3: Sheeler Avenue & Dunbridge Street

Apopka Planning Commission Meeting · 2026-04-14 · agenda_item

The City of Apopka is reviewing traffic data for the intersection of Sheeler Avenue and Dunbridge Street. This review includes an analysis of current and projected traffic volumes and delays. The "Sheeler Park Synchro 12 Report" is part of this process. The item is currently under review by the Apopka Planning Commission. This review could lead to future traffic signal improvements or intersection modifications. Such projects typically involve site clearing, grading, utility work, paving, and traffic control systems. Local contractors, suppliers, and service providers should monitor this review for potential future opportunities as plans develop.

Intersection Delay

0.4 s/veh

Traffic Volume

7 veh/h

Traffic Volume

6 veh/h

Traffic Volume

345 veh/h

Traffic Volume

13 veh/h

Traffic Volume

11 veh/h

Traffic Volume

355 veh/h

Future Traffic Volume

7 veh/h

Future Traffic Volume

6 veh/h

Future Traffic Volume

345 veh/h

Future Traffic Volume

13 veh/h

Future Traffic Volume

11 veh/h

Future Traffic Volume

355 veh/h

Conflicting Peds

0 #/hr

Storage Length

0

Veh in Median Storage

0 #

Grade

0 %

Peak Hour Factor

84

Heavy Vehicles

0 %

Mvmt Flow

8

Mvmt Flow

7

Mvmt Flow

411

Mvmt Flow

15

Mvmt Flow

13

Mvmt Flow

423

Conflicting Flow

867

Conflicting Flow

418

Conflicting Flow

0

Conflicting Flow

426

Stage 1 Conflicting Flow

418

Stage 2 Conflicting Flow

449

Critical Hdwy

6.4

Critical Hdwy

6.2

Critical Hdwy

4.1

Critical Hdwy Stg 1

5.4

Critical Hdwy Stg 2

5.4

Follow-up Hdwy

3.5

Follow-up Hdwy

3.3

Follow-up Hdwy

2.2

Pot Cap-1 Maneuver

326

Pot Cap-1 Maneuver

639

Pot Cap-1 Maneuver

1144

Stage 1 Pot Cap-1

668

Stage 2 Pot Cap-1

647

Mov Cap-1 Maneuver

322

Mov Cap-1 Maneuver

639

Mov Cap-1 Maneuver

1144

Stage 1 Mov Cap-1

668

Stage 2 Mov Cap-1

640

Mov Cap-2 Maneuver

322

HCM Ctrl Dly

13.95 s/v

HCM Ctrl Dly

0 s/v

HCM Ctrl Dly

0.25 s/v

Capacity

418 veh/h

Capacity

1144 veh/h

HCM Lane V/C Ratio

0.0370

HCM Lane V/C Ratio

0.011

HCM Ctrl Dly

14 s/v

HCM Ctrl Dly

8.2 s/v

HCM 95th %tile Q

0.1 veh

HCM 95th %tile Q

0 veh