“Scenic and Historic A1A” Transportation Technical Report · 2011-08-26 · Bridge #780077...

“Scenic and Historic A1A” Master Plan

Transportation Technical

Report

Glatting Jackson Kercher Anglin Lopez Rinehart

December 2005

“Scenic and Historic A1A” Master Plan Transportation Technical Report

Page 1

Table of Contents

Introduction................................................................................... 3

1.0 Bicycle, Pedestrian, and Beach Access .................................. 3

2.0 Vehicular Safety ...................................................................... 5

3.0 Work Program ........................................................................ 6

4.0 Speed Study ............................................................................. 7

Community Street ........................................................................................................... 8 Rural Area..................................................................................................................... 10 Travel Time................................................................................................................... 13

5.0 Projected AADT.................................................................... 14

Existing Traffic Volumes.............................................................................................. 14 Background Growth...................................................................................................... 15 Reserved Trips .............................................................................................................. 16 Trip Generation Associated with Potential Development on Vacant Land.................. 18 Town of Marineland Development............................................................................... 20 Projected Volumes ........................................................................................................ 22

6.0 Roundabouts ......................................................................... 23

Intersection of SR 206 and SR A1A............................................................................. 23 Intersection of Pope Road and CR A1A....................................................................... 24 Intersection of SR A1A and Coastal Highway, Vilano ................................................ 25 Entrance to the Guana Tolomato Matanzas National Estuarine Research Reserve Environmental Education Center.................................................................................. 26

7.0 Hurricane Evacuation .......................................................... 30

Critical Segments .......................................................................................................... 30 Maximum Volumes per Link........................................................................................ 32

Appendix...................................................................................... 34


Page 2

List of Figures

Existing Facilities................................................................................................................ 4 Intersections Along SR A1A with Crash Rate Ratio over 1............................................... 5 FDOT Work Program ......................................................................................................... 6 St Johns County Capital Improvement Projects ................................................................. 6 Roadway Categories and Posted Speed Limit Along SR A1A........................................... 8 Average Spacing Between Access Points on SR A1A ....................................................... 8 Community Street Speed Study Summary ......................................................................... 9 Speed Study – South of SR 206 in Community Street Area............................................... 9 FDOT Access Management Class 6 Minimum Connection Spacing............................... 10 FDOT Interim Standards for Minimum Connection Spacing........................................... 10 Matanzas Bridge Speed Study Summary.......................................................................... 11 Speed Study – Matanzas Bridge ....................................................................................... 11 Bridge Number 780076 Speed Study Summary............................................................... 12 Speed Study – Bridge Number 780076 ............................................................................ 12 Travel Speeds - Flagler County/St. Johns County Line to Weff Road............................. 13 2003 Annual Average Daily Traffic ................................................................................. 14 1995 to 2003 AADT and Projected 2024 AADT ............................................................. 15 Peak Hour Trips ................................................................................................................ 15 Reserved Trips .................................................................................................................. 16 Roadway Links ................................................................................................................. 17 Vacant Parcels................................................................................................................... 19 Trip Generation Potential of Vacant Lands ...................................................................... 20 Proposed Development in the Town of Marineland ......................................................... 21 Projected Peak Hour Vehicular Trips Associated with Proposed Development in the

Town of Marineland ................................................................................................. 21 Future Volumes and LOS ................................................................................................. 22 SR 206 and SR A1A Intersection Analysis Volumes....................................................... 23 SR 206 and SR A1A Intersection 2004 and 2024 LOS.................................................... 24 Pope Road and CR A1A Intersection Analysis Volumes................................................. 24 Pope Road and CR A1A Intersection 2004 and 2024 LOS.............................................. 25 SR A1A and Coastal Highway, Vilano Intersection Analysis Volumes .......................... 25 SR A1A and Coastal Highway, Vilano Intersection 2004 and 2024 LOS ....................... 26 Conceptual Sketch of SR 206/SR A1A Roundabout........................................................ 27 Conceptual Sketch of CRA1A and Pope Rd Roundabout ................................................ 28 Conceptual Sketch of SR A1A and Coastal Highway, Vilano Roundabout.................... 29 Scenic and Historic A1A Service Volume Ratios ............................................................ 31 Critical roadway links – Service to Volume Ratio Greater than 7 in Hurricane 4/5 ........ 32 Flagler County Service Volume Ratios ............................................................................ 32 Evacuation Response for Category 4-5 Storm.................................................................. 33


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Introduction The Transportation Technical Report is organized into seven sections. Section 1: Bicycle, Pedestrian, and Beach Access – analysis of the existing infrastructure

to determine gaps in the bicycle and pedestrian network. Section 2: Vehicular Safety – review of safety data along the entire corridor. Section 3: Work Program – summary of programmed projects along Scenic and Historic

A1A in St. Johns County. Section 4: Speed Study – analysis of travel speeds at three locations in South Anastasia

Island. Section 5: Projected AADT – review of traffic conditions in the southern portion of SR

A1A (from the Town of Marineland to SR 312) during typical annual average daily traffic conditions.

Section 6: Roundabouts – analysis of existing and projected LOS at the SR 206/SR A1A

intersection and Intersection of SR A1A and Coastal Highway, Vilano. Section 7: Hurricane Evacuation – review of vehicular capacity demands on SR A1A

during emergency disaster/ hurricane evacuation periods.

1.0 Bicycle, Pedestrian, and Beach Access Page 4 presents the existing bicycle and pedestrian facilities located along Scenic and Historic A1A as of July 2004.


Page 4

Existing Facilities


Page 5

2.0 Vehicular Safety The St. Johns County Annual Crash Report (2002) was used to evaluate crash rates along the corridor. The 2002 report was the most recent crash report available as of July 2004. The St. Johns County Annual Crash Report (2002) presents intersection crash rates for the 28 intersections countywide with the highest crash rates. The ratings reflect the application of a crash exposure rate, which takes into account roadway volumes. Of the top 28 intersections in the County with the highest crash rates, four are located along SR A1A. Crash Rate Ratio = Number of Crashes x 1,000,000/Average 24 hour total of entering

vehicles x 365 Source: St. Johns County, FL 2002 Annual Crash Report

Intersections Along SR A1A with Crash Rate Ratio over 1 2002

Rank Out of Top 28 Intersections in St. Johns County

Intersection Crash Rate

3 SR A1A @ SR 312 2.5 9 SR A1A @ PGA Blvd 2.0 17 SR A1A @ Ponte Vedra Lakes Blvd 1.5 21 SR A1A @ Solano Rd 1.3 Average Accident Rate taken over 28 intersections with crash rate over 1 = 1.7 Source: St. Johns County, FL 2002 Annual Crash Report Community Concerns – Passing in two-lane section of SR A1A

• Motorists using the paved shoulder to pass vehicles stopped to turn left. • Permitting passing in the two-lane sections of SR A1A in areas where streets are closely

spaced. Specifically, the concern was raised in Vilano Beach near Surfside Park, where travelers turning right onto SR A1A from a local street find a vehicle passing a car on SR A1A in their travel lane, creating the potential of head on collisions.

Safety concerns identified above were voiced by residents during the Corridor Charrette. See Scenic and Historic A1A Master Plan: Appendix A – Charrette Reports.


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3.0 Work Program The following tables present the programmed improvements by responsible agency for Scenic and Historic A1A. A1A Scenic Highway

FDOT Work Program 2005-2009 Adopted

Type of Work Description Length

(miles) Year for

construction Resurface SR A1A Cedar Ave to CR 203 16.873 2005 Resurface SR A1A Flagler Co Line to Owens Ave 9.800 2005 Resurface SR A1A May Street Vilano Bridge 0.803 2006 Resurface SR A1A SR 312 Old Quarry Road 1.490 On-going Add left turn lanes SR 312 and SR A1A (St. Augustine Beach) 0.100 2007 Intersection (Minor) SR A1A @ Mickler’s Cutoff Road Ponte Vera

Blvd 0.400 2007

Add lanes and reconstruct

SR A1A Mickler Road Beg. 4 Lane 1.891 -

Replace lower level bridge

SR A1A/Summer Haven Over Matanzas River Bridge #780076

0.091 2008

Replace lower level bridge

SR A1A/Summer Haven Over Matanzas River Bridge #780077

0.099 2009

Source: FDOT Web Site, August 4, 2004

A1A Scenic Highway St Johns County Capital Improvement Projects

2004-2008 Type of Work Description Length

(miles) Year for

construction Resurface and bike lanes

CR A1A Beach Blvd from SR 312 north to Pope Road

2007 (candidate project for transportation

trust fund) Add lane Widen CR A1A to three-lane section 0.17 2004

Source: St. Johns County Capital Improvement Plan FY 2004-2008 Community Concerns – Bicycle Lanes on Shoulder As part of the resurfacing work, FDOT plans to widen the shoulder to six feet from Cedar Ave. to CR 203, allowing the shoulder to serve as a bicycle lane. During the Visual Preference Survey, residents voiced their concern over a bicycle facility as part of the shoulder. Residents believe that the proposed shoulders would increase speeding by visually widening the road. Furthermore, the existing bicycle facilities on the shoulder are perceived as unsafe for inexperienced bicyclists. Community concerns identified above were voiced by residents during the Corridor Charrette. See Scenic and Historic A1A Master Plan: Appendix A – Charrette Reports.


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4.0 Speed Study As voiced at both the Corridor Charrette and the South Anastasia Island Charrette, the South Anastasia community is interested in reducing posted speeds to help reinforce safe driving behavior along SR A1A in South Anastasia Island. To evaluate the possibility or need to re-evaluate the posted speed limit, Glatting Jackson conducted spot speed studies in three locations in South Anastasia Island. The studies were conducted in accordance with FDOT Manual Number 750-010-002, Speed Zoning for Highways, Roads, and Streets in Florida. The spot speed studies were conducted on October 21, 2004. The study coincided with “Biketoberfest.” Therefore, there were a number of motorcyclists on the corridor. So as not to skew the results, a platoon of motorcyclists was counted as one vehicle, and not separate vehicles. Traffic was functioning at free flow conditions during the analysis period; therefore, the impact of the motorcyclists should be minimal. Along SR A1A south of the SR A1A/CR A1A intersection, the character of SR A1A changes based on the land uses types and densities it serves. For this analysis, the roadway has been classified into three categories based on land use types and densities. SR A1A has been categorized a Town Center around the 206 intersection, where the future land use map shows commercial development. This area also includes Crescent Beach Park and serves as a gateway to the Scenic Highway. SR A1A is categorized as a Community Street, between Green Street and the north boundary of Fort Matanzas National Park, where it provides regional mobility as well as direct access into residential homes and condominiums. SR A1A is categorized as rural in areas from the north boundary of Fort Matanzas National Park to the St. Johns County/Flagler County Line, where there are few access points, open views, and many undeveloped properties and publicly owned lands.


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Roadway Categories and Posted Speed Limit Along SR A1A

Community Street As shown on the following graphic, there are a large number of access points onto SR A1A.

Average Spacing Between Access Points on SR A1A

East 220 feet West 300 feet Both 127 feet

East 170 feet West 250 feet Both 100 feet

Speed Study Locations


Page 9

The large number of access points into single family residential lots, local streets, and large condominium complexes result in a large number of turning movements throughout the day. Turning vehicles will be traveling more slowly than vehicles traveling long distances. The difference in travel speeds may pose conflicts between the driver types (local vs. long distance). To evaluate travel characteristics in the Community Street area, a speed study was conducted along SR A1A south of SR 206 across from Crescent Sandpiper condominiums. The posted speed limit in this area is 55 mph.

Community Street Speed Study Summary South North Total Number of Vehicles Observed 117 144 261 Mean Speed (mph) 50 52 50 85th Percentile Speed (mph) 54 55 54 10 mph Pace 54 Speed Distribution (mph) 44 47 47 Standard Deviation (mph) 6.5 6.4 6.4

Speed Study – South of SR 206 in Community Street Area

Both Directions of Travel

0

5

10

15

20

25

30

35

40

45

15 20 25 30 35 40 45 50 55 60 65 70

Num

ber o

f V

ehic

les

Speed (MPH)

The above graphic shows there is a large dispersion of traveled speeds. 8% of vehicles travel under 40 mph. 77% of vehicles travel within the 10 mph pace (44 to 54 mph). 15% of vehicles travel between 55 and 65 mph.


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A preliminary analysis of the 85th percentile speed at this location may lend to posting the speed at 55 mph. Further analysis of the broad dispersion of travel speeds and the number of access points on SR A1A suggest posting the speed limit lower. A 55 mph posted speed implies to the driver uninterrupted high speed travel, leading to frustration and dangerous passing when confronted with vehicles slowing to access homes. The highest travel speed, 65 mph, was clocked when a vehicle was passing another vehicle slowing to turn. While there are no standards directly linking posted speed limit to the number of access points, the Florida Department of Transportation does have guidelines that link the two.

FDOT Access Management Class 6 Minimum Connection Spacing Posted Speed > 45 mph Posted Speed < 45 mph Minimum Connection Spacing 440 245

FDOT Interim Standards for Minimum Connection Spacing

Posted Speed (mph) Minimum Connection Spacing (feet)

35 mph or less – Special Case 125 35 mph or less 245 36 mph – 45 mph 440 Over 45 mph 660 SR A1A north of Vilano Town Center has land use characteristics similar to the area under consideration. This area is posted at 50 mph. The FDOT Manual Number 750-010-002, Speed Zoning for Highways, Roads, and Streets in Florida permits posting the speed limit up to 8 mph lower than the 85th percentile speed based on engineering judgment. For consistency along the corridor, to balance the demand for regional travel with the need for local access, and to reduce the speed distribution, it is recommended that the speed limit for the area south of SR A1A/CR A1A and north of Ft. Matanzas National Park currently posted 55 mph be updated to 50 mph. Rural Area There is a precedent for reducing the posted speed on bridges along and near the SR A1A corridor. The posted speed along SR 206 bridge over the Intracoastal approaching SR A1A is 40 mph. The posted speed along SR A1A on the Matanzas Bridge is 45 mph. This suggests that the two 500 foot bridges located north of the Town of Marineland, Bridge No. 780076 and Bridge No. 780077 commonly know as the Summer Haven Bridges, should also be posted at lower speed limits.


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A speed study was conducted on the Matanzas Bridge and the northern Summer Haven bridge to evaluate current speed profile on the bridges. It should be noted that, as is a common occurrence, there were many people fishing off the Matanzas Bridge when the study was conducted. There was one individual fishing off of the northern Summer Haven bridge when the study was conducted. The presence of fishermen on the bridge, as well as drivers slowing to park on or near the bridge, may influence driving speeds, but since these conditions are typical they must be considered when defining the posted speed limit.

Matanzas Bridge Speed Study Summary South North Total Number of Vehicles Observed 117 117 261 Mean Speed (mph) 45 42 43 85th Percentile Speed (mph) 52 51 51 10 mph Pace 50 Speed Distribution (mph) 24 39 39 Standard Deviation (mph) 5.9 8.9 7.7

Speed Study – Matanzas Bridge Both Directions of Travel

0

5

10

15

20

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15 25 35 45 55 65 75

Num

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Speed (mph)


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Bridge Number 780076 Speed Study Summary South North Total Number of Vehicles Observed 106 98 204 Mean Speed (mph) 47 45 46 85th Percentile Speed (mph) 54 50 52 10 mph Pace 52 Speed Distribution (mph) 41 40 41 Standard Deviation (mph) 7.5 6.2 7.0

Speed Study – Bridge Number 780076 Both Directions of Travel

0

5

10

15

20

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15 20 25 30 35 40 45 50 55 60 65

Speed (MPH)

Num

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icle

s

The FDOT Manual Number 750-010-002, Speed Zoning for Highways, Roads, and Streets in Florida permits posting the speed limit to be up to 8 mph lower than the 85th percentile speed based on engineering judgment. For consistency along the corridor and for the safety of fishermen accessing and using the Matanzas Bridge, it is recommended that the speed limit for the bridge be maintained at 45 mph and that the Summer Haven bridges be posted at 45 mph. Due to the proximity of the 45 mph zone north of the Town of Marineland and the spacing between the three bridges, it is recommended that the speed limit from the northern limit of the Town of Marineland to north of the Matanzas Bridge be posted at 45 mph.


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Travel Time An analysis was conducted to evaluate the travel time impacts of lowering the speed limits as recommended in this study. The travel times were theoretically calculated based on the posted speed limit and then verified with corridor time travels.

Travel Speeds - Flagler County/St. Johns County Line to Weff Road

Distance 9.3 miles Existing travel time - calculated based on posted speed limits1 11.5 minutes Existing travel time - calculated based on average travel speed measured during speed study1

12.4 minutes

Travel time based on 50 mph hour posted speed in Community Street section, 35 mph posted speed in Town Center, and 45 mph posted speed in rural area

12.7 minutes

Percent Change Calculated base on posted speed vs. proposed 10% Calculated based on average travel speed measured during speed study vs. proposed

2%

Existing travel time – driven2 13.4 minutes 1 Assumes free flow conditions and 22 second delay at SR 206 intersection. 2 Average of two trips taken October 4, 2004 at 7:00 pm. Driver slowed by cars driving below the posted speed limit. The table shows that reducing the posted speed limits to a 50 mph posted speed in Community Street section, 35 mph posted speed in Town Center, and 45 mph posted speed in rural area would have a minimal impact on overall travel time through the corridor.


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5.0 Projected AADT This section outlines the process by which the forecast year (2024) projected peak hour vehicle trips were calculated for Scenic and Historic A1A from SR 312 to the Flagler County line for typical travel conditions. The forecast year (2024) peak hour vehicular trip projections were estimated by adding projected background growth, reserved capacity volumes and projected future development to existing traffic volumes. Existing Traffic Volumes The Florida Department of Transportation, Transportation Statistics Office collects traffic data using traffic counters at permanent and temporary traffic count stations around the state of Florida. These data are used to determine actual and estimated Florida traffic statistics like AADT (Annual Average Daily Traffic), and traffic adjustment factors. Within the study area, FDOT maintains five permanent count stations.

2003 Annual Average Daily Traffic

FDOT Count

Site Location 2003 AADT 0020 2.820 miles north of the Flagler County line 5,000 0276 South of SR 206 9,200 0275 North of SR 206 10,600 0110 South of Versaggi Drive 22,000 0280 North of SR 3 (CR A1A) 8,200

Source: FDOT


Page 15

Background Growth Background traffic growth was projected using least squares regression analysis.

1995 to 2003 AADT and Projected 2024 AADT

Site 1995 1996 1997 1998 1999 2000 2001 2002 2003

2024 Projected

AADT A1A 2.820 Mi North of Flagler County Line at bridge

4,300

4,900

6,500

5,900

5,700

5,400

5,100

6,100

5,000 6,700

A1A South of S.R. 206

7,300

9,700

9,700

9,000

9,000

9,700

10,000

11,000

9,200

11,0002

North of SR 206

9,500

9,500

7,300

11,000

11,000

9,600

10,100

10,100

10,600

14,000

South of Versaggi Drive

23,000

22,500

21,500

20,000

21,000

25,500

23,000

21,000

22,000

22,000

North of SR 3 (CR A1A)

8,700

9,600

8,400

9,900

8,200 15,0001

Source: Historic Counts provided by FDOT and Scenic and Historic A1A Corridor Management Plan. Projections shown are rounded. 1 Note: Linear growth projection using 1999 to 2003 counts estimates negative growth. May be due to construction in 2003. Therefore, counts between 1999 and 2002 were applied to obtain 2024 projected volumes. 2 Note: Exponential regression obtained a correlation of 46% vs. A linear regression of 34.3%, therefore a linear regression was used for this analysis.

Peak Hour Trips

2003 and Projected 2024

Site 2003

Projected 2024 using least squares regression analysis

A1A 2.820 Mi North of Flagler County Line at bridge 450 600 A1A South of S.R. 206 840 1,000 North of SR 206 960 1,300 South of Versaggi Drive 2,000 2,000 North of SR 3 (CR A1A) 750 1,300

Assumption: K30 is .09. 2024 volumes rounded.


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Reserved Trips St. Johns County maintains a database of reserved trips on the roadway network. Reserved trips are projected trips associated with approved development. The following table presents the reserved trips per roadway link on SR A1A and CR A1A between the St. Johns County/Flagler County Line and SR 312. A map showing the roadway links is presented on the following page.

Reserved Trips

St. Johns County Link ID From/To Development

Number of Peak Hour

Trips Reserved

Total Reserved by Link

134 Flagler County Line to Ft. Matanzas Monument Entrance

None - -

Dupont Center Commercial Park 76 Sunset Harbor Condo. 14 Laurence Subdivision 14 Sea Pines PUD 15 Dupont Center Business Park 12

135 Ft. Matanzas Monument Entrance to SR 206

Graubard Subdivision 19

150

GGF Enterprise 3 Dupont Center Commercial Park 89 Ocean Palms PUD 2 Grand Oaks Subdivision 4 Island Cottages PUD 13 Marsh Cay Condominiums 23 St. Johns County Southeast Library 37 Sea Pines PUD 23 Boyd’s Landing Subdivision 23 Dupont Center Business Park 15 Treasure Beach Plaza 11 Ocean Front Plaza 17

136 SR 206 to Owens Ave.

Stringer Office Complex 21

281

Ocean Gate Resort Condominiums 8 St. Johns County Southeast Library 23 Ocean Pals PUD 12 Island Cottages PUD 20 Marsh Cay Condominiums 23 Stringer Office Complex 21 Presto Center 5 Ocean Front Plaza 15

137 Owens Ave. to A1A Beach Blvd.

Seagate North 2

129

Cobblestone Village PUD 5 56 SR A1A (s) to 11th Street Ocean Palms PUD 3

8

Cobblestone Village PUD 12 Flagler Hospital Retail Center 6

57 11th Street to SR 312

Cobblestone Village Outparcels PUD 13

31

Source: St. Johns County Transportation/Planning, September 7, 2004.


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Roadway Links


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Trip Generation Associated with Potential Development on Vacant Land Vacant parcels were identified using GIS information provided by St. Johns County and verified using an aerial map for land located north of the St. Johns County/Flagler County line and south of SR 312 South Anastasia Island or Mid Anastasia Island. These sites are identified on the following map. While the map may not contain a completely comprehensive list of vacant or developable sites, it identifies an overall conceptual understanding of the land available for development on the islands. The following table presents the potential peak hour trips associated with development of the vacant parcels at maximum density permitted according to the St. Johns County 2015 Future Land Use Map. The following assumptions were made in distributing the trips onto the network:

• All trips originating from Link 134 will travel north along SR A1A, impacting Link 135.

• 30% of the trips originating from Link 134 and Link 135 will travel north of SR 206 along SR A1A, impacting Link 136 and Link 137.

• Half of the trips originating from Link 136 will travel north impacting Link 137. 10% of the trips originating from Link 136 will travel onto CR A1A, impacting Links 56 and 57. 10% of the trips originating from Link 136 will travel south, impacting Link 134 and Link 135.

• Half of the trips originating from Link 137 will travel south, impacting Link 136. 10% of the trips originating from Link 137 will travel south, impacting Link 134 and Link 135. 10% of the trips originating from Link 137 will travel onto CR A1A, impacting Links 56 and 57.

• All travel associated with development located east of CR A1A will load onto CR A1A. 30% of the development located west of CR A1A will load onto CR A1A. 60% of the development located west of CR A1A will load onto SR A1A through the local network. Of the development traffic that loads on CR A1A, 20% will travel south, impacting Links 136 and 137. 10% will continue south, impacting Links 134 and 135.


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Vacant Parcels


Page 20

Trip Generation Potential of Vacant Lands

Vacant Land

St. Johns County Link ID From/To Land Use Type Acres Units

Peak Hour Trips1

Loading onto Link

Total Peak Hour Trips

per Link

134 Flagler County Line to Ft. Matanzas Monument Entrance

RESIDENTIAL-A (.04 to 1 unit an acre)

9 9 9 52

RESIDENTIAL-A (.04 to 1 unit an acre)

3.8 4 4

RESIDENTIAL-B (2 units an acre)

5.6 11 11

135 Ft. Matanzas Monument Entrance to SR 206

RESIDENTIAL-C (2 to 4 units an a2cre)

1 4 4

73

136 SR 206 to Owens Ave.

RESIDENTIAL-C (2 to 4 units an acre)

30 120 120 202

RESIDENTIAL-B (2 units an acre)

6 12 12 137 Owens Ave. to A1A Beach Blvd.

RESIDENTIAL-C (2 to 4 units an acre)

2 8 8

152

Commercial2 1.8 31,300 sq. ft.

117

Low Density Residential (1 to 4 units an acre)

49 196 198

Medium Density Residential (5 to 7 units an acre)

4 28 28

56 SR A1A (s) to 11th Street

High Density Residential (8 to 12 units an acre)

.9 11 11

209

57 11th Street to SR 312 Commercial2

(40% lot coverage; building height of 35 ft)

7.9

137,000 sq ft.

514 299

1Source: Trip Generation Calculations generated with use of Institute of Transportation Engineers Trip Generation 7th Edition. Single-family detached housing pm peak hour of adjacent street traffic trip generation = 1.01 trips/dwelling unit. 2 Commercial space was assumed to be Shopping Center (820), with pm peak hour of adjacent street traffic trip generation =3.75 trips/1000 sq. feet gross leasable area. Town of Marineland Development The Town of Marineland is currently reviewing a development proposal which includes 243 condominiums or townhouses, 32 single family residential units, 72 dorms, and 51,000 square feet of commercial space.


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Proposed Development in the Town of Marineland Preliminary Site Plan – Subject to Change

Land Use Type Units Peak Hour

Trips Condominiums/Townhomes 243 units 63 Single Family Residential 32 units 32 Dorms 72 rooms 37 Commercial 15,000 sq ft 56 Total 188

Source: Town of Marineland provided proposed development plan. Trip Generation calculations generated with use of Institute of Transportation Engineers Trip Generation 7th Edition. Single-family detached housing pm peak hour of adjacent street traffic trip generation = 1.01 trips/dwelling unit. Condominiums/Townhomes were evaluated as Recreational Homes (206) with pm peak hour of adjacent street traffic trip generation = 0.26 trips/dwelling unit. Dorms were run as Residential Condominiums/Townhouse (230) with pm peak hour of adjacent street traffic trip generation = .52 trips/dwelling unit. Commercial space was assumed to be Shopping Center (820), with pm peak hour of adjacent street traffic trip generation =3.75 trips/1000 sq. feet gross leasable area. The following assumptions were made in distributing the new trips associated with the proposed Town of Marineland development onto the network:

• 60% of the trips will head north on SR A1A and 40% of the trips will head south on SR A1A

• All trips heading north will travel north along SR A1A, impacting Links 134 and135.

• 30% of the trips traveling north of SR 206 along SR A1A will impact Links 136 and 137.

• 10% of the trips traveling north will impact Links 56 and 57. Projected Peak Hour Vehicular Trips Associated with Proposed Development in the

Town of Marineland

St. Johns County Link ID From/To

Peak Hour Trips

Loading onto Link 134 Flagler County Line to Ft. Matanzas Monument Entrance 113 135 Ft. Matanzas Monument Entrance to SR 206 113 136 SR 206 to Owens Ave 34 137 Owens Ave. to A1A Beach Blvd 34 56 SR A1A (s) to 11th Street 11 57 11th Street to SR 312 11


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Projected Volumes The future volumes presented in the following table include background growth, vested trips, and potential development on vacant parcels. The projections are conservative in that they assume that all identified vacant lands will develop within the next twenty years. Furthermore, the increase in traffic associated with background growth would include all development that has occurred over the time period in which the counts were taken. Projecting these volumes and then adding future development may result in double counting a portion of the future trips, insuring a conservative estimate of future traffic on the corridor.

Future Volumes and LOS

Site Area Type1 Roadway

Type Adopted

LOS

Approved Peak Hour

Service Volumes

2003 Peak Hour

Volumes2

2024 Background Growth + Reserved

Trips + Buildout Projected Peak Hour Volumes3

A1A 2.820 Mi North of Flagler County Line at Bridge

Urbanized Area

Class I – two lane minor arterial

D 1,720 454 770

A1A South of S.R. 206

Urbanized Area


D 1,720 836 1,400

North of SR 206

Urbanized Area


D 1,720 963 1,800

South of Versaggi Drive

Urbanized Area

Class III - four lane minor arterial

D 3,390 2,000 2,300

North of SR 3

Urbanized Area

Two lane urban collector Non state road

D 1,460 745 1,600

1 St. Johns County Transportation Analysis Spreadsheet 2 FDOT Generalized Annual Average Daily Volumes 3 Rounded Estimates Considering the conservative nature of the traffic projections presented in the table, it is determined that there is sufficient roadway car-carrying capacity to accommodate vehicular demand through the year 2024 with the current lane configuration on SR A1A.


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6.0 Roundabouts The Master Plan report recommends aesthetic treatments at major access points or decision points to the corridor, referred to as gateways to the corridor. Gateways introduce the driver to the scenic corridor and advise the traveler of the unique character of this destination. Corridor gateway opportunities have been identified at the following locations:

• The St. Johns County/Flagler County line, • Intersection of SR 206 and SR A1A, • Intersection of SR 312 and SR A1A, • Intersection of May Street and San Marco Avenue, and • The St. Johns County/Duval County line.

Local town or commercial centers are also served by gateways. Opportunity exists to introduce local gateways at those locations:

• St. Augustine Beach north entrance at Pope Road and CR A1A; and • Vilano Road and the Vilano Town Center, which is the historic route of SR A1A

through Vilano. A roundabout has been suggested for three of these gateway locations, the intersection of SR 206 and SR A1A, the intersection of Pope Road and CR A1A, and the intersection of SR A1A and Coastal Highway in Vilano, which present a unique opportunity of linking an aesthetic improvement with a roadway capacity and security enhancement. In addition, a roundabout has also been suggested at the entrance drive to the GTNMERR Educational Center. This section summarizes the potential vehicular benefits in reduced delay at these intersections by introducing a roundabout at these locations. Intersection of SR 206 and SR A1A Traffic counts were collected at the intersection of SR 206 and SR A1A during a two hour period between 4:00 PM and 6:00 PM on October 26-28, 2004. The raw counts are included in the appendix. 2024 traffic volumes were estimated by increasing the existing traffic counts by 86% for those vehicles traveling northbound from SR 206 or southbound from SR A1A and 67% for those vehicles traveling southbound from SR 206 or northbound from SR A1A.

SR 206 and SR A1A Intersection Analysis Volumes

Volume per Hour Eastbound Westbound Northbound Southbound

L T R L T R L T R L T R 2004 239 NA 131 NA NA NA 128 222 NA NA 246 248 2024 455 NA 459 NA NA NA 205 355 NA NA 442 210


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SR 206 and SR A1A Intersection 2004 and 2024 LOS

Existing Configuration

(HCS Analysis) Proposed Roundabout

(AASidra)

PM Peak LOS

Intersection Delay

(Sec/Vehicle) LOS

Control Delay (Average,

Sec/Vehicle) 2004 C 22.1 A 7.5 2024 C 30.4 B 12.2 The analysis shows that while the intersection functions and will continue to function above the adopted LOS, the LOS, overall delays, and roadway safety would be improved during the PM peak hour by introducing a roundabout at this location. A preliminary design of a possible roundabout at the intersection of SR 206 and SR A1A is shown on the following page. The conceptual layout shows that there is sufficient right-of-way available to accommodate a roundabout in this location. Intersection of Pope Road and CR A1A Traffic counts were obtained from Volkert and Associates. Counts were collected at the intersection of Pope Road and SR A1A during a ten hour period between 10:00 AM and 8:00 PM on April 17, 2004. The raw counts are included in the appendix. 2024 traffic volumes were estimated by increasing the existing traffic counts by 25%.

Pope Road and CR A1A Intersection Analysis Volumes


L T R L T R L T R L T R 2004 5 2 72 28 3 21 14 592 36 35 545 8 2024 6 2 90 35 3 26 18 740 45 44 681 10


Page 25

Pope Road and CR A1A Intersection 2004 and 2024 LOS


(HCS Analysis) Signalized Intersection (HCS

Analysis) Proposed Roundabout

(AASidra)

PM Peak

LOS Worst

Movement

Delay of Worst

Movement (Sec/Vehicle) LOS

Intersection Delay

(Sec/Vehicle) LOS

Control Delay

(Average, Sec/Vehicle)

2004 E 45.5 A 9.4 A 6.2 2024 F 177.1 B 14.1 A 6.4 The analysis shows that the current LOS for CR A1A is LOS A, but the LOS for Pope Road at this intersection is currently LOS E. The intersection functions well as either a signalized intersection or a roundabout, both in current and future years. A preliminary design of a possible roundabout at the intersection of Pope Road and CR A1A is shown on the following page. The conceptual layout shows that there is sufficient right-of-way available to accommodate a roundabout in this location. Intersection of SR A1A and Coastal Highway, Vilano Traffic counts were collected at the intersection of SR A1A and Coastal Highway, in Vilano during a two hour period between 4:00 PM and 6:00 PM on January 28 and February 1, 2005. The raw counts are included in the appendix. 2024 traffic volumes were estimated by increasing the existing traffic counts by 47%.

SR A1A and Coastal Highway, Vilano Intersection Analysis Volumes


L T R L T R L T R L T R 2004 457 NA 141 NA NA NA 106 37 NA NA 35 331 2024 672 NA 207 NA NA NA 156 54 NA NA 51 487


Page 26

SR A1A and Coastal Highway, Vilano Intersection 2004 and 2024 LOS


(HCS Analysis) Proposed Roundabout

(AASidra)

PM Peak LOS

Intersection Delay

(Sec/Vehicle) LOS

Control Delay (Average,

Sec/Vehicle) 2004 C 24.5 A 8.9 2024 D 46.6 A 9.5 The analysis shows that while the intersection functions above the adopted LOS and will function at the adopted LOS in the future, the LOS and overall delays would be significantly reduced during the PM peak hour by introducing a roundabout at this location. A preliminary design of a possible roundabout at the intersection of SR A1A and Coastal Highway, Vilano is shown on the following page. The conceptual layout shows that there is sufficient right-of-way available to accommodate a roundabout in this location. Entrance to the Guana Tolomato Matanzas National Estuarine Research Reserve Environmental Education Center The Guana Tolomato Matanzas National Estuarine Research Reserve is constructing a major Environmental Education Center at Guana River State Park. The 20,000 sq. ft. GTM Reserve Environmental Education Center will contain two classrooms, a reference library, a teaching laboratory, a working wet laboratory, a aquariums, touch tanks, and an auditorium with full audio-visual capabilities that will seat 150+ people. The Design Team recommends that, if a traffic control device is required along SR A1A to provide adequate access to the Environmental Education Center, a roundabout be considered. A roundabout is more context appropriate than a signalized intersection since it does not introduce additional lights or mast arms to this rural site. Furthermore, a roundabout may be safer since it will not introduce a standing queue, which would not be anticipated by drivers in this rural location. The roundabout would also serve the additional purpose of providing a traffic calming element along this long, straight rural roadway section. Monitoring and analysis on trip generation and trip types attracted to the Environmental Education Center should be conducted before any decision is made on a traffic control device at this location.


Page 27

Conceptual Sketch of SR 206/SR A1A Roundabout


Page 28

Conceptual Sketch of CRA1A and Pope Rd Roundabout


Page 29

Conceptual Sketch of SR A1A and Coastal Highway, Vilano Roundabout


Page 30

7.0 Hurricane Evacuation The Northeast Florida Regional Planning Council completed a Hurricane Evacuation Study in 1998. The purpose of the study was to provide state and local emergency management officials the data needed to plan for protective actions for vulnerable areas in the event of a hurricane. Please see the full report for its findings, which include information on evacuation clearance times, shelter demands, demographics on the population to be evacuated, and use of places of refuge of last resort. Of interest for this project is the role of SR A1A in clearing residents from the islands during an evacuation. As part of the study, hurricane evacuation transportation modeling was performed. Modeling was conducted for Category 1 (minor) to Category 5 (major) hurricanes. Traffic Demand Model Assumptions • 100% participation from a county-scale evacuation area; • 25% of non-mobile home residents located out of the surge area were evacuated

during a category 3 hurricane or greater; • between 70% and 75% of vehicles available (1.82 vehicles per permanent unit in St.

Johns County) would be used to evacuate. Critical Segments Directional traffic service volumes at Level of Service D were established for each link included in the evacuation system. The Transportation Supplement document provides the assigned evacuating vehicle figures by roadway segment for each Year 2000 storm scenario by county. The document also provides an evacuation vehicles/service volume ratio for each roadway segment by scenario. The service volume ratio was used to identify critical segments, those roadways that control the flow of evacuation due to their congestion. No portion of SR A1A is considered a critical segment.


Page 31

Scenic and Historic A1A Service Volume Ratios 2000

Travel Demand

(2000) Service Volume Ratio

(2000) Link Description Directional

Traffic Service

Volumes Category 1 Category 4/5 Category 1 Category 4/5

O SR 206 to Flagler County Line

820 2,594 2,382 3.163 2.905

P Versaggi Dr to SR 206

820 243 162 0.296 0.197

BB Southern limit of Guana River State Park to San Marco Avenue

3,615 3,615 3,783 2.939 3.076

CC Mickler Landing to southern limit of Guana River State Park

1,230 689 857 0.56 0.697

DD Palm Valley Rd (CR 210) to Mickler Landing

820 3,184 3,530 3.883 4.305

EE Corona Rd (CR 210) to Palm Valley Rd (CR 210)

1,530 4,028 7,088 2.632 4.633

FF Solana Rd (CR 210a) to Corona Rd (CR 210)

1,530 4,381 7,958 2.863 5.202

GG Duval County Line to Solana Rd (CR 210a)

1,530 4,688 9,407 3.064 6.148

Source: Hurricane Evacuation Study 1998 Transportation Supplement Annex G – Evacuating Vehicle Trip Assignments by Roadway Segment by Storm Scenario By County


Page 32

Service Volume Ratios Critical roadway links – Service to Volume Ratio Greater than 7 in Hurricane 4/5

2000

Service Volume Ratio (2000)

Link Description

Category 1 Category 4/5 T SR 206 – St. Johns River to US 1 10.032 12.550 Q SR A1A – Versaggi Dr to SR 312 8.575 8.476 LL US 1 – SR A1A (May Street) to CR 16 8.487 11.693 KK US 1 – SR A1A (May Street) to SR 214 7.777 10.831 S SR 206 over the St. Johns River 7.653 7.515 Z US 1 - CR 207 to SR 312 7.232 10.697 U SR 312 over the St. Johns River 5.360 5.590 G US 95 – CR 210 to Duval County Line 3.164 7.739 JJ US 1 - SR 214 to CR 207 4.293 7.656 RR CR 210 – US 1 to I-95 3.906 7.488

Source: Hurricane Evacuation Study 1998 Transportation Supplement Annex G – Evacuating Vehicle Trip Assignments by Roadway Segment by Storm Scenario By County

Flagler County Service Volume Ratios Links Associated with A1A Evacuation in South St. Johns County

2000

Service Volume Ratio (2000)

Link Description

Category 1 Category 4/5 W Palm Coast Parkway – West of SR A1A 1.710 3.200 V Palm Coast Parkway – East of US 95 6.216 10.641

Source: Hurricane Evacuation Study 1998 Transportation Supplement Annex G – Evacuating Vehicle Trip Assignments by Roadway Segment by Storm Scenario By County The service volume ratios show that evacuation from the islands is limited by the capacity of the east-west connections across the Intracoastal: SR 206, SR 312, and CR 210 in St. Johns County and the Palm Coast Parkway to the south. The intersection of these east-west connections and US 1 also pose a capacity restraint for hurricane evacuations. Maximum Volumes per Link The Hurricane Evacuation Study presents a behavioral response curve (figure B-1, page B-9) that estimates a distribution of time for evacuees to leave their homes. Response time is plotted by the percent of the population that will leave their home over a ten hour period after an evacuation order is given, assuming long response, medium response, and rapid response by the community to the evacuation order. The table shows that during any response type, 10% of the population will respond before an evacuation order is given. This table can be used to estimate the volume of trips on a roadway during the peak period of evacuation.


Page 33

SR A1A from Flagler County Line to SR 206 Evacuation Response for Category 4-5 Storm

2000 Volumes

Response Type

Maximum Travel

Demand (2000)1

Period of highest response (hours after evacuation order is given)

Percent of evacuees

responding during period

of highest response

Maximum volumes (demand)

on roadway segment during

period of highest response

Directional Traffic Service

Volumes2 LOS D

Rapid 2,382 1 to 3 60 714 820 Medium 2,382 2 to 5 60 476 820 Long 2,382 3 to 7 60 357 820 1 Source: Hurricane Evacuation Study 1998 Transportation Supplement Annex G – Evacuating Vehicle Trip Assignments by Roadway Segment by Storm Scenario By County 2The directional traffic service volume used to calculate the service volume ratio assumes that traffic is clearing in one direction of travel. This analysis shows that there is sufficient capacity available along SR A1A for safe evacuation during a hurricane. Evacuees will experience delays in crossing US 1 and on Interstate 95.


Page 34

Appendix

1. Speed study counts 2. Intersection of SR 206 and SR A1A traffic counts, HCS analysis and aaSidra

analysis. 3. Intersection of SR A1A and Coastal Highway, Vilano roundabout traffic counts,

HCS analysis and aaSidra analysis. 4. Intersection of CR A1A and Pope Road traffic count, HCS analysis and aaSidra

analysis.

SPEED STUDY COUNTS

ObserverCountyLocationPosted SpeedDateTime

ID Speed ID Speed1 20 1 202 33 2 203 33 3 204 36 4 305 36 5 306 36 6 317 36 7 348 37 8 359 37 9 36

10 37 10 3911 37 11 3912 38 12 4013 38 13 4014 38 14 4015 38 15 4216 38 16 4217 38 17 4218 38 18 4219 39 19 4320 40 20 4321 40 21 4322 40 22 4323 41 23 4324 41 24 4425 41 25 4426 42 26 4427 42 27 4528 42 28 4529 42 29 4530 42 30 4531 43 31 4532 43 32 4533 43 33 4534 44 34 4535 44 35 4536 44 36 4537 44 37 4538 44 38 4639 44 39 4640 44 40 4641 45 41 4642 45 42 4643 45 43 4644 45 44 4745 45 45 4746 45 46 4747 45 47 4748 45 48 47

10/21/200411:60 pm to 11:40 pm

Northbound Southbound

Patty S. HurdSt. Johns CountyNorthern Summer Haven Bridge55 mph

Location: Northern Summer Haven Bridge

Page 1

ID Speed ID SpeedNorthbound Southbound

49 45 49 4750 45 50 4751 45 51 4752 45 52 4753 45 53 4854 45 54 4855 45 55 4956 45 56 4957 45 57 4958 46 58 4959 46 59 4960 46 60 4961 47 61 4962 48 62 4963 48 63 4964 48 64 4965 48 65 4966 48 66 4967 48 67 5068 49 68 5069 49 69 5070 49 70 5071 49 71 5072 49 72 5073 49 73 5074 49 74 5075 49 75 5076 50 76 5177 50 77 5178 50 78 5179 50 79 5180 50 80 5181 50 81 5182 50 82 5183 50 83 5284 51 84 5285 51 85 5286 51 86 5287 52 87 5388 52 88 5389 52 89 5490 52 90 5491 54 91 5492 55 92 5493 55 93 5494 55 94 5495 56 95 5496 56 96 5597 58 97 5698 60 98 5699 99 56

100 100 56101 101 56102 102 57103 103 57


Page 2


104 104 58105 105 59106 106 61

Mean 45 47Median 45 48Mode 45 4985th Precentile 50.45 54St Deviation 6.2 7.5Spread 40 41


Page 3

ObserverCountyLocationPosted SpeedDateTime

ID Speed ID Speed1 24 1 332 20 2 333 18 3 354 28 4 355 26 5 366 26 6 367 20 7 368 20 8 369 20 9 37

10 20 10 3711 19 11 3712 30 12 3713 30 13 3814 32 14 3815 32 15 3816 33 16 3917 33 17 3918 33 18 3919 34 19 3920 35 20 3921 35 21 3922 35 22 4023 35 23 4024 35 24 4025 35 25 4026 36 26 4027 36 27 4028 37 28 4029 37 29 4030 38 30 4031 38 31 4032 38 32 4033 39 33 4134 39 34 4135 39 35 4136 40 36 4137 40 37 4238 40 38 4239 40 39 4240 40 40 4241 40 41 4242 41 42 4343 41 43 4344 41 44 4345 41 45 4346 41 46 4347 41 47 4348 41 48 43


45 mphMatanzas Bridge

10/21/20041:00 pm to 1:30 pm

Patty S. HurdSt. Johns County

Location: Matanzas Bridge

Page 1


49 41 49 4350 41 50 4351 42 51 4352 42 52 4353 42 53 4454 42 54 4455 43 55 4456 43 56 4457 43 57 4458 43 58 4459 43 59 4560 43 60 4561 43 61 4562 44 62 4563 44 63 4564 44 64 4665 44 65 4666 44 66 4667 44 67 4668 44 68 4669 44 69 4670 45 70 4671 45 71 4772 45 72 4773 45 73 4774 46 74 4775 46 75 4776 46 76 4777 47 77 4778 47 78 4879 47 79 4880 47 80 4881 47 81 4882 47 82 4883 48 83 4984 48 84 4985 48 85 4986 48 86 4987 48 87 4988 48 88 5089 48 89 5090 48 90 5091 49 91 5092 49 92 5093 49 93 5194 50 94 5195 50 95 5196 50 96 5297 50 97 5298 51 98 5299 51 99 52

100 51 100 52101 51 101 52102 51 102 52103 51 103 53


Page 2


104 51 104 53105 51 105 53106 52 106 53107 52 107 53108 52 108 53109 52 109 54110 52 110 54111 53 111 54112 53 112 55113 54 113 56114 55 114 56115 55 115 56116 56 116 57117 57 117 57

Mean 42 45Median 43 45Mode 41 4085th Precentile 51 52St Deviation 8.9 5.9Spread 39.0 24.0


Page 3

ObserverCountyLocation Across from Crescent SandpiperPosted SpeedDateTime

ID Speed ID Speed1 17 1 202 20 2 253 30 3 254 40 4 305 40 5 346 44 6 357 44 7 408 44 8 409 44 9 41

10 45 10 4211 45 11 4212 46 12 4213 46 13 4314 46 14 4315 47 15 4316 47 16 4317 47 17 4318 47 18 4419 48 19 4420 48 20 4421 48 21 4422 48 22 4523 48 23 4524 48 24 4525 48 25 4526 48 26 4527 48 27 4528 48 28 4529 48 29 4530 48 30 4531 49 31 4532 49 32 4633 49 33 4634 49 34 4635 49 35 4636 49 36 4637 50 37 4638 50 38 4739 50 39 4740 50 40 4741 50 41 4742 50 42 47

10/21/200410:00 am to 10:48 am


Patty S. HurdSt. Johns County

55 mph

Location: Across from Crescent Sandpiper

Page 1


43 50 43 4744 50 44 4845 50 45 4846 50 46 4847 50 47 4848 50 48 4849 50 49 4950 50 50 4951 50 51 4952 50 52 4953 51 53 4954 51 54 4955 51 55 4956 51 56 4957 51 57 4958 51 58 4959 51 59 4960 51 60 5061 51 61 5062 51 62 5063 51 63 5064 52 64 5065 52 65 5066 52 66 5067 52 67 5068 52 68 5069 52 69 5070 52 70 5071 52 71 5072 52 72 5073 52 73 5074 52 74 5075 52 75 5076 52 76 5077 53 77 5078 53 78 5079 53 79 5080 53 80 5081 53 81 5082 53 82 5083 53 83 5184 53 84 5185 53 85 5186 53 86 5187 53 87 5188 54 88 5189 54 89 5190 54 90 5191 54 91 51


Page 2


92 54 92 5193 54 93 5194 54 94 5295 54 95 5296 54 96 5297 54 97 5298 54 98 5299 54 99 52

100 54 100 52101 54 101 52102 54 102 53103 55 103 53104 55 104 53105 55 105 53106 55 106 53107 55 107 53108 55 108 53109 56 109 53110 56 110 53111 57 111 53112 58 112 53113 58 113 53114 60 114 53115 60 115 53116 60 116 54117 60 117 54118 60 118 54119 61 119 54120 64 120 54121 64 121 54122 122 54123 123 54124 124 54125 125 55126 126 55127 127 56128 128 56129 129 56130 130 56131 131 56132 132 56133 133 57134 134 57135 135 58136 136 58137 137 58138 138 58139 139 58140 140 60


Page 3


141 141 60142 142 62143 143 63144 144 64

Mean 52 50Median 51.5 50Mode 50 5085th Precentile 55 54St Deviation 6.2 6.5Spread 47 44


Page 4

INTERSECTION OF SR 206 AND SR A1A TRAFFIC COUNTS, HCS ANALYSIS

AND AASIDRA ANALYSIS

PDF created with pdfFactory Pro trial version www.pdffactory.com

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SR A1A

SR A1ANorth



EBA

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SR A1A

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HCS2000: Signalized Intersections Release 4.1e Analyst: CAS Inter.: A1A-SR206 10-04PM Agency: Glatting Jackson Area Type: All other areas Date: 10/27/2004 Jurisd: St. Johns County Period: PM peak Year : 10/2004 Project ID: 18082 - A1A Scenic Hwy E/W St: SR 206 N/S St: A1A _________________________SIGNALIZED INTERSECTION SUMMARY_______________________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| No. Lanes | 1 0 1 | 0 0 0 | 1 1 0 | 0 1 1 | LGConfig | L R | | L T | T R | Volume |239 131 | |128 222 | 246 248 | Lane Width |12.0 12.0 | |12.0 12.0 | 12.0 12.0 | RTOR Vol | 52 | | | 53 | _______________________________________________________________________________Duration 0.25 Area Type: All other areas ______________________________Signal Operations________________________________Phase Combination 1 2 3 4 | 5 6 7 8 EB Left A | NB Left A Thru | Thru A A Right A | Right Peds | Peds WB Left | SB Left Thru | Thru A Right | Right A Peds | Peds NB Right | EB Right SB Right | WB Right Green 16.0 7.0 40.0 Yellow 3.0 3.0 3.0 All Red 1.0 1.0 1.0 Cycle Length: 75.0 secs ____________________Intersection Performance Summary___________________________Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate __________ __________ ___________ Grp Capacity (s) v/c g/C Delay LOS Delay LOS _______________________________________________________________________________Eastbound L 378 1770 0.69 0.21 32.4 C 30.5 C R 331 1553 0.26 0.21 25.0 C Westbound Northbound L 155 1656 0.89 0.09 75.8 E T 1267 1863 0.19 0.68 4.5 A 30.6 C Southbound T 1003 1881 0.27 0.53 9.7 A 9.7 A R 844 1583 0.26 0.53 9.6 A Intersection Delay = 22.1 (sec/veh) Intersection LOS = C _______________________________________________________________________________



HCS2000: Signalized Intersections Release 4.1e Analyst: CAS Inter.: A1A-SR206 10-24PM Agency: Glatting Jackson Area Type: All other areas Date: 10/29/2004 Jurisd: St. Johns County Period: PM peak Year : 10/2024 Project ID: 18082 - A1A Scenic Hwy E/W St: SR 206 N/S St: A1A _________________________SIGNALIZED INTERSECTION SUMMARY_______________________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| No. Lanes | 1 0 1 | 0 0 0 | 1 1 0 | 0 1 1 | LGConfig | L R | | L T | T R | Volume |455 459 | |205 355 | 442 210 | Lane Width |12.0 12.0 | |12.0 12.0 | 12.0 12.0 | RTOR Vol | 83 | | | 53 | _______________________________________________________________________________Duration 0.25 Area Type: All other areas ______________________________Signal Operations________________________________Phase Combination 1 2 3 4 | 5 6 7 8 EB Left A | NB Left A Thru | Thru A A Right A | Right Peds | Peds WB Left | SB Left Thru | Thru A Right | Right A Peds | Peds NB Right | EB Right SB Right | WB Right Green 30.0 18.0 30.0 Yellow 3.0 3.0 3.0 All Red 1.0 1.0 1.0 Cycle Length: 90.0 secs ____________________Intersection Performance Summary___________________________Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate __________ __________ ___________ Grp Capacity (s) v/c g/C Delay LOS Delay LOS _______________________________________________________________________________Eastbound L 590 1770 0.84 0.33 38.2 D 36.8 D R 518 1553 0.79 0.33 35.2 D Westbound Northbound L 331 1656 0.66 0.20 38.2 D T 1076 1863 0.36 0.58 10.3 B 20.5 C Southbound T 627 1881 0.78 0.33 33.5 C 30.7 C R 528 1583 0.33 0.33 22.8 C Intersection Delay = 30.4 (sec/veh) Intersection LOS = C _______________________________________________________________________________



P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\206\A1A 2004 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 10:20:50 AM

Intersection Summary A1A & SR 206

Performance Measure Vehicles Persons Demand Flow 1318 veh/h 1582 pers/h

Degree of Saturation 0.337

Capacity (Total) 4026 veh/h

95% Back of Queue (ft) 68 ft

95% Back of Queue (veh) 2.6 veh

Control Delay (Total) 2.75 veh-h/h 3.30 pers-h/h

Control Delay (Average) 7.5 s/veh 7.5 s/pers

Level of Service LOS A

Level of Service (Worst Movement) LOS B

Total Effective Stops 1391 veh/h 1669 pers/h

Effective Stop Rate 1.06 per veh 1.06 per pers

Travel Distance (Total) 535.5 veh-mi/h 642.6 pers-mi/h

Travel Distance (Average) 2145 ft 2145 ft

Travel Time (Total) 18.5 veh-h/h 22.1 pers-h/h

Travel Time (Average) 50.4 secs 50.4 secs

Travel Speed 29.0 mph 29.0 mph

Operating Cost (Total) 225 $/h 225 $/h

Fuel Consumption (Total) 24.0 ga/h

Carbon Dioxide (Total) 227.8 kg/h

Hydrocarbons (Total) 0.359 kg/h

Carbon Monoxide (Total) 16.21 kg/h

NOX (Total) 0.509 kg/h

Page 1 of 1Intersection Summary

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Roundabout

Vehicle Movements

A1A Northbound

A1A Southbound

SR 206 Eastbound


Movement Summary A1A & SR 206

Mov No Turn Dem Flow (veh/h)

Cap (veh/h)

Deg of Satn (v/c)

Aver Delay (sec)

Level of Service

95% Back of Queue

(ft)

Eff. Stop Rate

Aver Speed (mi/h)

Oper Cost

($/h)

32 L 139 1179 0.322 7.7 LOS A 63 1.09 28.9 65

32 T 241 1179 0.322 7.7 LOS A 63 1.09 28.9 65

Approach 380 1179 0.322 7.7 LOS A 63 1.09 28.9 65

42 T 267 1655 0.324 4.7 LOS A 64 0.84 30.5 86

42 R 270 1655 0.324 4.7 LOS A 64 0.84 30.5 86

Approach 536 1655 0.324 4.7 LOS A 64 0.84 30.5 86

12 L 260 1192 0.337 11.0 LOS B 68 1.31 27.5 74

12 R 142 1192 0.337 11.0 LOS B 68 1.31 27.5 74

Approach 402 1192 0.337 21.9 LOS B 68 2.61 27.5 148

All Vehicles

1318 4026 0.337 7.5 LOS A 68 1.06 29.0 225

Page 1 of 1Movement Summary

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Intersection Summary A1A & SR 206








Level of Service LOS B
















6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 780C6C.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com


Roundabout

Vehicle Movements

A1A Northbound

A1A Southbound

SR 206 Eastbound


Movement Summary A1A & SR 206


Cap (veh/h)

Deg of Satn (v/c)

Aver Delay (sec)

Level of Service

95% Back of Queue

(ft)

Eff. Stop Rate

Aver Speed (mi/h)

Oper Cost

($/h)

32 L 223 888 0.686 13.6 LOS B 215 1.79 26.5 112

32 T 386 888 0.686 13.6 LOS B 215 1.79 26.5 112

Approach 609 888 0.686 13.6 LOS B 215 1.79 26.5 112

42 T 495 1458 0.682 5.8 LOS A 187 1.04 29.5 162

42 R 499 1458 0.682 5.8 LOS A 187 1.04 29.5 162

Approach 994 1458 0.682 5.8 LOS A 187 1.04 29.5 162

12 L 480 917 0.772 19.9 LOS B 312 2.10 23.9 147

12 R 228 917 0.772 19.9 LOS B 312 2.10 23.9 147

Approach 708 917 0.772 39.7 LOS B 312 4.20 23.9 295

All Vehicles

2311 3263 0.772 12.2 LOS B 312 1.56 26.7 421


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INTERSECTION OF SR A1A AND COASTAL HIGHWAY, VILANO ROUNDABOUT TRAFFIC COUNTS, HCS ANALYSIS AND AASIDRA

ANALYSIS

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HCS2000: Signalized Intersections Release 4.1e Analyst: CAS Inter.: A1A-Vilano PM05 Agency: Glatting Jackson Area Type: All other areas Date: 3/3/2005 Jurisd: St Johns County Period: PM Peak Year : 2005 Project ID: GJ#18082 - Historic A1A E/W St: A1A N/S St: A1A/Vilano _________________________SIGNALIZED INTERSECTION SUMMARY_______________________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| No. Lanes | 1 0 1 | 0 0 0 | 1 1 0 | 0 1 1 | LGConfig | L R | | L T | T R | Volume |457 141 | |106 37 | 35 331 | Lane Width |12.0 12.0 | |12.0 12.0 | 12.0 12.0 | RTOR Vol | 57 | | | 74 | _______________________________________________________________________________Duration 0.25 Area Type: All other areas ______________________________Signal Operations________________________________Phase Combination 1 2 3 4 | 5 6 7 8 EB Left A | NB Left A Thru | Thru A A Right A | Right Peds | Peds WB Left | SB Left Thru | Thru A Right | Right A Peds | Peds NB Right | EB Right SB Right | WB Right Green 20.0 12.0 13.0 Yellow 3.0 3.0 3.0 All Red 1.0 1.0 1.0 Cycle Length: 57.0 secs ____________________Intersection Performance Summary___________________________Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate __________ __________ ___________ Grp Capacity (s) v/c g/C Delay LOS Delay LOS _______________________________________________________________________________Eastbound L 621 1770 0.82 0.35 25.3 C 23.4 C R 555 1583 0.17 0.35 12.9 B Westbound Northbound L 373 1770 0.32 0.21 19.5 B T 948 1863 0.04 0.51 7.1 A 16.3 B Southbound T 425 1863 0.09 0.23 17.4 B 30.4 C R 361 1583 0.79 0.23 32.2 C Intersection Delay = 24.5 (sec/veh) Intersection LOS = C _______________________________________________________________________________



HCS2000: Signalized Intersections Release 4.1e Analyst: CAS Inter.: A1A-Vilano PM2024 Agency: Glatting Jackson Area Type: All other areas Date: 3/3/2005 Jurisd: St Johns County Period: PM Peak Year : 2024 Project ID: GJ#18082 - Historic A1A E/W St: A1A N/S St: A1A/Vilano _________________________SIGNALIZED INTERSECTION SUMMARY_______________________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| No. Lanes | 1 0 1 | 0 0 0 | 1 1 0 | 0 1 1 | LGConfig | L R | | L T | T R | Volume |672 207 | |156 54 | 51 487 | Lane Width |12.0 12.0 | |12.0 12.0 | 12.0 12.0 | RTOR Vol | 83 | | | 107 | _______________________________________________________________________________Duration 0.25 Area Type: All other areas ______________________________Signal Operations________________________________Phase Combination 1 2 3 4 | 5 6 7 8 EB Left A | NB Left A Thru | Thru A A Right A | Right Peds | Peds WB Left | SB Left Thru | Thru A Right | Right A Peds | Peds NB Right | EB Right SB Right | WB Right Green 30.0 8.0 22.0 Yellow 3.0 3.0 3.0 All Red 1.0 1.0 1.0 Cycle Length: 72.0 secs ____________________Intersection Performance Summary___________________________Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate __________ __________ ___________ Grp Capacity (s) v/c g/C Delay LOS Delay LOS _______________________________________________________________________________Eastbound L 737 1770 1.01 0.42 57.6 E 50.7 D R 660 1583 0.21 0.42 13.6 B Westbound Northbound L 197 1770 0.88 0.11 64.7 E T 880 1863 0.07 0.47 10.4 B 50.7 D Southbound T 569 1863 0.10 0.31 18.0 B 37.0 D R 484 1583 0.87 0.31 39.5 D Intersection Delay = 46.6 (sec/veh) Intersection LOS = D _______________________________________________________________________________



P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\Vilano 05 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 10:25:56 AM

Intersection Summary Vilano 2\05
























6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 7B073D.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com


Roundabout

Vehicle Movements

NB Vilano

SB A1A

EB A1A

P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\Vilano 05 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 10:26:05 AM

Movement Summary Vilano 2\05


Cap (veh/h)

Deg of Satn (v/c)

Aver Delay (sec)

Level of Service

95% Back of Queue

(ft)

Eff. Stop Rate

Aver Speed (mi/h)

Oper Cost

($/h)

32 L 115 882 0.176 12.6 LOS B 32 1.42 26.9 29

32 T 40 882 0.176 12.6 LOS B 32 1.42 26.9 29

Approach 155 882 0.176 12.6 LOS B 32 1.42 26.9 29

42 T 38 1691 0.235 5.4 LOS A 43 0.91 30.2 64

42 R 360 1691 0.235 5.4 LOS A 43 0.91 30.2 64

Approach 398 1691 0.235 5.4 LOS A 43 0.91 30.2 64

12 L 497 1892 0.344 10.2 LOS B 69 1.22 28.0 120

12 R 153 1892 0.344 10.2 LOS B 69 1.22 28.0 120

Approach 650 1892 0.344 20.4 LOS B 69 2.43 28.0 239

All Vehicles

1203 4466 0.344 8.9 LOS A 69 1.14 28.5 213


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P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\Vilano 2030 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 12:09:34 PM

Intersection Summary Vilano 2030
























6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 2CC156.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com


Roundabout

Vehicle Movements

NB Vilano

SB A1A

EB A1A

P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\Vilano 2030 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 12:09:47 PM

Movement Summary Vilano 2030


Cap (veh/h)

Deg of Satn (v/c)

Aver Delay (sec)

Level of Service

95% Back of Queue

(ft)

Eff. Stop Rate

Aver Speed (mi/h)

Oper Cost

($/h)

32 L 170 709 0.322 15.4 LOS B 63 1.65 25.7 43

32 T 59 709 0.322 15.4 LOS B 63 1.65 25.7 43

Approach 228 709 0.321 15.4 LOS B 63 1.65 25.7 43

42 T 55 1564 0.374 5.8 LOS A 75 0.97 29.8 95

42 R 529 1564 0.374 5.8 LOS A 75 0.97 29.8 95

Approach 585 1564 0.374 5.8 LOS A 75 0.97 29.8 95

12 L 730 1844 0.518 10.3 LOS B 127 1.19 27.8 176

12 R 225 1844 0.518 10.3 LOS B 127 1.19 27.8 176

Approach 956 1844 0.518 20.7 LOS B 127 2.39 27.8 352

All Vehicles

1769 4118 0.518 9.5 LOS A 127 1.18 28.1 314


6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 2CF585.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com


INTERSECTION OF CR A1A AND POPE ROAD TRAFFIC COUNT, HCS ANALYSIS AND AASIDRA ANALYSIS

HCS2000: Signalized Intersections Release 4.1e Analyst: CAS Inter.: A1A-Pope 05 Agency: Glatting Jackson Area Type: All other areas Date: 3/3/2005 Jurisd: St Johns County Period: 3:30-4:30 PM Year : 2005 Project ID: E/W St: Pope Road N/S St: A1A _________________________SIGNALIZED INTERSECTION SUMMARY_______________________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| No. Lanes | 0 1 0 | 0 1 0 | 1 1 0 | 1 1 0 | LGConfig | LTR | LTR | L TR | L TR | Volume |5 2 72 |28 3 21 |14 592 36 |35 545 8 | Lane Width | 12.0 | 12.0 |12.0 12.0 |12.0 12.0 | RTOR Vol | 7 | 2 | 4 | 1 | _______________________________________________________________________________Duration 0.25 Area Type: All other areas ______________________________Signal Operations________________________________Phase Combination 1 2 3 4 | 5 6 7 8 EB Left A | NB Left A Thru A | Thru A Right A | Right A Peds | Peds WB Left A | SB Left A Thru A | Thru A Right A | Right A Peds | Peds NB Right | EB Right SB Right | WB Right Green 10.0 24.0 Yellow 4.0 4.0 All Red 1.0 2.0 Cycle Length: 45.0 secs ____________________Intersection Performance Summary___________________________Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate __________ __________ ___________ Grp Capacity (s) v/c g/C Delay LOS Delay LOS _______________________________________________________________________________Eastbound LTR 364 1636 0.21 0.22 14.6 B 14.6 B Westbound LTR 325 1462 0.17 0.22 14.4 B 14.4 B Northbound L 354 663 0.04 0.53 5.1 A TR 986 1848 0.69 0.53 9.8 A 9.7 A Southbound L 292 547 0.13 0.53 5.5 A TR 991 1859 0.61 0.53 8.3 A 8.1 A Intersection Delay = 9.4 (sec/veh) Intersection LOS = A _______________________________________________________________________________



HCS2000: Unsignalized Intersections Release 4.1d _______________________TWO-WAY STOP CONTROL SUMMARY___________________________ Analyst: CAS Agency/Co.: Glatting Jackson Date Performed: 3/3/2005 Analysis Time Period: 3:30-4:30 PM Intersection: A1A-Pope 05 Jurisdiction: St Johns County Units: U. S. Customary Analysis Year: 2005 Project ID: East/West Street: Pope Road North/South Street: A1A Intersection Orientation: NS Study period (hrs): 0.25 ______________________Vehicle Volumes and Adjustments_________________________ Major Street: Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R | L T R ______________________________________________________________________________ Volume 14 592 36 35 545 8 Peak-Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 15 643 39 38 592 8 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal? No No ______________________________________________________________________________ Minor Street: Approach Westbound Eastbound Movement 7 8 9 | 10 11 12 L T R | L T R ______________________________________________________________________________ Volume 28 3 21 5 2 72 Peak Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 30 3 22 5 2 78 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR ______________________________________________________________________________ __________________Delay, Queue Length, and Level of Service___________________ Approach NB SB Westbound Eastbound Movement 1 4 | 7 8 9 | 10 11 12 Lane Config L L | LTR | LTR ______________________________________________________________________________ v (vph) 15 38 55 85 C(m) (vph) 977 911 142 397 v/c 0.02 0.04 0.39 0.21 95% queue length 0.05 0.13 1.65 0.80 Control Delay 8.7 9.1 45.5 16.5 LOS A A E C Approach Delay 45.5 16.5 Approach LOS E C ______________________________________________________________________________



HCS2000: Signalized Intersections Release 4.1e Analyst: CAS Inter.: A1A-Pope 2024 Agency: Glatting Jackson Area Type: All other areas Date: 3/3/2005 Jurisd: St Johns County Period: 3:30-4:30 PM Year : 2024 Project ID: Historic A1A - Counts from S.A.B. Traffic Study 2005 E/W St: Pope Road N/S St: A1A _________________________SIGNALIZED INTERSECTION SUMMARY_______________________ | Eastbound | Westbound | Northbound | Southbound | | L T R | L T R | L T R | L T R | |_______________|_______________|_______________|_______________| No. Lanes | 0 1 0 | 0 1 0 | 1 1 0 | 1 1 0 | LGConfig | LTR | LTR | L TR | L TR | Volume |6 2 90 |35 3 26 |18 740 45 |44 681 10 | Lane Width | 12.0 | 12.0 |12.0 12.0 |12.0 12.0 | RTOR Vol | 9 | 3 | 5 | 1 | _______________________________________________________________________________Duration 0.25 Area Type: All other areas ______________________________Signal Operations________________________________Phase Combination 1 2 3 4 | 5 6 7 8 EB Left A | NB Left A Thru A | Thru A Right A | Right A Peds | Peds WB Left A | SB Left A Thru A | Thru A Right A | Right A Peds | Peds NB Right | EB Right SB Right | WB Right Green 10.0 24.0 Yellow 4.0 4.0 All Red 1.0 2.0 Cycle Length: 45.0 secs ____________________Intersection Performance Summary___________________________Appr/ Lane Adj Sat Ratios Lane Group Approach Lane Group Flow Rate __________ __________ ___________ Grp Capacity (s) v/c g/C Delay LOS Delay LOS _______________________________________________________________________________Eastbound LTR 362 1630 0.27 0.22 14.9 B 14.9 B Westbound LTR 315 1419 0.21 0.22 14.6 B 14.6 B Northbound L 236 443 0.08 0.53 5.3 A TR 986 1849 0.86 0.53 16.8 B 16.5 B Southbound L 165 310 0.29 0.53 6.8 A TR 991 1859 0.76 0.53 11.6 B 11.3 B Intersection Delay = 14.1 (sec/veh) Intersection LOS = B _______________________________________________________________________________



HCS2000: Unsignalized Intersections Release 4.1d _______________________TWO-WAY STOP CONTROL SUMMARY___________________________ Analyst: CAS Agency/Co.: Glatting Jackson Date Performed: 3/3/2005 Analysis Time Period: 3:30-4:30 PM Intersection: A1A-Pope 2024 Jurisdiction: St Johns County Units: U. S. Customary Analysis Year: 2024 Project ID: East/West Street: Pope Road North/South Street: A1A Intersection Orientation: NS Study period (hrs): 0.25 ______________________Vehicle Volumes and Adjustments_________________________ Major Street: Approach Northbound Southbound Movement 1 2 3 | 4 5 6 L T R | L T R ______________________________________________________________________________ Volume 18 740 45 44 681 10 Peak-Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 19 804 48 47 740 10 Percent Heavy Vehicles 2 -- -- 2 -- -- Median Type/Storage Undivided / RT Channelized? Lanes 1 1 0 1 1 0 Configuration L TR L TR Upstream Signal? No No ______________________________________________________________________________ Minor Street: Approach Westbound Eastbound Movement 7 8 9 | 10 11 12 L T R | L T R ______________________________________________________________________________ Volume 35 3 26 6 2 90 Peak Hour Factor, PHF 0.92 0.92 0.92 0.92 0.92 0.92 Hourly Flow Rate, HFR 38 3 28 6 2 97 Percent Heavy Vehicles 0 0 0 0 0 0 Percent Grade (%) 0 0 Flared Approach: Exists?/Storage No / No / Lanes 0 1 0 0 1 0 Configuration LTR LTR ______________________________________________________________________________ __________________Delay, Queue Length, and Level of Service___________________ Approach NB SB Westbound Eastbound Movement 1 4 | 7 8 9 | 10 11 12 Lane Config L L | LTR | LTR ______________________________________________________________________________ v (vph) 19 47 69 105 C(m) (vph) 859 787 75 294 v/c 0.02 0.06 0.92 0.36 95% queue length 0.07 0.19 4.73 1.56 Control Delay 9.3 9.9 177.1 23.9 LOS A A F C Approach Delay 177.1 23.9 Approach LOS F C ______________________________________________________________________________



P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\Pope 05 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 11:59:15 AM

Intersection Summary A1A - Pope Road 2005
























6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 234F2F.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com


Roundabout

Vehicle Movements

NB A1A

WB Pope Rd

SB A1A

EB Pope Rd


Movement Summary A1A - Pope Road 2005


Cap (veh/h)

Deg of Satn (v/c)

Aver Delay (sec)

Level of Service

95% Back of Queue

(ft)

Eff. Stop Rate

Aver Speed (mi/h)

Oper Cost

($/h)

32 L 15 1885 0.371 5.3 LOS A 77 0.82 34.3 111

32 T 643 1885 0.371 5.3 LOS A 77 0.82 34.3 111

32 R 39 1885 0.371 5.3 LOS A 77 0.82 34.3 111

Approach 699 1885 0.371 5.3 LOS A 77 0.82 34.3 111

22 L 30 747 0.078 14.6 LOS B 14 1.44 29.0 11

22 T 3 747 0.078 14.6 LOS B 14 1.44 29.0 11

22 R 23 747 0.078 14.6 LOS B 14 1.44 29.0 11

Approach 58 747 0.078 14.6 LOS B 14 1.44 29.0 11

42 L 38 1849 0.347 5.6 LOS A 69 0.83 34.1 102

42 T 592 1849 0.347 5.6 LOS A 69 0.83 34.1 102

42 R 9 1849 0.347 5.6 LOS A 69 0.83 34.1 102

Approach 641 1849 0.347 5.6 LOS A 69 0.83 34.1 102

12 L 5 748 0.118 11.9 LOS B 22 1.42 30.4 15

12 T 2 748 0.118 11.9 LOS B 22 1.42 30.4 15

12 R 78 748 0.118 11.9 LOS B 22 1.42 30.4 15

Approach 88 748 0.118 11.9 LOS B 22 1.42 30.4 15

All Vehicles

1486 5228 0.371 6.2 LOS A 77 0.88 33.7 239


6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 237DE0.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com



Intersection Summary A1A - Pope Road 2024
























6/9/2005file://C:\Documents and Settings\csundstrom\Local Settings\Temp\ 23F0AF.HTMPDF created with pdfFactory Pro trial version www.pdffactory.com


Roundabout

Vehicle Movements

NB A1A

WB Pope Rd

SB A1A

EB Pope Rd

P:\18\18082 - Historic A1A St Johns\Technical\Traffic Analysis\Pope 2024 Produced by aaSIDRA 2.0.1.206 (Unregistered Version) Copyright© 2000-2002 Akcelik & Associates Pty Ltd Generated 6/9/2005 12:00:04 PM

Movement Summary A1A - Pope Road 2024


Cap (veh/h)

Deg of Satn (v/c)

Aver Delay (sec)

Level of Service

95% Back of Queue

(ft)

Eff. Stop Rate

Aver Speed (mi/h)

Oper Cost

($/h)

32 L 20 1858 0.470 5.4 LOS A 109 0.82 34.1 139

32 T 804 1858 0.470 5.4 LOS A 109 0.82 34.1 139

32 R 49 1858 0.470 5.4 LOS A 109 0.82 34.1 139

Approach 873 1858 0.470 5.4 LOS A 109 0.82 34.1 139

22 L 38 633 0.112 16.7 LOS B 21 1.56 27.9 14

22 T 3 633 0.112 16.7 LOS B 21 1.56 27.9 14

22 R 28 633 0.112 16.7 LOS B 21 1.56 27.9 14

Approach 71 633 0.112 16.7 LOS B 21 1.56 27.9 14

42 L 48 1818 0.440 5.6 LOS A 96 0.84 33.9 128

42 T 740 1818 0.440 5.6 LOS A 96 0.84 33.9 128

42 R 11 1818 0.440 5.6 LOS A 96 0.84 33.9 128

Approach 800 1818 0.440 5.6 LOS A 96 0.84 33.9 128

12 L 7 636 0.170 14.0 LOS B 32 1.56 29.1 19

12 T 2 636 0.170 14.0 LOS B 32 1.56 29.1 19

12 R 98 636 0.170 14.0 LOS B 32 1.56 29.1 19

Approach 108 636 0.170 14.0 LOS B 32 1.56 29.1 19

All Vehicles

1852 4945 0.470 6.4 LOS A 109 0.90 33.4 300


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“Scenic and Historic A1A” Transportation Technical Report · 2011-08-26 · Bridge #780077...

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Transcript of “Scenic and Historic A1A” Transportation Technical Report · 2011-08-26 · Bridge #780077...