leon county, florida and incorporated...

Federal Emergency Management Agency FLOOD INSURANCE STUDY NUMBER

12073CV000B

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NOTICE TO FLOOD INSURANCE STUDY USERS Communities participating in the National Flood Insurance Program have established repositories of flood hazard data for floodplain management and flood insurance purposes. This Flood Insurance Study (FIS) may not contain all data available within the repository. It is advisable to contact the community repository for any additional data. Part or all of this FIS may be revised and republished at any time. In addition, part of this FIS may be revised by the Letter of Map Revision process, which does not involve republication or redistribution of the FIS. It is, therefore, the responsibility of the user to consult with community officials and to check the community repository to obtain the most current FIS components. Initial Countywide FIS Effective Date: November 19, 1997 Revised Countywide FIS Dates: March 16, 2005 and August 18, 2009

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TABLE OF CONTENTS

Page

1.0 INTRODUCTION 1

1.1 Purpose of Study 1

1.2 Authority and Acknowledgments 1

1.3 Coordination 2

2.0 AREA STUDIED 3

2.1 Scope of Study 3

2.2 Community Description 10

2.3 Principal Flood Problems 11

2.4 Flood Protection Measures 11

3.0 ENGINEERING METHODS 11

3.1 Hydrologic Analyses 12

3.2 Hydraulic Analyses 20

3.3 Vertical Datum 23

4.0 FLOODPLAIN MANAGEMENT APPLICATIONS 24

4.1 Floodplain Boundaries 24

4.2 Floodways 25

5.0 INSURANCE APPLICATIONS 42

6.0 FLOOD INSURANCE RATE MAP 44

7.0 OTHER STUDIES 44

8.0 LOCATION OF DATA 44

9.0 BIBLIOGRAPHY AND REFERENCES 46

TABLE OF CONTENTS – continued

Page FIGURES Figure 1 - Floodway Schematic 42 TABLES Table 1 - Flooding Sources Studied by Detailed Methods 4 Table 2 - Scope of Revision for the November 19, 1997 FIS 4-6 Table 3 - Scope of Revision for the March 16, 2005 FIS 6-8 Table 4 - Flooding Source Name Changes 8-9 Table 5 – Letters of Map Revision 9-10 Table 6 - Summary of Discharges 13-17 Table 7 - Summary of Stillwater Elevations 18-20 Table 8 - Floodway Data 27-41 Table 9 - Community Map History 45

EXHIBITS Exhibit 1 - Flood Profiles Alford Arm Tributary Panels 01P-04P Bradford Brook Panel 05P Central Drainage Ditch Panels 06P-08P Central Drainage Ditch Tributary Panel 09P East Drainage Ditch Panel 10P Fords Arm Tributary Panel 11P Goose Pond Tributary Panel 12P Gum Creek Panel 13P Indianhead Creek Panels 14P-18P Indianhead Branch 2 Panel 19P Lake Overstreet Tributary Panel 20P McCord Park Pond Drainage Ditch Panel 21P Meginnis Creek Panel 22P Meginnis Tributary / Meginnis Tributary 2 Panel 23P Munson Slough Panels 24P-27P North Branch Gum Creek Panel 28P Northeast Drainage Ditch Panels 29P-30P Northeast Drainage Ditch Overland Flow Panel 31P Northeast Drainage Ditch Tributary 1 Panels 32P-33P Northeast Drainage Ditch Tributary 2 Panel 34P Ochlockonee River Panels 35P-38P Park Avenue Ditch Panel 39P Park Avenue Tributary 1 Panel 40P

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TABLE OF CONTENTS – continued

EXHIBITS - continued Exhibit 1 - Flood Profiles (continued) Park Avenue Tributary 2 Panel 41P Royal Oaks Creek Panel 42P San Luis Branch Panels 43P-44P St. Augustine Branch Panels 45P-46P West Branch Gum Creek Panels 47P-48P West Drainage Ditch Panels 49P-52P West Drainage Ditch Tributary Panel 53P Exhibit 2 - Flood Insurance Rate Map Index Flood Insurance Rate Map

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FLOOD INSURANCE STUDY LEON COUNTY, FLORIDA AND INCORPORATED AREAS 1.0 INTRODUCTION

1.1 Purpose of Study

This countywide Flood Insurance Study (FIS) revises and updates a previous FIS/Flood Insurance Rate Map (FIRM) for the geographic area of Leon County, Florida, including the City of Tallahassee and the unincorporated areas of Leon County (hereinafter referred to collectively as Leon County). This information will be used by Leon County to update existing floodplain regulations as part of the Regular Phase of the National Flood Insurance Program (NFIP). The information will also be used by local and regional planners to further promote sound land use and floodplain development.

In some States or communities, floodplain management criteria or regulations may

exist that are more restrictive or comprehensive than the minimum Federal requirements. In such cases, the more restrictive criteria take precedence and the State (or other jurisdictional agency) will be able to explain them.

1.2 Authority and Acknowledgments

The sources of authority for this FIS are the National Flood Insurance Act of 1968

and the Flood Disaster Protection Act of 1973. The original November 19, 1997, countywide FIS was prepared to include the

incorporated communities within Leon County into a countywide FIS. Information on the authority and acknowledgments for each jurisdiction included in this countywide FIS, as compiled from their previously printed FIS reports, is shown below.

Leon County (Unincorporated Areas): the hydrologic and hydraulic analyses for the FIS

report dated June 15, 1982, were prepared by the U.S. Geological Survey (USGS), for the Federal Emergency Management Agency (FEMA), under Inter-Agency Agreement No. IAA-H-17-75, Project Order No. 9. That work was completed in May 1978.

Tallahassee, City of: the hydrologic and hydraulic analyses for the FIS

report dated December 6, 1976, were prepared by the USGS, for the Federal Insurance Administration, under Inter-Agency Agreement No. IAA-H-3-73, Project Order No. 3. The hydrologic and hydraulic analyses for the FIS

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report dated August 5, 1986, were prepared by the USGS.

For the November 19, 1997, FIS, revised hydrologic and hydraulic analyses for

Alford Arm, Alford Arm Tributary, Bradford Brook, Cascade Lake, East Drainage Ditch (now known as Indianhead Creek), Fords Arm Tributary, Grassy Lake, Gum Creek, Lake Bradford, Lake Hiawatha, Lake Lafayette (upper and lower), Lake Overstreet Tributary, McCord Park Pond Drainage Ditch, Meginnis Arm Tributary (now known as Meginnis Creek), Middle Drainage Ditch (now known as Central Drainage Ditch), Munson Slough, North Branch Gum Creek, Northeast Drainage Ditch, Northwood Mall Drainage Ditch (now known as Meginnis Tributary/Meginnis Tributary 2), Ochlockonee River, Park Avenue Ditch, Piney Z Lake, Richview Road Ditch (now known as Park Avenue Tributary 2), Royal Oaks Creek, San Luis Branch, St. Augustine Branch, West Branch Gum Creek, West Drainage Ditch, West Drainage Ditch Tributary, and Windrush Apartments Ditch (now known as Park Avenue Tributary 1) were prepared by the USGS. That work was completed in 1987.

For the March 16, 2005, revision, the hydraulic analyses for East Drainage Ditch

(now known as Indianhead Creek), Gum Creek, West Branch Gum Creek, and North Branch Gum Creek were performed by Dyer, Riddle, Mills & Precourt, Inc. (DRMP). This work was completed in July 2001. The analyses for West Drainage Ditch were performed by Engineering Methods and Applications (EMA) (a division of Watershed Concepts). This work was completed in December 2002.

For this revision, new or revised hydrologic and hydraulic analyses were performed

for East Drainage Ditch, Indianhead Branch 2 and Northeast Drainage Ditch Tributary 2. In addition, all effective Zone AE floodplain boundaries were re-delineated based on 2’ contour interval topography derived from LiDAR, and provided by Leon County. Some Zone A floodplains were redelineated based on approximate HEC-RAS modeling performed. Zone A floodplains were also expanded in some areas to include wetlands data as identified in the National Wetlands Inventory.

The digital base map files are derived from digital orthophotography collected for the Florida Department of Revenue in 2007. The imagery was produced at a scale of 1:2,400. Additional base map information was provided by Tallahassee-Leon County GIS.

The coordinate system used for the production of the digital FIRM is the High

Accuracy Reference Network (HARN) Florida State Plane North (FIPS 0903) projection, referenced to the North American Datum of 1983.

1.3 Coordination

Consultation Coordination Officer’s (CCO) meetings may be held for each

jurisdiction in this countywide FIS. An initial CCO meeting (Scoping Meeting) is held typically with representatives of FEMA, the community, and the study contractor to explain the nature and purpose of a FIS, and to identify the streams to

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be studied by detailed methods. A final CCO meeting (Preliminary DFIRM Community Coordination Meeting) is held typically with representatives of FEMA, the community, and the study contractor to review the results of the study.

The dates of the initial and final CCO meetings held for the City of Tallahassee and

the unincorporated areas of Leon County are shown in the following tabulation: Community Name Initial CCO Date Final CCO Date

Leon County (Unincorporated Areas) November 1974 August 14, 1980 Tallahassee, City of * June 18, 1975 *Data not available

For the November 19, 1997, countywide FIS, final CCO meetings were held for the

unincorporated areas of Leon County on December 22, 1994, and for Tallahassee on

May 17, 1995; both meetings were attended by representatives of the communities,

the USGS, and FEMA.

For the March 16, 2005, revision, an initial CCO meeting was held on July 21,

2000; the City of Tallahassee and the unincorporated areas of Leon County were

also notified by FEMA in letters dated October 4, 2002, that a physical map revision

was being prepared for both communities. The meeting was attended by

representatives of the City of Tallahassee, the offices of Senator Bob Graham and

Congressman Allen Boyd, and FEMA. There was no final CCO meeting held for

Leon County, Florida.

For this revision, an initial CCO meeting was held on November 13, 2006, at the

Leon County Courthouse. The meeting was attended by representatives of the

communities, the Northwest Florida Water Management District (NWFWMD), and

NWFWMD’s engineering consultants. A final CCO meeting was held on

November 15, 2007, at the Leon County Public Works Center, and was attended by

representatives of the communities, FEMA, NWFWMD, and NWFWMD’s

engineering consultants.

2.0 AREA STUDIED

2.1 Scope of Study This FIS covers the geographic area of Leon County, Florida. All or portions of the flooding sources listed in Table 1, “Flooding Sources Studied

by Detailed Methods,” were studied by detailed methods. Limits of detailed study are indicated on the Flood Profiles (Exhibit 1) and on the FIRM (Exhibit 2).

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TABLE 1 - FLOODING SOURCES STUDIED BY DETAILED METHODS

Alford Arm Tributary Bradford Brook Cascade Lake Central Drainage Ditch Central Drainage Ditch Tributary Fords Arm Tributary East Drainage Ditch Grassy Lake Gum Creek Indianhead Creek Indianhead Branch 2 Lake Bradford Lake Hiawatha Lake Lafayette (upper and lower) Lake Overstreet Tributary McCord Park Pond Drainage Ditch Meginnis Creek Meginnis Tributary / Meginnis

Tributary 2

Munson Slough North Branch Gum Creek Northeast Drainage Ditch Northeast Drainage Ditch Overland Flow Northeast Drainage Ditch Tributary 2 Ochlockonee River Park Avenue Ditch Park Avenue Tributary 1 Park Avenue Tributary 2 Piney Z Lake Royal Oaks Creek San Luis Branch St. Augustine Branch West Branch Gum Creek West Drainage Ditch West Drainage Ditch Tributary

As part of the November 19, 1997, countywide FIS, updated analyses were included for the flooding sources shown in Table 2, “Scope of Revision for November 19, 1997, FIS.”

TABLE 2 - SCOPE OF REVISION FOR NOVEMBER 19, 1997 FIS Stream Limits of Revised or New Detailed Study Alford Arm For its entire shoreline within the county Alford Arm Tributary For its entire length within the county Bradford Brook From the confluence with Cascade Lake to just upstream of

Aenon Church Road Cascade Lake For its entire shoreline within the county East Drainage Ditch For its entire length within the county (now known as Indianhead Creek) Fords Arm Tributary From the upstream face of Meridian Road to a point

approximately 1,250 feet upstream of Trillium Court Grassy Lake For its entire shoreline within the county Gum Creek For its entire length within the county

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TABLE 2 - SCOPE OF REVISION FOR THE NOVEMBER 19, 1997 FIS - continued Stream Limits of Revised or New Detailed Study Lake Bradford For its entire shoreline within the county Lake Hiawatha For its entire shoreline within the county Lake Lafayette (upper and lower) For its entire shoreline within the county Lake Overstreet Tributary From the upstream side of Meridian Road to a point

approximately 1,900 feet upstream of Bobbin Brook West McCord Park Pond Drainage Ditch From its confluence with Northeast Drainage Ditch to the

downstream side of Betton Road Meginnis Arm Tributary From a point approximately 2,500 feet downstream of the (now known as Meginnis Creek) confluence of Northwood Mall Drainage Ditch to a point

approximately 1,350 feet upstream of Allen Road and from Starmount Drive to Meridian Road

Middle Drainage Ditch For its entire length within the county (now known as Central Drainage Ditch) Munson Slough For its entire length within the county North Branch Gum Creek For its entire length within the county Northeast Drainage Ditch For its entire length within the county Northwood Mall Drainage Ditch From the confluence with Meginnis Arm Tributary to a (now known as Meginnis point approximately 600 feet upstream of Allen Road Tributary/Meginnis Tributary 2) Ochlockonee River From Jackson Bluff Dam to a point approximately 550 feet

downstream of Interstate Route 10 Park Avenue Ditch For its entire length within the county Piney Z Lake For its entire shoreline within the county Richview Road Ditch From the confluence with Park Avenue Ditch to a point (now known as Park Avenue approximately 90 feet upstream of Park Avenue Tributary 2)

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TABLE 2 - SCOPE OF REVISION FOR THE NOVEMBER 19, 1997 FIS - continued Stream Limits of Revised or New Detailed Study Royal Oaks Creek From its confluence with Lake Kinsale (Alford Arm

Tributary) to a point approximately 650 feet upstream of Foxcroft Drive

San Luis Branch From its confluence with West Drainage Ditch to a point

approximately 1,300 feet upstream of Ocala Road St. Augustine Branch For its entire length within the county West Branch Gum Creek From its confluence with Gum Creek to CSX

Transportation West Drainage Ditch For its entire length within the county West Drainage Ditch Tributary From the confluence with West Drainage Ditch to the

downstream side of Bellevue Way Windrush Apartments Ditch From the confluence with Park Avenue Ditch to a point (now known as Park Avenue approximately 140 feet upstream of upstream crossing of Tributary 1) Apartment Road

For the March 16, 2005, revision, limits of detailed study for the revised streams are shown in Table 3, “Scope of Revision for March 16, 2005, FIS.”

TABLE 3 - SCOPE OF REVISION FOR THE MARCH 16, 2005 FIS

Stream Limits of Revised Study Alford Arm Tributary From State Route 146 to a point just downstream of

Thomasville Road CMC Pond For its entire shoreline within the county East Drainage Ditch From a point approximately 0.8 mile upstream of the (now known as Indianhead Creek) confluence with Munson Slough to a point approximately

800 feet upstream of Apakin Nene Goose Pond Tributary For its entire length within the county Gum Creek From confluence with West Drainage Ditch to confluence

with North Branch Gum Creek Harriman Circle Pond For its entire length within the county

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TABLE 3 - SCOPE OF REVISION FOR THE MARCH 16, 2005 FIS - continued Stream Limits of Revised Study McCord Park Pond Drainage Ditch At confluence with Northeast Drainage Ditch to a point

approximately 250 feet downstream of State Route 151 North Branch Gum Creek From confluence with Gum Creek to Gum Road Northeast Drainage Ditch From the upstream side of Weems Road to a point

approximately one mile upstream of Lonnbladh Road Northeast Drainage Ditch Overland Flow For its entire length within the county Northeast Drainage Ditch Tributary 1 For its entire length within the county Northeast Drainage Ditch Tributary 2 For its entire length within the county Park Avenue Ditch At confluence with Northeast Drainage Ditch to CSX

Transportation Phillips Road Pond For its entire length within the county Ponding Area 282-1 For its entire length within the county Ponding Area 301-1 For its entire length within the county Ponding Area 301-2 For its entire length within the county Ponding Area 301-3 For its entire length within the county Ponding Area 301-4 For its entire length within the county Ponding Area 301-5 For its entire length within the county Ponding Area 301-6 For its entire length within the county Ponding Area 301-7 For its entire length within the county Ponding Area 303-1 For its entire length within the county Ponding Area 303-2 For its entire length within the county Royal Oaks Creek For its entire length within the county West Branch Gum Creek From confluence with Gum Creek to just upstream of CSX

Transportation

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TABLE 3 - SCOPE OF REVISION FOR THE MARCH 16, 2005 FIS - continued Stream Limits of Revised Study West Drainage Ditch From Mabry Street to a point approximately 50 feet

upstream of New Quincy Highway For this revision, updated and/or revised hydrologic and hydraulic analyses were

performed for East Drainage Ditch, from its confluence with Indianhead Creek to a point approximately 1,000 feet upstream of Paul Russell Road; Indianhead Branch 2, from its confluence with Indianhead Creek to a point just upstream of East Magnolia Drive; and Northeast Drainage Ditch Tributary 2, from its confluence with Northeast Drainage Ditch to its confluence with Ponding Area 303-2.

Table 4, “Flooding Source Name Changes,” lists flooding sources that have names

in this countywide FIS other than those used in previously printed FISs for the communities in which they are located:

TABLE 4 - FLOODING SOURCE NAME CHANGES Community Old Name New Name Leon County (Unincorporated Areas) West Branch Gum Creek (from Gum Creek Blountstown Highway to confluence of North and West Branches of Gum Creek) Leon County (Unincorporated Areas)/City of Tallahassee Long Pond Lake Kinsale Lake Killarney Lake Kanturk West Arm Tributary Northeast Drainage Ditch Tallahassee, City of Backus Lake Pine Hill Lake Diane Lake Lower Diane Lake East Drainage Ditch Indianhead Creek Meginnis Arm Tributary Meginnis Creek Northwood Mall Drainage Ditch Meginnis Tributary/

Meginnis Tributary 2 Middle Drainage Ditch Central Drainage Ditch

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TABLE 4 - FLOODING SOURCE NAME CHANGES - continued Community Old Name New Name Tallahassee, City of Middle Drainage Ditch Tributary Central Drainage Ditch

Tributary Middle Drainage Ditch Ponding Central Drainage Ditch Area 1, 2, 3 and 4 Ponding Area 1, 2, 3 and 4 Middle Ditch (from confluence Central Drainage Ditch with Munson Slough to CSX Transportation) Middle Ditch (from CSX Transportation to U.S. Route 90) St. Augustine Branch Monkey Business Pond Lake Monkey Business Richview Road Ditch Park Avenue Tributary 2 South Ditch Indianhead Creek West Ditch West Drainage Ditch Windrush Apartments Ditch Park Avenue Tributary 1 The March 16, 2005, revision incorporated two Letters of Map Revision (LOMRs)

for the City of Tallahassee. The LOMR dated January 4, 2002, was issued for McCord Park Pond Drainage Ditch. The LOMR dated April 20, 2000, was issued for Park Avenue Ditch.

This revision incorporates four LOMRs, as shown in Table 5, “Letters of Map

Revision.” TABLE 5 - LETTERS OF MAP REVISION

Case Number Community Flooding Source(s)/Project Identifier

Issue Date Effective Date

01-04-073P City of

Tallahassee Northwood Mall Drainage Ditch

01/10/02 04/24/02

05-04-2969P City of

Tallahassee Middle Drainage Ditch 04/27/06 08/24/06

05-04-1773P City of

Tallahassee Park Avenue Ditch/Park Avenue Map Revision

08/31/06 12/28/06

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Case Number Community Flooding Source(s)/Project Identifier

Issue Date Effective Date

06-04-B039P Leon County (Unincorporated Areas)

Ponding Areas/Tallahassee Ranch Club

11/30/06 3/29/07

The areas studied by detailed methods were selected with priority given to all

known flood hazard areas and areas of projected development and proposed construction.

All or portions of numerous flooding sources in the county were studied by

approximate methods. Approximate analyses were used to study those areas having a low development potential or minimal flood hazards. The scope and methods of study were proposed to, and agreed upon by, FEMA and the affected communities.

2.2 Community Description

Leon County is located in northwest Florida, at the eastern end of the Florida

Panhandle. It is bordered by Grady and Thomas Counties, Georgia, on the north; Wakulla County on the south; Jefferson County on the east; and Gadsden and Liberty Counties on the west. The county is located approximately 15 to 20 miles from the Gulf of Mexico, and had a 2006 population estimate of 245,625 (U.S. Census Bureau, http://www.census.gov, 2007).

The topography of Leon County is hilly in the north while the southern portion is comprised of coastal lowlands. The most rapidly developing residential area is north and east of the City of Tallahassee, but significant growth is noted in many other areas. Little development has occurred in the Ochlockonee River floodplain. The wide Ochlockonee River floodplain is characterized by a highly meandering river channel and dense overbank vegetation. Munson Slough and its tributaries are typified by a considerable number of lakes, swamps, and ponds connected by short reaches of streams. The lower part of Munson Slough has little slope, and terminates in a sinkhole near Wakulla County. Although residential development is light to moderate along most of Munson Slough, development is extensive along some of the Munson Slough tributaries in the City of Tallahassee. Three tributaries to Munson Slough drain nearly 70 percent of the City of Tallahassee: East Drainage Ditch (now known as Indianhead Creek), Middle Drainage Ditch (now known as Central Drainage Ditch), and West Drainage Ditch. All have been dug in hard clay, with no confining levees, and are unimproved except for stone and mortar lining part of Middle Drainage Ditch (or Central Drainage Ditch) along Franklin Boulevard. East Drainage Ditch (or Indianhead Creek) runs along the southern edge of the city, and generally parallels Orange

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Avenue. Middle Drainage Ditch (or Central Drainage Ditch) runs through the middle of the city, beginning near Leon High School, and parallels Franklin Boulevard, Canal Street, and Springhill Road. West Drainage Ditch runs along the west edge of the city, behind Tallahassee Community College, and through the Dale Mabry subdivision. All three ditches drain into Munson Slough, south of the city. Parts of the runoff area tributary to Lake Lafayette are highly developed, but other parts contain little development. Most of the area near tributary to Alford Arm of Lake Lafayette is sparsely populated, except for an area of residential development between Centerville, and Thomasville Roads. The Lake Lafayette drainage area also contains many ponds, lakes, and other water storage areas. The topographic slopes range from low to steep, and the vegetation varies from grass cover to dense trees and shrubs. Considerable residential development exists in the Meginnis Arm area of Lake Jackson. In the vicinity of Fords Arm and in several other areas around Lake Jackson, there are existing developments, with more planned.

2.3 Principal Flood Problems

Frequent flooding of Northeast Drainage Ditch to Lake Lafayette occurs near Centerville Road in the vicinity of Doomar Drive and Potts Road. Less frequent flooding of residences has been caused by Lake Jackson (1966), the Ochlockonee River, Munson Slough near Oakridge Road, Lake Bradford, and along North Branch Gum Creek. Flooding caused by temporary drainage problems was not considered. A principal flood problem has been residential construction in areas that flooded prior to development. The flooding has been aggravated in some areas by constrictive bridges and culverts, dams, channel changes, and filling of natural water storage and detention areas. In the City of Tallahassee, channel overflow from the three ditches is the principle flood problem. Scattered, isolated depressions in the city flood during intense rains. Some other areas, not identified, occasionally flood due to temporary causes, such as street trash floating into and clogging drains.

2.4 Flood Protection Measures Improved drainage ditches are maintained to facilitate flood runoff in parts of areas

drained by Munson Slough, Lake Lafayette, and Lake Jackson tributaries. Storm sewers exist in some of the more developed areas.

3.0 ENGINEERING METHODS For the flooding sources studied in detail in the county, standard hydrologic and hydraulic

study methods were used to determine the flood hazard data required for this FIS. Flood

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events of a magnitude which are expected to be equaled or exceeded once on the average during any 10-, 50-, 100-, or 500-year period (recurrence interval) have been selected as having special significance for floodplain management and for flood insurance rates. These events, commonly termed the 10-, 50-, 100-, and 500-year floods, have a 10-, 2-, 1-, and 0.2-percent chance, respectively, of being equaled or exceeded during any year. Although the recurrence interval represents the long term average period between floods of a specific magnitude, rare floods could occur at short intervals or even within the same year. The risk of experiencing a rare flood increases when periods greater than 1 year are considered. For example, the risk of having a flood which equals or exceeds the 100-year flood (1-percent chance of annual exceedence) in any 50-year period is approximately 40 percent (4 in 10), and, for any 90-year period, the risk increases to approximately 60 percent (6 in 10). The analyses reported herein reflect flooding potentials based on conditions existing in the county at the time of completion of this FIS. Maps and flood elevations will be amended periodically to reflect future changes.

3.1 Hydrologic Analyses

Hydrologic analyses were carried out to establish the peak discharge-frequency

relationships for the flooding sources studied in detail affecting the county. Precountywide Analyses Each incorporated community within Leon County has a previously printed FIS

report. The hydrologic analyses described in those reports have been compiled and are summarized below.

For the unincorporated areas of Leon County, a principle information source was the 50 years of streamflow data for the gaging station on the Ochlockonee River near Havana. Log-Pearson Type III distributions of peak discharge-frequency relationships were obtained for this station and other stations in and near Leon County, following guidelines established by the Water Resources Council in Bulletin 17B (Reference 1). Peak discharge-frequency values were taken from the FIS for the City of Tallahassee, and were used for hydrologic analyses, where appropriate (Reference 2). Peak discharge-frequency relationships were computed for all streams using a regional analysis method described by Barnes and Golden (Reference 3). A comparison was made between these results and the results of other methods. The regionalized results were not adequate for most Leon County streams because of the considerable differences in basin characteristics. Soil types, slopes, urbanization, and land and pond effects all contribute to the variability in peak flow characteristic. At flood stages on the Ochlockonee River, water flows from the river to Lake Iamonia. After the river recedes, water flows from the lake to the river. The 1% annual chance flood elevation on the Ochlockonee River in this vicinity was computed as 108 feet National Geodetic Vertical Datum of 1929 (NGVD). A 1948 high-water mark of approximately 106.9 feet NGVD was found for Lake Iamonia, and the high-water elevation, the 1% annual chance flood, on Lake Iamonia was established at 107 feet NGVD.

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Elevations used for the 1% annual chance floods for Lake Lafayette, Long Pond, Campbell Pond, and Lake Munson were based on high-water marks and/or profiles of water-surface elevations.

Revised Analyses for the November 19, 1997, Countywide FIS Information on the methods used to determine original peak discharge-frequency

relationships for the streams restudied as part of the November 19, 1997, countywide FIS is shown below.

The peak discharges for each recurrence interval flood were determined for McCord Park Pond Drainage Ditch, upstream of Centerville Road, using the adICPR computer model (Reference 4). The peak discharges for the 1% annual chance flood were determined for West Drainage Ditch, upstream of Progress Drive, and San Luis Branch, using the EPA SWMM computer model (Reference 5). The peak discharges for each recurrence interval flood for the other flooding sources restudied as part of this countywide FIS were determined by using regression equations (Reference 6). The equations require that the drainage area and the percentage of impervious area be known. The contributing drainage area was determined at each tributary or major road along a stream reach. The impervious area was first obtained from previous reports; revisions were made by using aerial photographs and ground observations.

A summary of the drainage area-peak discharge relationships for all the streams

studied by detailed methods is shown in Table 6, “Summary of Discharges.”

TABLE 6 - SUMMARY OF DISCHARGES

FLOODING SOURCE

AND LOCATION

DRAINAGE

AREA

(sq. miles)

PEAK DISCHARGES (cfs)

10-PERCENT 2-PERCENT 1-PERCENT 0.2-PERCENT

ALFORD ARM TRIBUTARY

At Miccosukee Road 42.8 * * 2,420 *

At Centerville Road 10.3 * * 915 *

At Shannon Lakes West 4.3 * * 1,584 *

At Thomasville Road 1.9 * * 348 *

BRADFORD BROOK

At Aenon Church Road 11.7 1,000 1,620 1,890 2,450

CENTRAL DRAINAGE DITCH

At Orange Avenue 8.1 3,460 3,637 4,029 4,748

At Gamble Street 6.2 3,052 3,179 3,525 4,285

At Airport Drive 3.3 1,944 2,383 2,617 3,147

At Pensacola Street 2.4 1,494 1,838 2,013 2,340

*Data not available

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TABLE 6 - SUMMARY OF DISCHARGES - continued

FLOODING SOURCE

AND LOCATION

DRAINAGE

AREA

(sq. miles)




TRIBUTARY

At confluence with

Central Drainage Ditch 0.4 666 854 960 1,150

EAST DRAINAGE DITCH

At confluence with

Indianhead Creek 1.30 * * 332 *

FORDS ARM TRIBUTARY

At Meridian Road 1.7 260 480 595 935

At a point approximately

1,200 feet upstream of

Trillium Court 0.4 85 150 185 290

GUM CREEK

At Blounstown Highway 5.7 500 900 1,050 1,500

INDIANHEAD CREEK

At Bragg Drive 5.4 1,910 3,020 3,560 5,130

At Texas Street 3.5 1,260 1,990 2,350 3,380

At Wekewa Nene 1.3 710 1,070 1,230 1,690

At Hokolin Nene 0.7 475 700 800 1,080

At Apakin Nene 0.2 190 270 305 395

INDIANHEAD BRANCH 2

At confluence with

Indianhead Creek 0.52 * * 815 *

LAKE OVERSTREET

TRIBUTARY

At Meridian Road 1.3 195 360 450 715

McCORD PARK POND

DRAINAGE DITCH

At Centerville Road 3.0 942 1,433 1,735 *

At Chamberlin Drive 2.6 981 1,368 1,745 *

At Cline Street 2.5 1,029 1,378 1,708 *

At Betton Road 1.1 617 900 1,052 *

*Data not available

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FLOODING SOURCE

AND LOCATION

DRAINAGE

AREA

(sq. miles)



MEGINNIS CREEK

At a dam 3.1 1,080 1,750 2,040 2,650

At Allen Road 1.5 400 600 750 950

At Meridian Road 0.5 170 290 350 510

MEGINNIS TRIBUTARY/

MEGINNIS TRIBUTARY 2

At Weems Road 1.0 * * 879 *

At Miccosukee Road 0.4 * * 681 *

MUNSON SLOUGH

At Oakridge Road 35.0 1,000 2,400 3,300 4,000

At S.W. Capital Circle 33.2 1,190 2,500 3,350 4,500

At Springhill Road 26.1 930 1,960 2,630 5,100

At Lake Bradford Road 16.5 450 1,000 1,360 5,100

NORTH BRANCH

GUM CREEK

At confluence with Gum Creek 3.8 382 619 720 936

At U.S. Route 90 2.1 288 440 550 736

NORTHEAST DRAINAGE

DITCH

At Weems Road 15.7 * * 3,722 *

At Miccosukee Road 9.8 * * 2,552 *

At Centerville Road 5.7 * * 1,219 *

At N.E. Capital Circle 3.8 * * 1,134 *

NORTHEAST DRAINAGE

DITCH OVERLAND FLOW

At Lonnbladh Road 1,247.4 504 799 1,001 1,436

At confluence with

Northeast Drainage Ditch 335.1 361 551 669 1,106

*Data not available

16


FLOODING SOURCE

AND LOCATION

DRAINAGE

AREA

(sq. miles)



NORTHEAST DRAINAGE

DITCH TRIBUTARY 2


450 feet upstream of the

confluence with Northeast

Drainage Ditch 0.52 30.1 36.5 42.7 53.4


775 feet upstream of the

confluence with Northeast

Drainage Ditch 0.50 28.5 32.4 36.2 42.5

Just downstream of

U.S. Highway 319 0.47 26.2 26.6 26.9 27.3

Just upstream of

U.S. Highway 319 0.47 44.0 92.9 129.8 216.6


1,600 feet upstream of

U.S. Highway 319 0.44 81.1 141.0 196.8 413.1

Just upstream of

Brewster Road 0.20 34.2 54.1 67.9 109.4

OCHLOCKONEE RIVER

At Interstate Route 10 1,200.0 19,500 35,200 43,400 65,000

At U.S. Route 27 1,140.0 18,700 34,000 41,900 63,900

PARK AVENUE DITCH

At mouth 4.0 1,054 1,706 2,006 3,165

At CSX Transportation 3.5 925 1,565 1,876 3,109

PARK AVENUE TRIBUTARY 1

At mouth 0.8 229 632 772 931

PARK AVENUE TRIBUTARY 2

At mouth 1.4 880 1,530 1,886 3,069

ROYAL OAKS CREEK

At Foxcroft Drive 1.0 105 200 255 420

SAN LUIS BRANCH * * * * *

*Data not available

17


FLOODING SOURCE

AND LOCATION

DRAINAGE

AREA

(sq. miles)



ST. AUGUSTINE BRANCH

At mouth 0.3 1,500 1,900 2,120 2,579

At Myers Park Drive 1.4 1,610 2,170 2,400 3,020

At Tennessee Street 0.6 860 1,130 1,240 1,530

WEST BRANCH GUM CREEK

At confluence with

Gum Creek 1.9 337 546 635 826

At Aenon Church Road 1.4 292 473 550 715

WEST DRAINAGE DITCH

At Roberts Avenue 15.9 2,220 3,950 4,910 7,880

Upstream of the confluence

of Gum Creek 4.1 1,580 2,470 2,910 4,150

At Tharpe Street 1.85 * * 1,740 *

WEST DRAINAGE

DITCH TRIBUTARY

At Jackson Bluff Road 1.7 710 1,110 1,300 1,800

*Data not available

Grassy Lake, Lake Bradford, Lake Hiawatha, and Cascade Lake are interconnected; however, a flap gate between Lake Bradford and Grassy Lake restricts reverse flow from Grassy Lake into Lake Bradford. Peak discharges flowing from the West Drainage Ditch into the Munson Slough-Grassy Lake connection are much larger than peak discharges from Lake Bradford. Therefore, Grassy Lake acts as a transition zone between Munson Slough and Lake Bradford. The USGS has collected periodic water-level measurements at Lake Bradford since 1954. A frequency analysis was performed on these data to determine the flood elevations for Lake Bradford. Lake Bradford is a flow-through lake so that each peak event is independent of the previous event. Therefore, standard log-Pearson Type III analysis was performed on stage and also on volumes. These two analyses were compared to determine the final stage frequency.

Revised Analyses for the March 16, 2005, Countywide FIS For the March 16, 2005, revision, the discharges for Northeast Drainage Ditch and its related flooding sources (McCord Park Pond Drainage Ditch and Park Avenue Drainage Ditch) were based on an adICPR model (Reference 4). The revised discharges for Alford Arm Tributary and Royal Oak Creek are based on SWMM analyses (Reference 5).

18

For the March 16, 2005, revision, stillwater elevations have been determined for

CMC Pond, Harriman Circle Pond, Phillips Road Pond, Ponding Area 282-1, Ponding Area 301-1, Ponding Area 301-2, Ponding Area 301-3, Ponding Area 301-4, Ponding Area 301-5, Ponding Area 301-6, Ponding Area 301-7, Ponding Area 303-1, and Ponding Area 303-2, using an adICPR model.

The stillwater elevations have been determined for the 10-, 2-, 1-, and 0.2-percent

annual chance floods for the flooding sources studied by detailed methods and are summarized in Table 7, “Summary of Stillwater Elevations.”

TABLE 7 - SUMMARY OF STILLWATER ELEVATIONS

FLOODING SOURCE AND LOCATION

ELEVATION (feet NAVD)


ALFORD ARM * * 50.4 *

CASCADE LAKE 35.8 37.6 38.2 *


PONDING AREA 1 41.1 42.5 43.1 44.4


PONDING AREA 2 41.9 43.3 43.9 45.2


PONDING AREA 3 124.9 125.3 125.5 126.0


PONDING AREA 4 56.9 59.0 59.4 60.7

FRENCHTOWN POND 83.7 86.0 87.0 89.1

CMC POND 100.4 102.1 102.8 104.5

GRASSY LAKE 36.0 38.8 39.7 *

HARRIMAN CIRCLE POND 83.8 85.0 85.6 87.0

LAKE BRADFORD 35.8 37.6 38.2 *

LAKE HIAWATHA 35.8 37.6 38.2 *

LOWER LAKE LAFAYETTE * * 50.4 *

PHILLIPS ROAD POND 91.6 93.4 94.0 95.5

*Data not available

19

TABLE 7 - SUMMARY OF STILLWATER ELEVATIONS - continued




PINEY Z LAKE * * 50.4 *

PONDING AREAS 1-27 and 89 * * 17.4 *

PONDING AREAS 28-47, 59 90, 92 and 95 * * 18.4 *

PONDING AREAS 48-58, 60-67, 71, 93, 94, * * 19.4 *

96, 98, 101-103

PONDING AREAS 68-70, 72-78, and 100 * * 20.4 *

PONDING AREAS 79-84, 88, 91 and 97 * * 21.4 *

PONDING AREAS 85 and 86 * * 22.4 *

PONDING AREA 99 * * 23.4 *

PONDING AREA 87 * * 26.4 *

PONDING AREA 282-1 137.8 138.7 138.9 139.3

PONDING AREA 301-1 142.2 143.4 143.5 143.7

PONDING AREA 301-2 137.2 138.6 140.6 141.6

PONDING AREA 301-3 139.6 141.3 142.1 143.9

PONDING AREA 301-4 159.0 160.3 160.9 162.3

PONDING AREA 301-5 178.3 179.0 179.4 179.7

PONDING AREA 301-6 80.6 83.1 84.0 86.1

PONDING AREA 301-7 107.5 108.3 108.6 109.5

PONDING AREA 303-1 89.3 90.4 90.8 92.5

PONDING AREA 303-2 108.0 108.8 109.0 109.5

PONDING AREA No. 1 200.9 201.6 202.1 *

PONDING AREA No. 2 181.9 182.3 182.7 *

*Data not available

20

TABLE 7 - SUMMARY OF STILLWATER ELEVATIONS - continued




PONDING AREA No. 3 159.6 159.6 159.6 *

UPPER LAKE LAFAYETTE * * 50.4

WEST DRAINAGE DITCH

PONDING AREA 1 49.0 50.2 50.8 51.9

WEST DRAINAGE DITCH

PONDING AREA 2 50.8 51.8 52.2 53.2

WEST DRAINAGE DITCH

PONDING AREA 3 57.7 59.2 59.9 61.5

*Data not available

The maximum elevation reached by Lake Jackson in at least the previous 171 years was 95.89 feet NAVD, based on information in Hydrologic Investigations Atlas HA-369 (Reference 7). The elevation of 94.8 feet NAVD in 1948 was the second highest during this 171-year period. Considering these data, 95.4 feet NAVD was selected as the 1% annual chance flood. Elevations for floods of other frequencies were not selected for Lake Jackson. The maximum known elevation reached by Lake Lafayette was at least 51.0 feet NAVD in 1948, based on information in a State Road Department of Florida memorandum dated August 10, 1948. The 1948 flood is considered to be at, or just above, the 1% annual chance flood level in the Lake Lafayette area. Elevations for floods of other frequencies were not selected for Lake Lafayette. Revised Analyses The discharges for East Drainage Ditch and Indianhead Branch 2 were based on a SWMM model (Reference 5), while the revised discharges for Northeast Drainage Ditch Tributary 2 were based on an adICPR model (Reference 4).

3.2 Hydraulic Analyses

Analyses of the hydraulic characteristics of flooding from the sources studied were carried out to provide estimates of the elevations of floods of the selected recurrence intervals. Users should be aware that flood elevations shown on the FIRM represent rounded whole-foot elevations and may not exactly reflect the elevations shown on the Flood Profiles or in the Floodway Data tables in the FIS report. For construction and/or floodplain management purposes, users are encouraged to use the flood

21

elevation data presented in this FIS in conjunction with the data shown on the FIRM.

Precountywide Analyses

Each community within Leon County has a previously printed FIS report. The hydraulic analyses described in those reports have been compiled and are summarized as follows: Cross sections for the flooding sources located within the City of Tallahassee were obtained from field surveys. Cross sections for the flooding sources located within the unincorporated areas of Leon County were obtained by photogrammetry and field surveys. All bridges, dams, and culverts were field surveyed to obtain elevation data and structural geometry. Water-surface elevations of floods of the selected recurrence intervals were computed using the USGS E-431 step-backwater computer program (Reference 8). A culvert program, USGS A-526, was used to route flood flows through culverts. Comparisons were made between computed profiles and historical flood elevations wherever possible. Revised Analyses for the November 19, 1997, Countywide FIS Information on the methods used to determine water-surface elevation data for the flooding sources restudied as part of the original November 19, 1997, countywide FIS is shown below.

Cross sections were obtained from field surveys. All bridges, dams, and culverts were field surveyed to obtain elevation data and structural geometry.

Locations of selected cross sections used in the hydraulic analyses are shown on the

Flood Profiles (Exhibit 1). For stream segments for which a floodway was computed (Section 4.2), selected cross section locations are also shown on the FIRM (Exhibit 2).

Water-surface elevations of floods of the selected recurrence intervals for McCord Park Pond Drainage Ditch, upstream of Centerville Road, were computed using the adICPR computer model (Reference 4). Water-surface elevations of the 1% annual chance flood were computed for West Drainage Ditch, upstream of Progress Drive, and San Luis Branch, using the EPA SWMM computer model (Reference 5). Water-surface elevations of floods of the selected recurrence intervals for the other flooding sources restudied as part of this countywide FIS were computed using the USGS E-431 step-backwater computer program (Reference 8). A culvert program, USGS A-526, was used to compute flood flows through culverts. Comparisons were made between computed profiles and historical flood elevations wherever possible.

22

The distances for the flood profiles were measured along profile base lines for the following streams: Fords Arm Tributary; Lake Overstreet Tributary; the Ochlockonee River; Windrush Apartments Ditch (now known as Park Avenue Tributary 1); and portions of Alford Arm Tributary, McCord Park Pond Drainage Ditch, Meginnis Arm Tributary (now known as Meginnis Creek), Munson Slough, and Northeast Drainage Ditch. Flood profiles were drawn showing computed water-surface elevations for floods of the selected recurrence intervals.

The hydraulic analyses for the original November 19, 1997, countywide FIS were based on unobstructed flow. The flood elevations shown on the profiles are thus considered valid only if hydraulic structures remain unobstructed, operate properly, and do not fail. Revised Analyses for the March 16, 2005, Countywide FIS For the March 16, 2005, revision, the water-surface elevations of floods of the selected recurrence intervals for Northeast Drainage Ditch and related flooding sources (McCord Park Pond Drainage Ditch and Park Avenue Drainage Ditch) were computed using the adICPR computer model (Reference 4). The water-surface elevation of floods of the selected recurrence intervals for Alford Arm Tributary, Royal Oak Creek, East Drainage Ditch (now known as Indianhead Creek), and West Drainage Ditch were computed using the SWMM computer model (Reference 5). The distances for the flood profiles were measured along profile base lines for Alford Arm Tributary, Goose Pond Tributary, McCord Park Pond Drainage Ditch, Northeast Drainage Ditch, Northeast Drainage Ditch Overland Flow, Northeast Drainage Ditch Tributary 1, and Northeast Drainage Ditch Tributary 2. Roughness factors (Manning’s “n”) used in the hydraulic computations were chosen on the basis of field observations, aerial photographs, and ground photographs of the streams and floodplains. The following tabulation shows the channel and overbank “n” values for all of the streams restudied/new studied by detailed methods. Stream Channel “n” Overbank “n” Alford Arm Tributary 0.035-0.06 0.06-0.15 East Drainage Ditch 0.012-0.11 0.01-0.075 Goose Pond Tributary 0.03-0.080 0.045-0.100 Indianhead Branch 2 0.012-0.11 0.01-0.075 Northeast Drainage Ditch 0.02-0.050 0.030-0.150 Northeast Drainage Ditch Overland Flow 0.03-0.050 0.040-0.150 Northeast Drainage Ditch Tributary 1 0.035-0.080 0.035-0.010

23

Stream Channel “n” Overbank “n” Northeast Drainage Ditch Tributary 2 0.012-0.11 0.01-0.075 Royal Oaks Creek 0.035-0.06 0.06-0.15 Revised Analyses The water-surface elevations of floods of the selected recurrence intervals for East Drainage Ditch and Indianhead Branch 2 were based on a SWMM model (Reference 5), while the revised water-surface elevations for Northeast Drainage Ditch Tributary 2 were based on an adICPR model (Reference 4).

3.3 Vertical Datum

All FISs and FIRMs are referenced to a specific vertical datum. The vertical datum provides a starting point against which flood, ground, and structure elevations can be referenced and compared. Until recently, the standard vertical datum in use for newly created or revised FISs and FIRMs was the National Geodetic Vertical Datum of 1929 (NGVD 29). With the finalization of the North American Vertical Datum of 1988 (NAVD 88), many FIS reports and FIRMs are being prepared using NAVD 88 as the referenced vertical datum. All flood elevations shown in this FIS report and on the FIRM are referenced to NAVD 88. Structure and ground elevations in the community must, therefore, be referenced to NAVD 88. It is important to note that adjacent communities may be referenced to NGVD 29. This may result in differences in Base Flood Elevations (BFEs) across the corporate limits between the communities. Prior versions of the FIS report and FIRM were referenced to NGVD 29. When a datum conversion is effected for a FIS report and FIRM, the Flood Profiles, BFEs and Elevation Reference Marks (ERMs) reflect new datum values. To compare structure and ground elevations to 1% annual chance flood elevations shown in the FIS and on the FIRM, the subject structure and ground elevation must be referenced to the new datum values. As noted above, the elevations shown in the FIS report and on the FIRM for Leon County, Florida and Incorporated Areas are referenced to NAVD 88. Ground, structure, and flood elevations may be compared and/or referenced to NGVD 29 by applying a standard conversion factor. The conversion factor to NGVD 29 is +0.64 foot. For example, an elevation of 50.0 feet NAVD 88 is equal to 50.6 feet NGVD 29. The BFEs shown on the FIRM represent whole-foot rounded values. For example, a BFE of 102.4 will appear as 102 on the FIRM and 102.6 will appear as 103. Therefore, users that wish to convert the elevations in the FIS to NGVD 29 should apply the stated conversion factor to elevations shown on the Flood Profiles and supporting data tables in the FIS report, which are shown at a minimum to the nearest 0.1 foot.

24

For more information on NAVD 88, see Converting the National Flood Insurance Program to the North American Vertical Datum of 1988, FEMA Publication FIA-20/June 1992, or contact the National Geodetic Survey (NGS) Information Services, NOAA N/NGS12, National Geodetic Survey, SSMC-3, #9202, 1315 East-West Highway, Silver Spring, Maryland 20910-3282 (Internet address http://www.ngs.noaa.gov).

4.0 FLOODPLAIN MANAGEMENT APPLICATIONS The NFIP encourages State and local governments to adopt sound floodplain management

programs. To assist in this endeavor, each FIS provides 1-percent annual chance floodplain data, which may include a combination of the following: 10-, 2-, 1-, and 0.2-percent annual chance flood elevations; delineations of the 1- and 0.2-percent annual chance floodplains; and 1-percent annual chance floodway. This information is presented on the FIRM and in many components of the FIS, including Flood Profiles, Floodway Data tables, and Summary of Stillwater Elevation tables. Users should reference the data presented in the FIS as well as additional information that may be available at the local community map repository before making flood elevation and/or floodplain boundary determinations.

4.1 Floodplain Boundaries

To provide a national standard without regional discrimination, the 1-percent annual

chance flood has been adopted by FEMA as the base flood for floodplain management purposes. The 0.2-percent annual chance flood is employed to indicate additional areas of flood risk in the county. For the streams studied in detail, the 1- and 0.2-percent annual chance floodplain boundaries have been delineated using the flood elevations determined at each cross section. For the City of Tallahassee, the boundaries were interpolated between cross sections using topographic maps.

For the November 19, 1997, countywide FIS, the boundaries were interpolated between cross sections using photogrammetric maps developed specifically for the countywide FIS (Reference 9). Numerous approximate 1-percent annual chance floodplain areas (Zone A) were added to the FIRM to reflect flooding sources. The 1-percent annual chance floodplain boundaries were delineated using previously printed FISs, FIRMs, and Flood Boundary and Floodway Maps (FBFMs), historical data, and examination of the digital files provided by the City of Tallahassee Stormwater Management Department and used as the base map source for the FIRM.

For the March 16, 2005, revision, the 1- and 0.2-percent annual chance floodplain boundaries were interpolated between cross sections and around lakes using aerial topographic maps at a scale of 1"=500’ and 2-foot contour intervals (Reference 10). The boundaries along Alford Arm Tributary and Royal Oaks Creek were interpolated between cross sections using topographic maps at a scale of 1"=1,000’ and 10-foot contour intervals (Reference 11). For this revision, the 1- and 0.2-percent annual chance floodplain boundaries were re-delineated using LiDAR-based 2’ contour interval topographic data provided by Leon County. The LiDAR data was collected in 2005 by Merrick.

25

The 1- and 0.2-percent annual chance floodplain boundaries are shown on the FIRM

(Exhibit 2). On this map, the 1-percent annual chance floodplain boundary corresponds to the boundary of the areas of special flood hazards (Zones A and AE), and the 0.2-percent annual chance floodplain boundary corresponds to the boundary of areas of moderate flood hazards. In cases where the 1- and 0.2-percent annual chance floodplain boundaries are close together, only the 1-percent annual chance floodplain boundary has been shown. Small areas within the floodplain boundaries may lie above the flood elevations but cannot be shown due to limitations of the map scale and/or lack of detailed topographic data.

For the streams studied by approximate methods, only the 1-percent annual chance

floodplain boundary is shown on the FIRM (Exhibit 2).

Areas studied by approximate methods were updated using a combination of approximate hydrologic and hydraulic analyses, 2’ contour interval topographic data, and National Wetland Inventory (NWI) mapping.

4.2 Floodways

Encroachment on floodplains, such as structures and fill, reduces flood-carrying

capacity, increases flood heights and velocities, and increases flood hazards in areas beyond the encroachment itself. One aspect of floodplain management involves balancing the economic gain from floodplain development against the resulting increase in flood hazard. For purposes of the NFIP, a floodway is used as a tool to assist local communities in this aspect of floodplain management. Under this concept, the area of the 1-percent annual chance floodplain is divided into a floodway and a floodway fringe. The floodway is the channel of a stream, plus any adjacent floodplain areas, that must be kept free of encroachment so that the 1-percent annual chance flood can be carried without substantial increases in flood heights. Minimum federal standards limit such increases to 1.0 foot, provided that hazardous velocities are not produced. The floodways in this FIS are presented to local agencies as minimum standards that can be adopted directly or that can be used as a basis for additional floodway studies.

The floodways presented in this FIS were computed for certain stream segments on

the basis of equal conveyance reduction from each side of the floodplain. Floodway widths were computed at cross sections. Between cross sections, the floodway boundaries were interpolated. The results of the floodway computations are tabulated for selected cross sections (Table 8). The computed floodways are shown on the FIRM (Exhibit 2). In cases where the floodway and 1-percent annual chance floodplain boundaries are either close together or collinear, only the floodway boundary is shown.

Portions of the floodway for the Ochlockonee River extend beyond the county

boundary.

26

Floodways were not computed for Bradford Brook, East Drainage Ditch, Goose Pond Tributary, Indianhead Branch 2, Northeast Drainage Ditch Tributary 1, Northeast Drainage Ditch Tributary 2 and St. Augustine Branch.

Portions of the floodway for Alford Arm Tributary, North Branch Gum Creek, McCord Park Pond Drainage Ditch, Munson Slough, Northeast Drainage Ditch, Royal Oaks Creek, San Luis Branch and West Drainage Ditch were not computed. In areas flooded by lakes within Leon County, the floodway concept was considered inappropriate because of possibly hazardous effects to both developments and the environment. Above Cascade Lake, along Bradford Brook, a floodway was omitted because there are numerous ponds and sinkholes that should remain unfilled and open.

Near the mouths of streams studied in detail, floodway computations are made

without regard to flood elevations on the receiving water body. Therefore, "Without Floodway" elevations presented in Table 8 for certain downstream cross sections of West Drainage Ditch Tributary are lower than the regulatory flood elevations in that area, which must take into account the 1-percent annual chance flooding due to backwater from other sources.

Encroachment into areas subject to inundation by floodwaters having hazardous

velocities aggravates the risk of flood damage, and heightens potential flood hazards by further increasing velocities. A listing of stream velocities at selected cross sections is provided in Table 8, "Floodway Data." In order to reduce the risk of property damage in areas where the stream velocities are high, the community may wish to restrict development in areas outside the floodway.

The area between the floodway and 1-percent annual chance floodplain boundaries

is termed the floodway fringe. The floodway fringe encompasses the portion of the floodplain that could be completely obstructed without increasing the water-surface elevation of the 1-percent annual chance flood by more than 1.0 foot at any point. Typical relationships between the floodway and the floodway fringe and their significance to floodplain development are shown in Figure 1.

FLOODING SOURCE FLOODWAY

BASE FLOOD

WATER-SURFACE ELEVATION

(FEET NAVD)

CROSS SECTION DISTANCE1

WIDTH

(FEET)

SECTION

AREA

(SQUARE

FEET)

MEAN

VELOCITY

(FEET PER

SECOND)

REGULATORY WITHOUT

FLOODWAY

WITH

FLOODWAY INCREASE

Alford Arm Tributary A 15,100 200 1,435 1.6 52.5 52.5 53.3 0.8 B 16,500 200 1,350 1.7 53.6 53.6 54.4 0.8 C 16,600 200 1,321 1.5 53.7 53.7 54.5 0.8 D 17,900 250 1,845 1.1 54.0 54.0 54.9 0.9 E 19,130 250 2,022 1.0 55.8 55.8 56.8 1.0 F 20,000 250 1,806 1.1 55.9 55.9 56.8 0.9 G 20,200 250 1,512 1.3 56.1 56.1 56.9 0.8 H 22,760 250 1,504 1.2 58.0 58.0 58.9 0.9 I 24,900 250 1,595 1.0 58.5 58.5 59.4 0.9 J 26,770 200 699 2.3 60.1 60.1 61.0 0.9 K 32,075 200 3,882 0.5 68.5 68.5 69.4 0.9 L 33,850 155 3,037 0.5 69.6 69.6 70.6 1.0 M 38,578 700 2,300 0.4 70.8 70.8 71.2 0.4 N 41,380 90 1,069 0.8 75.2 75.2 75.9 0.7 O 43,525 120 302 2.8 78.5 78.5 79.0 0.5 P 56,846 75 414 0.8 85.2 85.2 85.3 0.1 Q 58,296 30 173 2.0 91.2 91.2 91.5 0.3 1

Feet above CSX Transportation across Lower Lake Lafayette

TA

BL

E 8

FEDERAL EMERGENCY MANAGEMENT AGENCY

LEON COUNTY, FL AND INCORPORATED AREAS

FLOODWAY DATA

ALFORD ARM TRIBUTARY

FLOODING SOURCE FLOODWAY BASE FLOOD

WATER-SURFACE ELEVATION (FEET NAVD)

CROSS SECTION DISTANCE WIDTH (FEET)

SECTION AREA

(SQUARE FEET)

MEAN VELOCITY (FEET PER SECOND)

REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Central Drainage Ditch A 1,650

1 100 1,037 5.9 40.1 40.1 40.9 0.8

B 3,0081 110 1,063 4.1 42.3 42.3 42.8 0.5

C 4,0781 58 495 8.3 42.6 42.6 43.2 0.6

D 4,4361 52 586 6.9 44.6 44.6 44.9 0.3

E 5,5931 45 440 8.8 47.6 47.6 48.0 0.4

F 6,9451 38 424 9.1 49.9 49.9 50.3 0.4

G 7,9901 44 513 6.8 55.2 55.2 55.3 0.1

H 8,7621 61 678 5.1 56.6 56.6 56.7 0.1

I 9,5381 81 967 2.1 58.4 58.4 58.5 0.1

J 9,7501 30 540 5.5 59.4 59.4 60.4 1.0

K 11,1731 50 411 7.8 59.9 59.9 60.7 0.8

L 12,9951 160 410 5.2 63.8 63.8 64.7 0.9

M 13,7891 50 171 6.9 66.7 66.7 67.4 0.7

Central Drainage Ditch Tributary 740

2 200

730 1.2 65.7

3 66.6 67.3 0.7

A 1,5982 137 311 2.0 66.6

3 67.0 67.7 0.7

B 2,4352 30 35 3.6 68.9 68.9 69.3 0.4

C

1Feet above confluence with Munson Slough

2Feet above confluence with Central Drainage Ditch

3Computed without backwater from Central Drainage Ditch

TA

BL

E 8



FLOODWAY DATA

CENTRAL DRAINAGE DITCH – CENTRAL DRAINAGE DITCH TRIBUTARY


BASE FLOOD WATER-SURFACE ELEVATION

(FEET NAVD)


SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Fords Arm Tributary A 0

1 632 901 0.7 109.2 109.2 110.2 1.0

B 1,3001 75 109 5.4 116.0 116.0 116.0 0.0

C 2,3501 75 277 1.8 128.3 128.3 129.1 0.8

D 3,3001 75 71 4.2 137.6 137.6 137.6 0.0

E 4,0501 50 202 1.2 141.7 141.7 142.6 0.9

F 4,0801 40 185 1.3 144.3 144.3 144.4 0.1

G 5,3001 27 85 1.4 155.0 155.0 155.2 0.2

Gum Creek A 50

2 52 303 3.5 54.1 54.1 55.1 1.0

B 2002 43 179 5.9 54.5 54.5 55.3 0.8

C 3102 80 384 2.7 55.6 55.6 56.1 0.5

D 2,8202 80 527 2.0 57.1 57.1 57.7 0.6

E 3,0202 80 658 1.2 57.1 57.1 58.1 1.0

1Feet above Meridian Road

2Feet above confluence with West Drainage Ditch

TA

BL

E 8



FLOODWAY DATA

FORDS ARM TRIBUTARY – GUM CREEK




WIDTH (FEET)

SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Indianhead Creek A 850 150 954 3.03 39.2 39.2 39.2 0.0 B 1,395 376 1,617 1.80 39.2 39.2 39.3 0.1 C 5,805 376 777 10.58 39.2 39.2 39.3 0.1 D 6,905 208 888 3.38 39.2 39.2 39.3 0.1 E 6,935 340 * * 39.5 39.5 39.7 0.2 F 7,985 352 462 5.39 40.8 40.8 40.9 0.1 G 9,405 46 253 11.16 46.2 46.2 46.5 0.3 H 10,795 52 394 6.58 48.0 48.0 48.3 0.3 I 12,055 50 257 8.39 49.8 49.8 50.1 0.3 J 12,135 82 * * 52.2 52.2 53.0 0.8 K 12,785 50 * 5.90 53.1 53.1 53.7 0.6 L 12,858 300 * * 55.4 55.4 56.3 0.9 M 14,258 401 * 3.19 56.2 56.2 56.9 0.7 N 14,312 87 * * 58.7 58.7 59.7 1.0 O 15,002 200 * * 58.9 58.9 59.8 0.9 P 16,452 362 399 4.94 60.4 60.4 61.3 0.9 Q 16,502 380 * * 61.6 61.6 62.1 0.5 R 17,302 402 536 3.64 61.9 61.9 62.5 0.6 S 18,152 300 556 3.47 64.3 64.3 65.0 0.7 T 18,217 301 * * 66.5 66.5 66.7 0.2 U 18,952 232 378 4.90 68.5 68.5 68.9 0.4 V 20,917 152 314 4.20 77.3 77.3 77.3 0.0 W 21,907 585 289 3.12 83.9 83.9 83.9 0.0 X 22,621 311 313 2.72 87.8 87.8 87.8 0.0 Y 23,089 555 * * 91.0 91.0 91.0 0.0 Z 23,769 250 230 2.98 96.7 96.7 96.7 0.0


*Data not available

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FLOODWAY DATA

INDIANHEAD CREEK




SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Indianhead Creek (continued) AA 24,651

1 62 286 2.27 102.4 102.4 102.4 0.0

AB 25,7611 48 142 3.89 106.2 106.2 106.2 0.0

AC 25,8341 35 * * 124.2 124.2 124.2 0.0

AD 27,2841 35 301 1.13 125.7 125.7 125.7 0.0

AE 27,6141 30 52 6.61 129.5 129.5 129.5 0.0

AF 27,6761 25 * * 141.1 141.1 141.1 0.0

AG 28,4761 24 24 0.91 141.2 141.2 141.2 0.0


*Data not available

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FLOODWAY DATA

INDIANHEAD CREEK




WIDTH (FEET)

SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Lake Overstreet Tributary A 0 1,413 2,569 1.8 97.8 97.8 98.8 1.0 B 750 59 117 3.4 98.3 98.3 98.9 0.6 C 1,100 75 67 5.2 103.4 103.4 103.4 0.0 D 2,850 20 59 3.6 115.5 115.5 115.8 0.3 E 3,540 20 61 3.4 118.9 118.9 119.5 0.6 F 3,590 20 128 1.6 120.6 120.6 120.7 0.1 G 5,390 20 44 3.4 124.0 124.0 125.0 1.0

1Feet above Meridian Road

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FLOODWAY DATA

LAKE OVERSTREET TRIBUTARY



(FEET NAVD)


SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

McCord Park Pond Drainage Ditch A 1,750

1 80 99 3.7 70.6 70.6 70.8 0.2

B 2,0801 80 102 6.3 74.6 74.6 75.1 0.5

C 3,0001 50 261 3.2 79.3 79.3 79.7 0.4

D 4,1001 35 177 8.6 81.6 81.6 82.2 0.6

E 4,7001 40 167 8.9 85.9 85.9 86.3 0.4

F 6,8001 50 411 3.6 92.6 92.6 93.6 1.0

G 7,1501 100 400 3.8 93.4 93.4 94.0 0.6

Meginnis Creek A 350

2 150 383 4.2 103.0 103.0 103.0 0.0

B 3,7002 57 226 2.4 113.1 113.1 113.7 0.6

C 3,7502 50 461 1.5 120.2 120.2 120.2 0.0

D 4,7302 30 101 6.2 121.8 121.8 122.3 0.5

E 5,0502 20 120 1.7 125.5 125.5 126.4 0.9

F 9,7002 75 110 3.1 147.2 147.2 147.2 0.0

Meginnis Tributary / Meginnis Tributary 2 A 619

3 25 137 7.3 114.6 114.6 114.9 0.3

B 1,9993 25 317 2.2 126.0 126.0 126.4 0.4

C 2,9193 20 78 3.3 126.8 126.8 126.9 0.1

D 3,4383 20 112 4.2 133.0 133.0 133.1 0.1

E 3,7953 20 83 5.5 133.2 133.2 133.2 0.0

1Feet above confluence with Northeast Drainage Ditch

2Feet above Lakeshore Drive

3Feet above confluence with Meginnis Creek

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FLOODWAY DATA

McCORD PARK POND DRAINAGE DITCH – MEGINNIS CREEK – MEGINNIS TRIBUTARY / MEGINNIS TRIBUTARY 2



(FEET NAVD)


WIDTH (FEET)

SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Munson Slough A -2,112 174 1,640 1.4 20.5 20.5 21.5 1.0 B -1,000 300 2,550 1.3 21.4 21.4 22.4 1.0 C 200 300 2,187 1.5 21.9 21.9 22.9 1.0 D 2,495 500 4,543 0.7 23.1 23.1 24.1 1.0 E 3,525 800 6,664 0.5 23.1 23.1 24.1 1.0 F 5,275 500 3,116 1.1 23.4 23.4 24.4 1.0 G 9,215 400 1,882 1.8 26.2 26.2 26.6 0.4 H 10,225 400 2,428 1.4 27.2 27.2 27.6 0.4 I 12,095 140 1,049 3.2 28.7 28.7 29.6 0.9 J 13,055 65 694 4.8 29.9 29.9 30.9 1.0 K 14,065 80 848 3.9 33.4 33.4 34.0 0.6 L 15,465 130 1,180 2.8 34.0 34.0 34.8 0.8 M 16,115 200 1,415 2.3 34.4 34.4 35.4 1.0 N 16,800 150 2,131 1.6 34.6 34.6 35.6 1.0 O 22,930 150 1,461 2.3 35.1 35.1 35.9 0.8 P 24,165 125 1,245 2.7 35.8 35.8 36.7 0.9 Q 26,555 200 1,724 1.9 37.3 37.3 38.3 1.0 R 27,255 75 837 4.0 37.8 37.8 38.7 0.9 S 27,720 100 1,109 3.0 38.3 38.3 39.3 1.0 T 28,985 100 1,277 2.6 38.6 38.6 39.6 1.0 U 31,575 590 5,270 0.6 39.1 39.1 40.1 1.0 V 33,115 880 7,425 0.5 39.2 39.2 40.2 1.0 W 33,685 690 4,941 0.5 39.2 39.2 40.2 1.0 X 34,070 425 2,943 0.9 39.3 39.3 40.3 1.0 Y 34,450 350 1,930 1.4 39.4 39.4 40.4 1.0 Z 34,930 450 2,573 1.0 39.5 39.5 40.5 1.0 AA 41,600 620 3,724 0.4 39.7 39.7 40.7 1.0

1Feet above Oakridge Road

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FLOODWAY DATA

MUNSON SLOUGH


BASE FLOOD


(FEET NAVD)

CROSS SECTION DISTANCE WIDTH

(FEET)

SECTION

AREA

(SQUARE

FEET)

MEAN

VELOCITY

(FEET PER

SECOND)

REGULATORY WITHOUT

FLOODWAY

WITH

FLOODWAY INCREASE

North Branch Gum Creek A 211

1 219 566 1.3 57.7 57.7 58.7 1.0

B 1,1621 207 1,040 0.7 58.2 58.2 59.2 1.0

C 1,2141 272 1,220 0.6 58.9 58.9 59.6 0.7

D-F2

G 6,6531 170 928 0.6 70.2 70.2 71.2 1.0

H 6,7061 170 928 0.6 70.2 70.2 71.2 1.0

I 7,1811 157 513 1.1 70.3 70.3 71.3 1.0

J 7,6561 42 237 2.3 70.4 70.4 71.4 1.0

K-L2

M 9,1341 43 283 1.9 76.4 76.4 77.4 1.0

N 9,4511 73 353 1.6 76.7 76.7 77.7 1.0

O 11,1411 33 238 2.3 79.2 79.2 80.2 1.0

P 11,2991 52 292 1.9 79.4 79.4 80.4 1.0

Northeast Drainage Ditch A 1,946

3 120 1,374 2.8 58.5 58.5 59.2 0.7

B 3,4913 250 1,105 2.6 59.3 59.3 59.5 0.2

C 4,2643 250 1,237 2.3 60.0 60.0 60.3 0.3

D 5,8573 140 921 3.2 64.0 64.0 64.7 0.7

E 6,8643 70 740 2.2 67.2 67.2 67.3 0.1

F 8,2143 70 490 3.2 67.2 67.2 67.5 0.3

G 11,9953 39 278 4.8 74.5 74.5 74.8 0.3

H 16,5933 52 402 2.7 86.9 86.9 87.1 0.2

I 19,7913 160 582 0.9 95.0 95.0 96.0 1.0

J 22,9533 120 104 3.8 112.4 112.4 112.6 0.2

K 25,1073 70 218 2.8 125.9 125.9 126.8 0.9

L 25,6433 20 70 15.9 130.5 130.5 131.4 0.9

1Feet above confluence with Gum Creek

2No floodway data computed

3Feet above Weems Road

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FLOODWAY DATA

NORTH BRANCH GUM CREEK - NORTHEAST DRAINAGE DITCH



(FEET NAVD)


SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Northeast Drainage Ditch Overland Flow A 700

1 120 314 1.9 99.7 99.7 100.3 0.6

B 1,1351 120 112 3.3 104.2 104.2 104.3 0.1

C 2,8351 97 109 3.6 114.8 114.8 114.9 0.1

Ochlockonee River A 17.80

2 5730/1200

3 34,400 1.1 80.9 80.9 81.9 1.0

B 18.122 5770/1500

3 53,600 0.8 81.2 81.2 82.2 1.0

C 19.402 2889/2480

3 25,600 1.7 83.2 83.2 84.2 1.0

D 20.732 5081/4390

3 52,100 0.8 85.6 85.6 86.6 1.0

E 21.102 5847/1730

3 64,700 0.7 85.9 85.9 86.9 1.0

F 22.652 6391/1200

3 52,700 0.8 86.9 86.9 87.9 1.0

G 23.302 6660/850

3 60,000 0.7 87.6 87.6 88.6 1.0

H 23.822 7084/250

3 55,100 0.8 88.1 88.1 89.1 1.0

I 24.592 5662/600

3 40,100 1.1 89.0 89.0 90.0 1.0

J 24.962 4613/75

3 47,100 0.9 89.5 89.5 90.5 1.0

K 25.522 4100/250

3 45,800 1.0 90.1 90.1 91.1 1.0

L 25.682 2970/250

3 17,600 2.4 90.4 90.4 91.4 1.0

M 25.892 2700/75

3 23,300 1.8 91.4 91.4 92.4 1.0

N 26.332 2139/400

3 22,100 1.9 92.5 92.5 93.5 1.0


2Miles above Jackson Bluff Dam

3Total width/width within community

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FLOODWAY DATA

NORTHEAST DRAINAGE DITCH OVERLAND FLOW – OCHLOCKONEE RIVER



(FEET NAVD)


SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Ochlockonee River (continued) O 27.03

1 2774/2270

2 30,400 1.4 94.1 94.1 95.1 1.0

P 27.741 3180/2150

2 35,400 1.2 95.2 95.2 96.2 1.0

Q 29.171 2641/600

2 30,500 1.4 97.2 97.2 98.2 1.0

R 29.991 2696/400

2 28,300 1.5 98.7 98.7 99.7 1.0

S 30.051 3164/500

2 36,800 1.1 99.0 99.0 100.0 1.0

T 30.511 2461/1020

2 18,700 2.2 99.7 99.7 100.7 1.0

U 31.791 2973/800

2 32,000 1.3 102.9 102.9 103.9 1.0

V 33.271 3850/150

2 46,100 0.9 104.6 104.6 105.6 1.0

W 34.761 6299/5150

2 69,400 0.6 105.6 105.6 106.6 1.0

X 35.771 3996/3530

2 38,700 1.1 106.3 106.3 107.3 1.0

Y 36.881 4062/3950

2 65,000 0.6 107.0 107.0 108.0 1.0

Z 37.651 4009/3570

2 66,600 0.6 107.2 107.2 108.2 1.0

AA 38.661 5469/5130

2 50,600 0.8 107.5 107.5 108.5 1.0

AB 39.611 4445/4350

2 36,900 1.1 108.5 108.5 109.5 1.0

AC 39.971 2119/1150

2 21,800 1.9 109.2 109.2 110.2 1.0

AD 40.631 2431/1450

2 31,800 1.3 110.5 110.5 111.5 1.0

AE 41.031 2143/1200

2 22,800 1.8 111.2 111.2 112.2 1.0

AF 41.801 2146/1900

2 24,100 1.7 113.2 113.2 114.2 1.0

AG 42.351 3961/4010

2 42,700 1.0 114.2 114.2 115.2 1.0

AH 43.021 3300/3200

2 34,500 1.2 114.9 114.9 115.9 1.0

AI 44.351 1389/100

2 30,200 1.4 116.6 116.6 117.6 1.0

1Miles above Jackson Bluff Dam

2Total width/width within community

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FLOODWAY DATA

OCHLOCKONEE RIVER




SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

Park Avenue Ditch A 906

1 47 345 6.8 59.1 59.1 59.6 0.5

B 3,2791 72 458 5.0 67.2 67.2 68.1 0.9

C 3,4781 85 632 3.3 69.4 69.4 70.2 0.8

D 5,2691 42 241 6.4 70.2 70.2 71.2 1.0

E 5,9731 37 279 5.4 74.9 74.9 75.2 0.3

F 7,8361 42 383 3.9 80.7 80.7 80.8 0.1

G 9,0861 33 213 4.0 82.5 82.5 83.1 0.6

H 10,0201 141 325 2.6 85.8 85.8 86.3 0.5

Park Avenue Tributary 1 A 1,450

2 140 92 4.4 85.3 85.3 85.3 0.0

B 1,7492 40 60 5.6 88.3 88.3 88.6 0.3

C 2,3892 61 172 2.0 96.2 96.2 96.4 0.2

D 2,6062 14 38 8.9 101.6 101.6 102.2 0.6

E 2,7302 26 80 4.3 103.2 103.2 104.2 1.0

Park Avenue Tributary 2 A 775

2 305 553 2.0 74.6 74.6 75.2 0.6

B 1,8952 36 175 4.2 81.3 81.3 82.3 1.0


2Feet above confluence with Park Avenue Ditch

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FLOODWAY DATA

PARK AVENUE DITCH – PARK AVENUE TRIBUTARY 1 – PARK AVENUE TRIBUTARY 2


BASE FLOOD


(FEET NAVD)

CROSS SECTION DISTANCE WIDTH

(FEET)

SECTION

AREA

(SQUARE

FEET)

MEAN

VELOCITY

(FEET PER

SECOND)

REGULATORY WITHOUT

FLOODWAY

WITH

FLOODWAY INCREASE

Royal Oaks Creek A 274

1 18 437 2.5 84.8 85.4 86.2 0.8

B 1,0171 47 1,623 0.7 89.8 90.4 90.6 0.2

St. Augustine Branch A-U

2

San Luis Branch A 1,390

3 200 * * 66.9 66.9 67.8 0.9

B 2,5403 170 * * 82.2 82.2 82.4 0.2

C 4,9153 60 * * 92.2 92.2 92.5 0.3

1

Feet above Bantry Bay Drive 2Floodway not computed, refer to profile for cross-section locations


*Data not available

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FLOODWAY DATA

ROYAL OAKS CREEK - ST. AUGUSTINE BRANCH – SAN LUIS BRANCH



(FEET NAVD)


WIDTH (FEET)

SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

West Branch Gum Creek A 0.04 66 313 2.0 57.7 57.7 58.7 1.0 B 0.11 65 253 2.5 58.1 58.1 59.0 0.9 C 0.13 471 1,790 0.4 60.0 60.0 60.1 0.1 D 0.45 377 1,350 0.5 60.2 60.2 61.2 1.0 E 0.60 250 300 2.1 62.2 62.2 63.2 1.0 F 0.78 245 952 0.7 64.9 64.9 64.9 0.0 G 1.04 146 274 2.3 67.3 67.3 68.3 1.0 H 1.06 57 1,180 3.0 68.1 68.1 69.1 1.0 I 1.15 103 359 1.5 68.7 68.7 69.7 1.0 J 1.20 162 594 0.9 71.6 71.6 71.7 0.1 K 1.72 120 190 2.9 79.7 79.7 80.7 1.0 L 2.11 77 315 1.8 95.6 95.6 95.9 0.3 M 2.25 51 184 3.0 97.2 97.2 98.0 0.8 N 2.27 178 1,090 0.5 102.4 102.4 102.5 0.1 O 2.36 85 355 1.6 102.4 102.4 102.4 0.0

1Miles above confluence with Gum Creek

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FLOODWAY DATA

WEST BRANCH GUM CREEK




SECTION AREA

(SQUARE FEET)


REGULATORY WITHOUT

FLOODWAY WITH

FLOODWAY INCREASE

West Drainage Ditch A 630

1 300 2,087 2.4 39.8 39.8 40.7 0.9

B 7101 200 1,436 3.4 39.8 39.8 40.7 0.9

C 1,3001 200 2,066 3.0 40.5 40.5 41.4 0.9

D 5,2601 200 728 6.8 46.6 46.6 46.6 0.0

E 6,9601 882 2,072 2.4 50.4 50.4 50.7 0.3

F 7,0251 725 3,993 1.2 51.6 51.6 51.6 0.0

G 7,1801 696 1,696 2.9 51.6 51.6 51.6 0.0

H 9,8851 150 28 4.1 52.8 52.8 53.8 1.0

I 12,4851 70 2,129 1.9 53.5 53.5 53.8 0.3

J 14,1651 123 2,635 2.2 53.6 53.6 54.0 0.4

K 16,2751 61 1,587 4.5 55.0 55.0 55.3 0.3

L 18,5951 62 1,827 4.5 59.2 59.2 59.2 0.0

M 20,1791 54 722 2.1 60.3 60.3 60.4 0.1

N 24,6001 1,310 * * 66.9 66.9 67.9 1.0

O 26,4101 75 * * 71.6 71.6 72.5 0.9

P 30,6801 43 * * 89.2 89.2 89.4 0.2

Q 33,9501 60 * * 115.5 115.5 115.8 0.3

West Drainage Ditch Tributary A 500

2 40 252 5.2 52.1 48.4

3 49.4 1.0

B 8002 38 213 6.1 52.1 49.3

3 50.1 0.8

C 1,6002 38 280 4.6 52.1 51.7

3 52.1 0.4

D 1,7002 40 362 3.6 54.2 54.2 54.6 0.4

E 2,2752 40 396 3.3 54.6 54.6 55.0 0.4

F 2,8502 40 387 3.3 55.0 55.0 55.3 0.3



3Elevation computed without consideration of backwater effects from West Drainage Ditch

*Data not available

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FLOODWAY DATA

WEST DRAINAGE DITCH – WEST DRAINAGE DITCH TRIBUTARY

42

FLOODWAY SCHEMATIC Figure 1 5.0 INSURANCE APPLICATIONS For flood insurance rating purposes, flood insurance zone designations are assigned to a

community based on the results of the engineering analyses. The zones are as follows: Zone A Zone A is the flood insurance rate zone that corresponds to the 1% annual chance

floodplains that are determined in the FIS by approximate methods. Because detailed hydraulic analyses are not performed for such areas, no base flood elevations or depths are shown within this zone.

Zone AE Zone AE is the flood insurance rate zone that corresponds to the 1% annual chance

floodplains that are determined in the FIS by detailed methods. In most instances, whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone.

Zone AH Zone AH is the flood insurance rate zone that corresponds to the areas of 1% annual

chance shallow flooding (usually areas of ponding) where average depths are

43

between 1 and 3 feet. Whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone.

Zone AO Zone AO is the flood insurance rate zone that corresponds to the areas of 1% annual

chance shallow flooding (usually sheet flow on sloping terrain) where average depths are between 1 and 3 feet. Average whole-foot depths derived from the detailed hydraulic analyses are shown within this zone.

Zone AR

Area of special flood hazard formerly protected from the 1% annual chance flood event by a flood control system that was subsequently decertified. Zone AR indicates that the former flood control system is being restored to provide protection from the 1% annual chance or greater flood event.

Zone A99 Zone A99 is the flood insurance rate zone that corresponds to areas of the 1%

annual chance floodplain that will be protected by a Federal flood protection system where construction has reached specified statutory milestones. No base flood elevations or depths are shown within this zone.

Zone V Zone V is the flood insurance rate zone that corresponds to the 1% annual chance

coastal floodplains that have additional hazards associated with storm waves. Because approximate hydraulic analyses are performed for such areas, no base flood elevations are shown within this zone.

Zone VE Zone VE is the flood insurance rate zone that corresponds to the 1% annual chance

coastal floodplains that have additional hazards associated with storm waves. Whole-foot base flood elevations derived from the detailed hydraulic analyses are shown at selected intervals within this zone.

Zone X Zone X is the flood insurance rate zone that corresponds to areas outside the 0.2%

annual chance floodplain, areas within the 0.2% annual chance floodplain, and to areas of 1% annual chance flooding where average depths are less than 1 foot, areas of 1% annual chance flooding where the contributing drainage area is less than 1 square mile, and areas protected from the 1% annual chance flood by levees. No base flood elevations or depths are shown within this zone.

Zone D Zone D is the flood insurance rate zone that corresponds to unstudied areas where

flood hazards are undetermined, but possible.

44

6.0 FLOOD INSURANCE RATE MAP The FIRM is designed for flood insurance and floodplain management applications. For flood insurance applications, the map designates flood insurance rate zones as described

in Section 5.0 and, in the 1-percent annual chance floodplains that were studied by detailed methods, shows selected whole-foot base flood elevations or average depths. Insurance agents use the zones and base flood elevations in conjunction with information on structures and their contents to assign premium rates for flood insurance policies.

For floodplain management applications, the map shows by tints, screens, and symbols, the

1- and 0.2-percent annual chance floodplains. Floodways and the locations of selected cross sections used in the hydraulic analyses and floodway computations are shown where applicable.

The countywide FIRM presents flooding information for the entire geographic area of Leon

County. Previously, separate Flood Hazard Boundary Maps and/or FIRMs were prepared for each identified flood-prone incorporated community and the unincorporated areas of the county. This countywide FIRM also includes flood hazard information that was presented separately on Flood Boundary and Floodway Maps (FBFMs), where applicable. Historical relating to the maps prepared for each community, up to and including the March 16, 2005, FIS, are presented in Table 9, "Community Map History."

7.0 OTHER STUDIES FIS reports have been prepared for Gadsden County and Incorporated Areas (Reference 12),

as well as the unincorporated areas of Jefferson, Liberty, Thomas and Wakulla Counties (References 13, 14, 15 and 16).

Because it is based on more up-to-date analyses, this FIS supersedes the previously printed

FIS for Leon County and Incorporated Areas (Reference 17). 8.0 LOCATION OF DATA Information concerning the pertinent data used in the preparation of this FIS can be obtained

by contacting FEMA, Federal Insurance and Mitigation Division, Koger Center - Rutgers Building, 3003 Chamblee Tucker Road, Atlanta, Georgia 30341.

44

COMMUNITY

NAME

INITIAL

IDENTIFICATION

FLOOD HAZARD

BOUNDARY MAP

REVISIONS DATE

FIRM

EFFECTIVE DATE

FIRM

REVISIONS DATE

Leon County

(Unincorporated Areas) December 20, 1974 None December 15, 1982 November 19, 1997

March 16, 2005

Tallahassee, City of June 28, 1974 February 20, 1976 December 6, 1976 August 5, 1986

November 19, 1997

March 16, 2005

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LEON COUNTY, FL

AND INCORPORATED AREAS

COMMUNITY MAP HISTORY

46

9.0 BIBLIOGRAPHY AND REFERENCES

1. Water Resources Council, “Guidelines for Determining Flood Flow Frequency,” Bulletin 17B, Washington, D.C., March 1976.

2. U.S. Department of the Interior, Geological Survey, for the Federal Insurance

Administration, Flood Insurance Study for the City of Tallahassee, 13 p., June 1976.

3. U.S. Department of the Interior, Geological Survey, Water-Supply Paper 1674,

Magnitude and Frequency of Floods in the United States, Part 2-P, 409 p., by H. H. Barnes and H. G. Golden, Washington, D.C., 1966.

4. Streamline Technologies, Inc., advanced Interconnected Channel and Pond

Routing model, v. 2.02, 1995.

5. U.S. Environmental Protection Agency, Stormwater Management Model, v. 4.05, May 1994.

6. U.S. Department of the Interior, Geological Survey, Water Resources Investigations 84-4004, Magnitude and Frequency of Floods from Urban Streams in Leon County, Florida, by M. A. Franklin and G. T. Losey, 1984.

7. U.S. Department of the Interior, Geological Survey, Hydrologic Investigations Atlas HA-369, Hydrologic Significance of 1966 Flood Levels at Lake Jackson Near Tallahassee, Florida, by G. H. Hughes, 1966.

8. U.S. Department of the Interior, Geological Survey, Open-File Report 79-499, Computer Applications for Step-Backwater and Floodway Analyses, Computer Program E-431, by J. O. Shearman, 103 p., 1976.

9. U.S. Department of the Interior, Geological Survey, “Photogrammetric Maps compiled from Aerial Photographs,” Scales 1"=200' (urban areas) and 1"=400' (rural areas).

10. The City of Tallahassee Public Works Department, Stormwater Management Division, “Northeast Drainage Ditch Stormwater Study,” Scale 1"=500', with a 2-foot contour interval.

11. Post Buckley Schuh & Jernigan, Inc., “City of Tallahassee, Florida Physical Map Revision; Killearn Chain of Lakes—Alford Arm Tributary, Royal Oaks Creek,” Scale 1"=1,000', with a 10-foot contour interval.

12. Federal Emergency Management Agency, Flood Insurance Study, Gadsden County, Florida and Incorporated Areas, Washington, D.C., February 4, 2009.

13. Federal Emergency Management Agency, Flood Insurance Study, Jefferson County, Florida (Unincorporated Areas), Washington, D.C., July 16, 1991.

14. Federal Emergency Management Agency, Flood Insurance Study, Liberty County, Florida (Unincorporated Areas), Washington, D.C., July 16, 1991.

47

15. Federal Emergency Management Agency, Flood Insurance Study, Thomas County, Georgia (Unincorporated Areas), Washington, D.C., March 5, 1990.

16. Federal Emergency Management Agency, Flood Insurance Study, Wakulla County, Florida (Unincorporated Areas), Washington, D.C., June 2, 1992.

17. Federal Emergency Management Agency, Flood Insurance Study, Leon County, Florida and Incorporated Areas, Washington, D.C., March 16, 2005.

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