TRAFFIC CONCURRENCY ANALYSIS

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OKALOOSA COUNTY PARCEL ID:

26‐1S‐24‐0000‐001‐0060

PREPARED FOR:

FREEDOM

BEACON,

LLC

P.O. Box 1735

Destin, FL 32541

Phone: (850) 654‐4126

Applicant: Jay Odom

Director of Development: Mary Rosenheim

Project Manager: Jack Rhodes

PREPARED BY:

AVCON, INC.

Engineers & Planners

320 Bayshore Drive, Suite A

Niceville, FL 32578

Phone: (850) 678‐0050

Fax: (850) 678‐0040

Email:

[email protected]

September 19, 2019

Revised: April 29, 2020

Tonia D. Nation, P.E. Florida Registration #64631 DATE: April 29, 2020 AVCON, Inc.

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PREPARED FOR: FREEDOM BEACON, LLC Table of Contents 1.0 GENERAL INFORMATION 1 2.0 EXISTING CONDITIONS 1 3.0 PROJECT ANALYSIS 1 Table 1: Anticipated Development Area Uses 1 4.0 TRIP GENERATION 2 Table 2: PM Peak Hour Trip Generation Analysis 3 5.0 NEW TRIP PERCENTAGE 4 Table 3: Project Trips with Internal Capture 4 6.0 TRIP DISTRIBUTION A. Project Site Entrance‐Right Turn Lane 4 Table 4: Net PM Peak Hour Trip Distribution 4‐5 Table 5: FDOT 2018 AADT Report Summary for Affected Roadway Segments 5 Table 6: FDOT 2018 Generalized Peak Hour Directional Volumes 6 7.0 TURN LANE ANALYSIS 6 A. Project Site Entrance‐ Right Turn Lane 6 B. Project Site Entrance‐ Left Turn Lane 7 8.0 CONCLUSION 7 Appendix A: Trip Distribution Map Appendix B: Site Location Map Appendix C: Site Location Aerial Appendix D: Supporting Documentation

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TRAFFICCONCURRENCYANALYSIS FREEDOM BEACON PARK

Prepared For:

FREEDOMBEACON,LLC September 19, 2019 Revised: April 29, 2020 1.0 GENERAL INFORMATION

This analysis is to determine the traffic impacts of a proposed 52.44-acre mixed-use development, Freedom Beacon Park in Okaloosa County, Fort Walton Beach, Florida. The mixed-use development will be a multi-phase development with Phases I consisting of a parkway (Liberty Parkway), and roundabouts. Future development uses may include a public use park, multifamily apartments, commercial, retail and office within the development. The parcel is located on a 52.44-acre parcel north of State Road 189 and east of Roberts Blvd. The parcel has direct access to State Road 189 (Lewis Turner Blvd) which is a minor arterial roadway with future connections to Roberts Blvd and Judge Maney Road. The impacted roadways are located within the city limits of the City of Fort Walton Beach, Florida.

2.0 EXISTING CONDITIONS

The 52.44-acre parcel is currently wooded/vacant and is part of an Enhanced Use Land Lease with the United States of America by and through Secretary of the Air Force. Attachment A includes an aerial of

the subject parcel. State Road 189 (Lewis Turner Blvd) is a four-lane, divided minor arterial roadway with a posted speed limit of 45 mph.

3.0 PROJECT ANALYSIS

The Freedom Beacon Park is a phased mixed-use development. This analysis will include the traffic impacts for the entire project based on projected development uses. The uses are subject to change based on market demand and the traffic impacts associated with future development will be reassessed at the time of permitting of the individual phases.

Table 1

Anticipated Development Area Uses

Use/Phase Quantity Units

Public Use Park 2 Acre

Phase 2- Apartments 312 Dwelling Unit

Phase 3- Hotel 123 Unit/Room

Phase 4- Restaurant #1 (Conventional) 200 seats

Phase 5- Office 85,000 square foot

Phase 6- Office 80,000 square foot

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Conservative assumptions were utilized for the development areas use to ensure that the roadway geometry and concurrency meet the Florida Department of Transportation (FDOT) and City of Fort Walton Beach permit requirements. Freedom Beacon Park Phase I consists of 6.10-acres with the proposed parkway, roundabout connections, Lewis Turner Blvd turn lane improvements, and Patriot Park will be a future out parcel to be developed as part of a later phase. The associated parking and sidewalk associated with the park will be constructed in Phase I of the development.

Liberty Parkway and the left and right turning lanes on Lewis Turner Blvd have been designed to accommodate most mixed-use future development alternatives. The turn lane analysis can be found in

Section 7.0 of this report. 4.0 TRIP GENERATION

The Institute of Transportation Engineer’s (ITE) Trip Generation Manuel, 10th_{Edition was used to}

determine the PM peak hour trips generated for each of the anticipated proposed development areas. The following ITE codes were used in the analysis:

• Public Use Park (ITE 411)

• Multifamily Housing- Low Rise (ITE 220) • Business Hotel (ITE 312)

• General Office Building (ITE 710)

• High Turnover- Sit Down Restaurant (ITE 932)

The development area projections are subject to change and the trip impacts shall be re-evaluated with each development order request. Table 2 summarizes the total trips generated by the proposed

development from the ITE Manual.

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Table 2

PM Peak Hour Trip Generation Analysis

Land Use ITE Code Unit _{Peak Hr Rate}PM PM Peak _{Hr Trips} Percentage (%) Trips

Patriot Park 411 1.981 _0.32 ₁ Entering 55% 1

Exiting 45% 0

Phase 2:

Multifamily Housing (Low Rise) 220 3122 0.56 175

Entering 63% 110 Exiting 37% 65 Phase 3: Business Hotel 312 1233 0.32 39 Entering 55% 21 Exiting 45% 18 Phase 4:

High Turnover (Sit Down) Restaurant 932 3.54 9.77 34

Entering 62% 21

Exiting 38% 13

Phase 4:

Entering 62% 21

Exiting 38% 13

Phase 4:

Entering 62% 21 Exiting 38% 13 Phase 5: General Office 710 854 1.15 98 Entering 16% 16 Exiting 84% 82 Phase 6: General Office 710 804 1.15 92 Entering 16% 15 Exiting 84% 77 Phase 6: General Office 710 804 1.15 92 Entering 16% 15 Exiting 84% 77 Total Entering 241 Total Exiting 358 Total Trips 599

1. Per acreage of park area. 2. Per number of housing units. 3. Per number of hotel rooms. 4. Per 1000 sf.

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5.0 NEW TRIP PERCENTAGE

The New Trip Percentages are the trips used to calculate the impact of new development in the primary traffic area. The proposed development will likely result in internal capture as well as pass-by trips associated with the restaurant uses. Due to the uses being project uses for the development areas an internal capture of 10% is assumed. Future reports may utilize higher internal capture assumptions once the development timeline and uses are established.

Table 3

Project Trips with Internal Capture

Total Project Trips Trips without Internal Capture 10% Internal Capture Reduction

Total Entering 241 217

Total Exiting 358 322

Total Reduced Trips 539

6.0 TRIP DISTRIBUTION

Per Chapter 9.02.04 (B) of the City of Fort Walton Beach Land Development Code (LDC) the PM peak hour trip generation rates, shall be used in the traffic concurrency analysis. The trip distribution analysis (see

Appendix A for Trip Distribution Map) was performed reviewing the geographical location of the project,

the land uses associated with the project. The following roadway was analyzed, and the PM peak-hour trips were distributed to the roadway segments as shown below:

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6.1 Trip Distribution from Project Site

The roadway impacted is an urban minor arterial roadway maintained by the Florida Department of Transportation. Based on the FDOT Generalized Peak Hour Directional Volumes for Florida’s

Urbanized Areas, Table 7, the maximum capacity of Lewis Turner Blvd (State Road 189) is 3,420

for a LOS E roadway (4-lane, divided, speed limit 45 mph or slower) the speed limit transitions from 35 to 45 mph on Lewis Turner Blvd between Roberts Blvd and the entrance to the City of Fort Walton Beach Municipal Golf Course. Lewis Turner Blvd (State Road 189) will be subject to most of the traffic impacts during the PM Peak Hour, Peak Segment. Table 4 below summarizes

the trip distribution assumed west and east of the project site.

Table 4

Net PM Peak Hour Trip Distribution

40% Entering= 217 trips Project Site Total Trips= 539 60% Exiting= 322 trips Lewis Turner Blvd West of Project Site

(1) Lewis Turner Blvd (W) 60% of Entering= 130 trips

60% of Exiting= 193 trips

(4) Roberts Blvd 2% NB of (1) 4 trips

2% SB of (1) 3 trips

(5) Lewis Turner (W) 98% EB of (1) 127 trips

98% WB of (1) 189 trips

(6) Forest Heights Road 2% NB of (5) 4 trips

98% WB of (5) 186 trips

(9) Gospel Road 2% NB of (7) 4 trips

98% WB of (7) 182 trips

(11) Hospital Road 10% NB of (10) 12 trips

10% SB of (10) 18 trips

90% WB of (10) 164 trips

Lewis Turner Blvd East of Project Site

(2) Lewis Turner Blvd (E) 40% of Entering= 87 trips

40% of Exiting= 129 trips

(3) Lewis Turner Blvd (E) 95% WB of (2) 83 trips

95% EB of (2) 123 trips

(8) Mooney Road 5% NB of (2) 4 trips

(13) Eldredge Road 2% NB of (3) 2 trips

(14) Lewis Turner Blvd (E) 98% WB of (3) 81 trips

98% EB of (3) 121 trips

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The residential subdivisions off of Lewis Turner Blvd had minor impacts and it is assumed only 2% of the traffic would impact those subdivisions. The 2% would likely be from employees working the office space or restaurant uses. Similarly, 5% was assumed to travel Mooney Road do to the large residential population that Mooney Road serves, similarly, the subdivisions would likely utilize the office spaces and restaurant uses. Hospital Road was assumed to capture 10% of the trips due to the likely nature that the office uses could be medical offices. The medical offices could support the Fort Walton Beach Medical Center.

6.2 Level of Service Summary

Tables 5 summarizes the Okaloosa County adopted Level of Service (LOS) per the Okaloosa County

Comprehensive Plan for State Road 189 a state-maintained roadway and the corresponding one-way maximum service volume.

Table 5

Florida Department of Transportation (FDOT)

2018 Annual Daily Traffic Report Summary for Affected Roadway Segments Site Description Directional AADT Factor K Hour Volume Adopted LOS PM Peak 0250

SR.189 (Lewis Turner Blvd)

N of SR 188 (Racetrack Rd) N 15,423 _{S 15,658} 9.0 _9.0 1,388 _1,409 E _E 1. Volume and “K” factor per FDOT 2018 Annual Daily Traffic Report

2. PM Peak Hour Directional Volume= AADT *K100/100

The State Road 189 was analyzed based on the PM peak hour-peak direction. The average daily traffic counts were obtained from the FDOT Annual Traffic Report as shown in Appendix D. Table 6 summarizes the current year adjusted one-way peak hour background traffic along Lewis Turner

Blvd.

Table 6

Florida Department of Transportation (FDOT)

2018 Generalized Peak Hour Directional Volumes for Florida’s Urbanized Areas Roadway

Segment Functional Class Type Area Lanes

PM Peak Hr Directional Volume

Max. Peak Hour

Volume Project Trips Total Volume Remaining SR.189 (Lewis

Turner Blvd) N of SR 188 (Racetrack Rd)

Minor

Arterial Divided Urban 4 E 1,388 3,420 130 1,902

W 1,409 3,420 193 1,818

Notes:

1. Maximum Two-Way Peak Hour Volumes are based off of the 2012 FDOT Quality/Level of Service Handbook Tables, Table 7, Generalized Peak Hour Two-Way Volumes for Florida’s Urbanized Areas.

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7.0 TURN LANE ANALYSIS

7.1 Project Site Entrance- Right-Turn Lane Length

Per the NCHRP Report 457, a four-lane roadway with a one direction volume of approximately 1400 vehicles/hour requires a right-turn lane when volumes exceed 10 vehicles/hour turning right; therefore, this project requires a right-turn lane. The proposed right turn lane from Lewis Turner was designed in accordance with FDOT Standard Plans Index No. 711-001 geometry requirements. The right turn lane is located within a speed limit transition from 45 mph to 35 mph within the roadway segment in front of the project on Lewis Turner heading east to west. The FDOT has no minimum requirements for turn lanes on a rural roadway with a posted speed limit of 40 mph or less and provides guidance for posted speed limits of 45mph and higher. Since the project is located within a roadway segment that transitions from a higher speed to a lower speed, the general requirements for the 45mph geometry was utilized, less the queue. The chart below summarizes the requirements for both right and left hand turn lanes.

Note: Chart and geometry from FDOT Standard Plans 711-001, Sheet 11. Requirements are the same for both left and right turn lanes.

A total length of 290ft was utilized for the design which includes a 50ft taper, 105 ft clear distance, and 185 ft brake to stop distance. Since the speed limit transitions to 35mph the 185 ft was used

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to determine the maximum vehicles per hour that the proposed right-turn lane can accommodate. The FDOT analyzed required storage length using the following equation:

Required Storage Length=(Vehicles per Hour) x (Length of Vehicle) Arrival Time Period 2-min

Length of Vehicle= 25ft

Arrival Time Period (60min/2-min)= 30 periods Proposed Storage Length= 185ft

185 ft = VPH X 25ft VPH= 222 VPH 30

The right turn lane was designed to accommodate 222 vehicles per hour which exceeds the 87 right-turning movements entering the project site. The geometry required by the FDOT meets

the general requirements for storage length.

7.2 Project Site Entrance- Left-Turn Lane Length

Per the NCHRP Report 457, a four-lane roadway with an advancing and opposing direction volume of approximately 1400 vehicles/hour requires a left-turn lane regardless of the turning volume; therefore, this project requires a left-turn lane.

The proposed left turn lane from Lewis Turner was designed in accordance with FDOT Standard

Plans Index No. 711-001 geometry requirements as summarized in the previous section. The left

turn lane is located within a speed limit transition from 35 mph to 45 mph within the roadway segment in front of the project on Lewis Turner heading west to east. The left-turn lane is consistent with the FDOT Standard Plans Index No. 711-001 requirements for:

• Rural Four-Lane Divided Roadway • Left-Turn onto an Auxiliary Roadway

• Posted Speed of 35 mph transitioning to 45-mph

A total length of 290ft was utilized for the design which includes a 50ft taper, 105 ft clear distance, and 185 ft brake to stop distance. Since the speed limit transitions to 45mph the 185 ft was used to determine the maximum vehicles per hour that the proposed right-turn lane can accommodate and no separate queue length was provided. The FDOT analyzed required storage length using the following equation:

Required Storage Length=(Vehicles per Hour) x (Length of Vehicle) Arrival Time Period 2-min

Length of Vehicle= 25ft

Arrival Time Period (60min/2-min)= 30 periods Proposed Storage Length= 185ft

185 ft = VPH X 25ft VPH= 222 VPH 30

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The left turn lane was designed to accommodate 222 vehicles per hour which exceeds the 130 left-turning movements entering the project site. The geometry required by the FDOT meets the

general requirements for storage length.

8.0 CONCLUSION

The project generates a total of 539 trips during the PM-Peak Hour. Lewis Turner is currently operating

below the adopted LOS as shown in Table 5. The proposed development will also be adding exclusive

right-turn and left-turn lanes to help mitigate the impacts to the proposed roadway segments entering the project site. The turn lane length requirements are summarized in Section 7 of this report and meet

the FDOT length requirements. Table 6 summarizes the impacts to the state-maintained roadway and

illustrates that the current roadway has sufficient capacity to support the additional trips, while also meeting the City of Fort Walton Beach concurrency requirements.

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Appendix A

Trip Distribution

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2 9 5 4 1 3 7 6 10 8 CLUBHOUSE YIELD YIELD

FREEDOM BEACON PARK PHASES I & II

TRIP DISTRIBUTION MAP

129 TRIPS

87 TRIPS

130 TRIPS

193 TRIPS

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Trips from Site East Bound Trips from Site West Bound

Total Trips= 539

Odd Fellow Rd Forest Heights Rd Roberts Blvd Enter 217

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51% 56% 58% 59% Lewis Turner Blvd 60% 40% 38% 37%

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18 12 (11) 6%

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6 4 (8) 2 2 (13) 2% 1%

Project Site Total Trips= 539 40% Entering= 217 trips Lewis Turner Blvd East of Project Site

60% Exiting= 322 trips (2) Lewis Turner Blvd (E) 40% of Entering= 87 trips

Lewis Turner Blvd West of Project Site 40% of Exiting= 129 trips

(1) Lewis Turner Blvd (W) 60% of Entering= 130 trips (3) Lewis Turner Blvd (E) 95% WB of (2) 87 = 83 trips

60% of Exiting= 193 trips 95% EB of (2) 129 = 123 trips

(4) Roberts Blvd 2% NB of (1) 193 = 4 trips (8) Mooney Road 5% NB of (2) 87 = 4 trips

2% SB of (1) 130 = 3 trips 5% SB of (2) 129 = 6 trips

(5) Lewis Turner (W) 98% EB of (1) 130 = 127 trips (13) Eldredge Road 2% NB of (3) 83 = 2 trips

98% WB of (1) 193 = 189 trips 2% SB of (3) 123 = 2 trips

(6) Forest Heights Road 2% NB of (5) 189 = 4 trips (14) Lewis Turner Blvd (E) 98% WB of (3) 83 = 81 trips

2% SB of (5) 127 = 3 trips 98% EB of (3) 123 = 121 trips

(7) Lewis Turner (W) 98% EB of (5) 127 = 124 trips

98% WB of (5) 189 = 186 trips

(9) Gospel Road 2% NB of (7) 186 = 4 trips

2% SB of (7) 124 = 2 trips

98% WB of (7) 186 = 182 trips

(11) Hospital Road 10% NB of (10) 122 = 12 trips

10% SB of (10) 182 = 18 trips

90% WB of (10) 182 = 164 trips Hospital Road M oone y Rd E ldr edge Rd

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Appendix B

Site Location Map

Site Location

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Appendix C

Site Location Aerial

Site Location

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Appendix D

Supporting Documentation

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SITE AADT "K" "D" "T" SITE TYPE DESCRIPTION DIRECTION 1 DIRECTION 2 TWO-WAY FCTR FCTR FCTR ==== ==== ================================================ =========== =========== ======= ===== ====== ===== 0118 SR 85 - 975' E OF CR 85A(2ND AVE) LAUREL HILL N 1500 S 1500 3000 C 9.5 62.4F 12.1A 0120 SR 189 - 450' S OF CR 2 (S OF RED BARROW RD) N 2200 S 2000 4200 C 9.5 62.4F 11.1A 0121 SR 189 - 750' N OF CR 2 (EAST) N 0 S 0 2900 C 9.5 62.4F 9.8F 0122 T SR-10/US-90,2 MI W OF SR-85,CRESTVIEW,OKALOOSA C E 7250 W 6894 14144 C 9.5 52.3A 5.8A 0124 SR10 (US90) - 0.600 MILE E OF CR 393 (W OF MARE E 0 W 0 6600 C 9.5 62.4F 7.6F 0128 SR10 (US90) - 0.500 MILE E OF CR 189 (LOG LAKE R E 0 W 0 6000 C 9.5 62.4F 7.8F 0139 SR 85 - 0.030 M N OF LAKE SILVER RD N 5400 S 5500 10900 C 9.0 62.4F 6.4A 0167 T SR-30/US-98,0.3 MI E OF SANTA ROSA C/L,OKALOOSA E 19470 W 19582 39052 C 9.0 70.7A 4.1A 0170 CR 189 (GALIVER CUTOFF) - 550' SW OF SR 4 N 0 S 0 3000 C 9.5 52.5F 3.3F 0189 CALHOUN AVE - 425' N OF SR 30 (US 98) E 1500 W 1600 3100 C 9.0 58.2F 3.6A 0190 SR 397 - 0.370 M S OF SR 189 (LEWIS TURNER) N OF N 5500 S 5700 11200 C 9.0 52.5F 2.9A 0200 CR 393 - 275' N OF CR 2 (STEEL MILL CREEK RD N 0 S 0 650 C 9.0 52.5F 3.3F 0214 CR 85A (2ND AVE) - 450' W OF SR 85 N 0 S 0 100 C 9.5 62.4F 9.2F 0217 CR 393 - 300' N OF SR 10 (US 90) N 1000 S 1000 2000 C 9.5 62.5F 7.6A 0219 T SR-85,1.9 MI N SR-20,2.2 MI S SR-123,OKALOOSA CO N 8779 S 9081 17860 C 9.5 64.6A 4.7A 0250 T SR-189,1.6 MI N OF SR-188/US-98,OKALOOSA CO. N 15423 S 15658 31081 C 9.0 52.6A 4.6A

SITE TYPE : BLANK= PORTABLE; T= TELEMETERED

"K" FACTOR : DEPARTMENT ADOPTED STANDARD K FACTOR BEGINING WITH COUNT YEAR 2011

AADT FLAGS : C= COMPUTED; E= MANUAL EST; F= FIRST YEAR EST; S= SECOND YEAR EST; T= THIRD YEAR EST; R= FOURTH YEAR EST; V= FIFTH YEAR EST; 6= SIXTH YEAR EST; X= UNKNOWN

"D/T" FLAGS : A= ACTUAL; F= FACTOR CATG; D= DIST FUNCL; P= PRIOR YEAR; S= STATEWIDE DEFAULT; W= ONE-WAY ROAD; X= CROSS REF

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12/18/12

INTERRUPTED FLOW FACILITIES UNINTERRUPTED FLOW FACILITIES

Non-State Signalized Roadway Adjustments

(Alter corresponding state volumes by the indicated percent.)

Non-State Signalized Roadways - 10%

STATE SIGNALIZED ARTERIALS Class I (40 mph or higher posted speed limit)

Lanes Median B C D E

1 Undivided * 830 880 **

2 Divided * 1,910 2,000 **

3 Divided * 2,940 3,020 **

4 Divided * 3,970 4,040 **

Class II (35 mph or slower posted speed limit)

Lanes Median B C D E 1 Undivided * 370 750 800 2 Divided * 730 1,630 1,700 3 Divided * 1,170 2,520 2,560 4 Divided * 1,610 3,390 3,420 Freeway Adjustments Auxiliary Lane Ramp Metering + 1,000 + 5% FREEWAYS Lanes B C D E 2 2,260 3,020 3,660 3,940 3 3,360 4,580 5,500 6,080 4 4,500 6,080 7,320 8,220 5 5,660 7,680 9,220 10,360 6 7,900 10,320 12,060 12,500

Median & Turn Lane Adjustments

Lanes Median Exclusive Left Lanes Exclusive Right Lanes Adjustment Factors 1 Divided Yes No +5% 1 Undivided No No -20%

Multi Undivided Yes No -5%

Multi Undivided No No -25%

– – – Yes + 5%

One-Way Facility Adjustment

Multiply the corresponding directional volumes in this table by 1.2

UNINTERRUPTED FLOW HIGHWAYS Lanes Median B C D E

1 Undivided 420 840 1,190 1,640

2 Divided 1,810 2,560 3,240 3,590

3 Divided 2,720 3,840 4,860 5,380

Uninterrupted Flow Highway Adjustments

Lanes Median Exclusive left lanes Adjustment factors

1 Divided Yes +5%

Multi Undivided Yes -5%

Multi Undivided No -25%

BICYCLE MODE2

(Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service

volumes.) Paved Shoulder/Bicycle Lane Coverage B C D E 0-49% * 150 390 1,000 50-84% 110 340 1,000 >1,000 85-100% 470 1,000 >1,000 ** PEDESTRIAN MODE2

(Multiply motorized vehicle volumes shown below by number of directional roadway lanes to determine two-way maximum service

volumes.)

Sidewalk Coverage B C D E

0-49% * * 140 480

50-84% * 80 440 800

85-100% 200 540 880 >1,000

BUS MODE (Scheduled Fixed Route)3

(Buses in peak hour in peak direction)

Sidewalk Coverage B C D E

0-84% > 5 ≥ 4 ≥ 3 ≥ 2

1_{Values shown are presented as peak hour directional volumes for levels of service and}

are for the automobile/truck modes unless specifically stated. This table does not constitute a standard and should be used only for general planning applications. The computer models from which this table is derived should be used for more specific planning applications. The table and deriving computer models should not be used for corridor or intersection design, where more refined techniques exist. Calculations are based on planning applications of the Highway Capacity Manual and the Transit Capacity and Quality of Service Manual.

2_{Level of service for the bicycle and pedestrian modes in this table is based on number}

of motorized vehicles, not number of bicyclists or pedestrians using the facility.

3_{Buses per hour shown are only for the peak hour in the single direction of the higher traffic}

flow.

* Cannot be achieved using table input value defaults.

** Not applicable for that level of service letter grade. For the automobile mode, volumes greater than level of service D become F because intersection capacities have been reached. For the bicycle mode, the level of service letter grade (including F) is not achievable because there is no maximum vehicle volume threshold using table input value defaults.

Source:

Florida Department of Transportation Systems Planning Office

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INPUT VALUE ASSUMPTIONS

Uninterrupted Flow Facilities Interrupted Flow Facilities

State Arterials Class I

Freeways Highways Class I Class II Bicycle Pedestrian

ROADWAY CHARACTERISTICS

Area type (lu, u) lu u u u u u u u u

Number of through lanes (both dir.) 4-12 2 4-6 2 4-8 2 4-8 4 4

Posted speed (mph) 70 50 50 45 50 30 30 45 45

Free flow speed (mph) 75 55 55 50 55 35 35 50 50

Auxiliary lanes (n,y) n

Median (n, nr, r) n r n r n r r r

Terrain (l,r) l l l l l l l l l

% no passing zone 80

Exclusive left turn lane impact (n, y) [n] y y y y y y y

Exclusive right turn lanes (n, y) n n n n n n

Facility length (mi) 4 5 5 2 2 1.9 1.8 2 2

Number of basic segments 4

TRAFFIC CHARACTERISTICS

Planning analysis hour factor (K) 0.090 0.090 0.090 0.090 0.090 0.090 0.090 0.090 0.090

Directional distribution factor (D) 0.547 0.550 0.550 0.550 0.560 0.565 0.560 0.565 0.565

Peak hour factor (PHF) 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000

Base saturation flow rate (pcphpl) 1,700 2,100 1,950 1,950 1,950 1,950 1,950 1,950

Heavy vehicle percent 4.0 2.0 2.0 1.0 1.0 1.0 1.0 2.5 2.0

Local adjustment factor 0.91 0.97 0.98

% left turns 12 12 12 12 12 12

% right turns 12 12 12 12 12 12

CONTROL CHARACTERISTICS

Number of signals 4 4 10 10 4 6

Arrival type (1-6) 3 3 4 4 4 4

Signal type (a, c, p) c c c c c c

Cycle length (C) 120 150 120 120 120 120

Effective green ratio (g/C) 0.44 0.45 0.44 0.44 0.44 0.44

MULTIMODAL CHARACTERISTICS

Paved shoulder/bicycle lane (n, y) n, 50%, y n

Outside lane width (n, t, w) t t

Pavement condition (d, t, w) t

On-street parking (n, y) n n

Sidewalk (n, y) n, 50%, y

Sidewalk/roadway separation (a, t, w) t

Sidewalk protective barrier (n, y) n

LEVEL OF SERVICE THRESHOLDS

Level of Service

Freeways Highways Arterials Bicycle Ped Bus

Density Two-Lane Multilane Class I Class II Score Score Buses/hr.

%ffs Density ats ats

B ≤ 17 > 83.3 ≤ 17 > 31 mph > 22 mph ≤ 2.75 ≤ 2.75 ≤ 6

C ≤ 24 > 75.0 ≤ 24 > 23 mph > 17 mph ≤ 3.50 ≤ 3.50 ≤ 4

D ≤ 31 > 66.7 ≤ 31 > 18 mph > 13 mph ≤ 4.25 ≤ 4.25 < 3

E ≤ 39 > 58.3 ≤ 35 > 15 mph > 10 mph ≤ 5.00 ≤ 5.00 < 2

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220 - Multifamily Housing

(Low-Rise)

DU 7.32 0.46 0.56 23% 77% 63% 37% 312 2,284 144 175 33 111 110 65

411 - Public Park Acres 0.78 0.11 0.32 59% 41% 55% 45% 1.98 2 0 1 0 0 0 0