.6 36 7 A
Through 1170 101% 0.2 1178 7 A
Right 40 98% 0.2 39 2 A
U-Turn - -
Total 1250 1253 100% 0.1 7 A
Left 20 95% 0.2 19 2 A
Through 730 100% 0.0 729 1 A
Right 20 105% 0.2 21 1 A
U-Turn - -
Total 770 100% 0.0 769 1 A
2130 2131 100% 0.0 5 A
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
EB
WB
DKS Associates Page 361 of 365 8/22/2025
City of SLO - US101 Prado Road Interchange Alternative 3 AM 8 $ 9
= < 0 (0)
0 (0) " ! 55 (175)
? >
: # ;
235 (910) 555 (1365)
25 (90)
8 $ 9
= <
70 (130) " ! 35 (115)
? >
: # ;
15 (50)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 362 of 365 8/22/2025
US 101 AND PRADO ROAD INTERCHANGE • SENSITIVITY ANALYSIS • OCTOBER 2025 ALTERNATIVE 3

PM PEAK HOUR

Page 363 of 365 ends

City of SLO - US101 Prado Road Interchange Alternative 3 PM Intersection Approach Movement
Demand
Volume
Served
Volume % Served GEH
Average
Delay (s) LOS
Left 180 98% 0.2 177 6 A
Through - -
Right 150 101% 0.2 152 6 A
U-Turn - -
Total 330 100% 0.1 329 6 A
Left - -
Through - -
Right - -
U-Turn - -
Total - - 0
Left 100 95% 0.5 95 2 A
Through 600 101% 0.2 604 2 A
Right - -
U-Turn - -
Total 700 100% 0.0 699 2 A
Left - -
Through 910 99% 0.3 901 16 C
Right 780 100% 0.1 782 3 A
U-Turn - -
Total 1690 1683 100% 0.2 10 B
2720 2711 100% 0.2 8 A
Left 30 97% 0.2 29 6 A
Through 20 105% 0.2 21 5 A
Right 20 100% 0.0 20 2 A
U-Turn - -
Total 70 100% 0.0 70 4 A
Left 50 104% 0.3 52 18 C
Through 10 110% 0.3 11 19 C
Right 60 95% 0.4 57 10 B
U-Turn - -
Total 120 100% 0.0 120 14 B
Left 50 102% 0.1 51 5 A
Through 690 101% 0.3 698 4 A
Right 10 80% 0.7 8 1 A
U-Turn - -
Total 750 101% 0.3 757 4 A
Left 10 90% 0.3 9 7 A
Through 1600 100% 0.1 1597 6 A
Right 20 95% 0.2 19 4 A
U-Turn - -
Total 1630 1625 100% 0.1 6 A
2570 2572 100% 0.0 6 A
EB
WB
TABLE: AVERAGE DELAY
Total
Total
Elks Ln / Prado Rd
NB
SB
EB
WB
US 101 Ramps /
Prado Rd
NB
SB
DKS Associates Page 364 of 365 8/22/2025
City of SLO - US101 Prado Road Interchange Alternative 3 PM 8 $ 9
= < 10 (80)
0 (0) " ! 295 (740)
? >
: # ;
45 (125) 45 (120)
50 (135)
8 $ 9
= <
50 (105) " ! 160 (550)
? >
: # ;
20 (75)
TABLE: QUEUE COUNTERS (Avg/95th)
1: US 101 Ramps / Prado Rd
2: Elks Ln / Prado Rd
DKS Associates Page 365 of 365 8/22/2025

San Luis Obispo City CouncilNovember 4, 2025

San Luis Obispo City Council
November 4, 2025